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HomeMy WebLinkAbout011-05 Carpers Valley - (Rezoning) - Traffic Impact Information - BackfileII IMPACTANALYSIS Cmpers Valley Impact Analysis Statement CARPERS VALLEY REZONING IMPACT ANALYSIS STATEMENT May 2005 A. Introduction This report has been prepared for the purpose of assessing the impact on Frederick County by the conditional rezoning of eleven parcels totaling approximately 281.5acres, which are owned by JGR Three, LLC, Richard G. and Donna C. Dick, Constance L. Tjoumas, Gregory L. Coverstone, Cynthia Ann Pappas, Ellen LLC, LCR LLC, MDC Three LLC, Susan Sanders LLC, Liberty Hill LLC, Thomas A. Dick, Timothy J. Dick, and Michael E. Dick respectively. The parcels are identified as 64-A-82, 83, 83A, 86, 87, and 87A. The subject acreage is located on the south side of Millwood Pike (Route 50/17) across from The Ravens and Miller Heights subdivisions, and adjacent to the JIC Industrial Park, Winchester Regional Airport, and the U.S. Army Corps of Engineers Transatlantic Division Headquarters facility. The site is currently zoned RA, and includes the existing Carper's Valley Golf Club. This application proposes the rezoning of the 281.5 acre assemblage to the R4 (Residential Planned Community) District. The site is intended as a mixed use residential and employment center anchored by roughly 100 acres initially reserved for the development of federal government facilities. These significant employment uses will be complemented by a variety of other commercial and service uses as well as moderate to high density residential uses, all of which will be developed in a functionally and aesthetically unified manner. Attainment of such an integrated development program will occur through the application of uniform design guidelines and the implementation of a multi -modal transportation network, both of which will be proffered by the Applicants (see the attached draft Proffer Statement). The proposed rezoning will establish a neighborhood unique to Frederick County, because of its explicit provision for a balanced mix of mutually supportive uses in an area already served by public facilities and a good road system. The presence of significant employment uses within the project will catalyze a synergistic relationship between land uses that will enhance the economic vitality of the area and achieve a more sustainable form of development than has been the historic pattern in that area. The Comprehensive Policy Plan identifies the planned use of the site as a mix of business/office and transitional land uses. The mixed use employment center concept proposed with this rezoning is consistent with this land use vision, and provides for its realization in an efficient and dynamic manner that is preferable to the single use pattern that has predominated within the Urban Development Area (UDA). 1 Capers Valley Impact Analysis Statement The Applicants believe that the proposed rezoning includes proffers that will appropriately and effectively mitigate the impacts of this development program and assure its completion in the manner envisioned by the Applicants and by the County. The mixed use employment center land use envisioned for the site is compatible with the surrounding community and consistent with the land use policies of the Comprehensive Policy Plan. As such, the Applicants submit that this rezoning request merits favorable consideration and approval. B. Comprehensive Policy Plan The properties included with this rezoning request are all located within the boundaries of the Route 50 East Corridor Land Use Plan. The properties are located wholly within the Urban Development Area (UDA), and the Sewer and Water Service Area (SWSA). The Route 50 East Corridor Land Use Plan envisions the area comprised by the subject parcels as developing with business/office and transitional land uses. The properties are also located within the boundaries of the Airport Support Area, which is intended to ensure the long term viability of Winchester Regional Airport by encouraging the development of compatible land uses in areas impacted by airport operations. The proposed development program provides for a mix of employment, general commercial, and moderate to high density residential land uses, which will be developed in an integrated - "walkable" - setting. The majority of the project acreage will be reserved for employment and commercial land uses, with the remainder of the site planned for residential development. The proposed development of employment and commercial land uses is clearly in keeping with the applicable business/office land use designation. Such uses are planned at several locations within the project, although the most notable location is an approximately 100-acre area adjacent to the existing Corp of Engineers facility The Applicants propose to make this portion of the property available for a sufficient time that they may include such federal government facilities as the United States General Services Administration (GSA) is actively seeking to locate in the Winchester -Frederick County area. Additional acreage is reserved for commercial uses adjacent to the shared boundary with Winchester Regional Airport. The proposed employment use and commercial areas will thus ensure the establishment of compatible, and complementary, land uses adjacent to the Airport thereby satisfying the objectives of the Airport Support Area. Residential uses will be appropriately buffered from the Airport so as to avoid the all -too -common conflicts between Airport operations and nearby homes. Residential uses are proposed to extend north and east from the planned employment and commercial areas to the project boundary formed by Millwood Pike (U.S. Route 50/17). The residential component of the Capers Valley Impact Analysis Statement neighborhood will total no more than 750 units of varying types consistent with the R4 zoning district. The planned residential uses will serve as a distinct transition from the intensity of employment uses and airport operations to the lower density suburban residential uses located on the opposite side of Millwood Pike. The Route 50 East Corridor Land Use Plan does not expressly identify either the intended composition or boundaries of the designated transitional area, and the moderate to high density residential uses proposed with this application will facilitate a reasonable transition of uses along the corridor, and further provide the neighborhood with the land use mix necessary to promote around the clock vitality. The Applicants have proffered to reserve 10 acres for dedication to Frederick County for use as a National Guard Armory facility. The provision of this land will facilitate the retention of this important public facility in the Winchester — Frederick County area, particularly in view of Congressman Wolf's recent success in obtaining substantial funding for a new facility. Upon its ultimate relocation to the site, the Armory would provide a valuable neighborhood amenity as a gathering and recreational space for residents and employees alike, as well as an improved facility for an element of America's national defense system that has taken on exceptional importance in the past decade. The recreational needs of neighborhood residents will be further served by a network of "hiker/biker" trails and other community recreation facilities. The applicable land use policies of the Comprehensive Policy Plan promote the establishment of business/office and transitional land uses on the subject parcels. The proposed rezoning of the site to the R4 district is intended to permit the development of a mixed use employment center, which will include substantial areas for business and employment uses as well as complementary residential uses. Such complementary uses will provide an effective transition to established uses in the surrounding community. Moreover, the configuration of land uses on the site will ensure compatibility of the project with airport operations in keeping with the objectives of the Airport Support Area. The proposed rezoning of the subject acreage from RA (Rural Areas), to R4 (Residential Planned Community) is consistent with the land use policies of the Comprehensive Policy Plan. C. Suitability of the Site Site Background and History The original Frederick County zoning map (U.S.G.S. Winchester Quadrangle) identifies the subject parcels as being zoned R-1 (Residential Limited). The parcels were re -mapped from R-1 to A-2 (Agricultural General) pursuant to the County's comprehensive downzoning initiative (Zoning Amendment 3 Capers Valley Impact Analysis Statement Petition #011-80), which was adopted on October 8, 1980. The County's agricultural zoning districts were subsequently combined to form the RA (Rural Areas) District upon adoption of an amendment to the Frederick County Zoning Ordinance on May 10, 1989. The corresponding revision of the zoning map resulted in the re -mapping of the subject property and all other A-1 and A-2 zoned land to the RA District. 2. Location and Access The subject parcels are located on the south side of Millwood Pike (Route 50/17 East) across from The Ravens and Miller Heights subdivisions and adjacent to the Prince Frederick Office Park and the Winchester Regional Airport. The VDOT functional classification system identifies Millwood Pike as a major arterial roadway. The land uses abutting the subject site to the east and west are industrial and office, respectively, with the Winchester Regional Airport adjacent to the south and single family residential uses located across Millwood Pike to the north. The site is currently accessible via Millwood Pike and Prince Frederick Drive. 3. Site Suitability The subject parcels contain identified environmental features to include areas of flood plain, wetlands, and steep slopes. But such features are minimal and manageable through the zoning and site engineering process. In all cases, disturbance will be limited in accordance with applicable regulatory standards. Flood Plain Flood plain data for the subject parcels is delineated on the Flood Insurance Study Map for Frederick County prepared by the U.S. Department of Housing and Urban Development, Community Panel #510063-0115B, effective date July 17, 1978. The majority of the site is located in Flood Zone C, which denotes areas of minimal flooding outside of the 100-year flood plain. Flood Zone A, 100-year flood plain, exists coincident with Sulfur Spring Run, which traverses the frontage of the site, roughly parallel to Route 50. This portion of the site is not planned for development except for road and utility crossings thereby ensuring limited impact to the identified flood plain area. Wetlands The National Wetlands Inventory Map identifies four wetland features on the site, all of which are man-made ponds associated with the existing golf course use. Soils and Steep Slopes The General Soil Map of the Soil Survey of Frederick County, Virginia indicates that the soils comprising the subject parcels fall under the Weikert- C! Cmpers valley Impact Analysis Statement Berks-Blairton soil association, which is the predominant association on land located east of Interstate 81. As per map sheet #36 of the Soil Survey, the site is comprised of nine distinct soil types. With the exception of a pit area containing fill materials, all of the soil types identified on the site are suitable for development. It is noted that the Weikert-Berks-Blairton soil association presents some limitations to site development due to a seasonal high water table, depth to bedrock, and slope. These characteristics and any implications for site development are manageable through the site engineering process. Steep slopes (areas of 50% slope or greater) exist along the frontage of the site and adjacent to two ravines that drain the site to Sulphur Spring Run. Some disturbance of these areas will be necessary to implement proffered transportation improvements, as well as to implement the planned stormwater management system. Pursuant to the Zoning Ordinance, any such disturbance or re -grading shall be limited to no more than 25% of the area comprised of steep slopes. The location and scope of the steep slopes identified on the site do not compromise the suitability of the site for development. D. Transportation The Carpers Valley project will be served by a multi -modal transportation network designed to safely and efficiently accommodate automobile, bicycle and pedestrian traffic. The transportation improvement program proffered with this application will interconnect the various uses planned within the project, and further integrate the project with the surrounding community. The implementation of this program will occur in phases structured to coincide with the introduction of land uses on the site, as specified by the draft Proffer Statement (see attached). Detailed traffic impact studies will be completed with each improvement phase to guide the design of the system and ensure its capacity to achieve acceptable and manageable level of service conditions on roads serving the project. The external road system serving the site is comprised of Millwood Pike (Route 50/17 East) and Prince Frederick Drive (Route 781). Millwood Pike is a four lane major arterial roadway and Prince Frederick Drive is a two lane minor collector road. The transportation improvement program proffered by the Applicants consists of two core elements that will tie the project into the existing external system and provide the framework for internal access and mobility. These elements are as follows: 5 Carpers Valley Impact Analysis Statement Major Collector Road #1 (Carpers Ridge Road) A major collector road is proposed to extend across the site from Prince Frederick Drive to Victory Lane, which, coupled with existing Costello Drive, will ultimately provide a continuous route for vehicular traffic from the project to Front Royal Pike. This collector road will consist of four travel lanes within an 80-foot right of way within the project boundaries, and will transition to two travel lanes within a 60-foot right of way from the east boundary through JIC Industrial Park to its planned terminus at Victory Lane. The path of the collector road through the industrial park will follow the current right of way of Arbor Court, which is presently 60-feet in width. The Applicants will work with VDOT to identify opportunities to improve the existing intersection of Arbor Court and Victory Lane to correct the current off- set alignment with Independence Drive, to include installation of a "round -a- bout," if feasible. The proposed major collector road is a vital component of the proffered transportation program, as it will inter -connect the uses within the project and provide linkages to the external road system via a parallel route to Millwood Pike. The collector road will provide primary access to the employment and business uses planned for Land Bay 2, to include the site reserved by the Applicants for a future armory facility. Secondary access to the planned residential land bay (Land Bay 1) will also be enabled by the major collector road. Moreover, by providing an alternate means of east - west access for project -generated traffic, the major collector road will ensure that impacts to Millwood Pike are minimized, particularly at the Interstate 81 interchange area. Millwood Pike Entrance and Major Collector Road #2 (Coverstone Drive) Direct project access from Millwood Pike will be limited to an entrance aligned with Sulphur Spring Road (Route 655). This entrance will provide principal access to Land Bay 1, which is planned to contain residential uses consisting of mixed housing types, and will further serve as a primary project entrance that will carry employment -related traffic to Coverstone Drive. The intersection of Sulphur Spring Road and Millwood Pike is currently controlled by a three-way traffic signal. This signal will be upgraded by the Applicants to a four-way signal upon construction of the entrance. The road extending into Land Bay 1 from this entrance will be constructed as a four lane major collector road within an 80-foot right of way, and will connect with proposed Coverstone Drive. E. Sewage Conveyance and Water Supply The existing golf course is served by an 8" sewer line that ties into the 12" sewer main located on the south side of Millwood Pike along the frontage of Capers Valley Impact Analysis Statement the site. This infrastructure will be expanded pursuant to Frederick County Sanitation Authority (FCSA) requirements to serve the entire site and enable gravity flow to the existing main. The Abrams Creek interceptor will convey effluent from the project for treatment at the Opequon Water Reclamation Facility, which has the capacity to accommodate sewage projections. A 12" water main currently extends through the central portion of the site. The proposed development would connect directly to this existing line pursuant to FCSA requirements. Sufficient water capacity exists to serve the domestic and fire protection demands of the project. F. Site Drainage The site naturally drains north to Sulphur Spring Run via several pronounced drainage divides. It is anticipated that low impact development techniques together with good erosion control practice will mitigate adverse stormwater discharge impacts. The preservation of riparian buffers containing existing vegetation will provide significant mitigation of nutrient losses. Actual specification of temporary and permanent facilities will be provided with final engineering and will comply with all County, State and Federal regulations. G. Solid Waste Disposal Facilities Solid waste from the project will be deposited in the Frederick County landfill following collection via private carrier(s) contracted by the homeowner's association (HOA) for the residential portion of the project and by the individual commercial/employment users. H. Historic Sites and Structures The Frederick County Rural Landmarks Survey includes one structure located on the site, which is identified as the Heishland House (# 34-1176). However, this structure is neither included on the list of potentially significant resources nor is it identified as eligible for eventual inclusion on the state or national register of historic places. Moreover, pursuant to the National Park Service Study of Civil War Sites in the Shenandoah Valley of Virginia, the subject site is not included in any battlefield study area and does not contain any core battlefield resources. I. Impact on Community Facilities The Frederick County Fiscal Impact Model was run by planning staff to project the fiscal impact on community facilities attributable to the proposed rezoning. The output module generated by this analysis indicated that the proposed land uses would result in a net positive fiscal impact. Nevertheless, the applicant has proffered to contribute a total of $25,000 to Frederick County for Fire and Rescue purposes. This contribution is offered in 7 Caipers Valley Impact Analysis Statement recognition of the unique demands on public safety services commonly associated with commercial development. J. Modifications Per Section 165-72.0. of the Frederick County Zoning Ordinance, an applicant for R4 zoning may request modifications to provisions of the Code of Frederick County governing physical development. Such modifications may be sought to enable implementation of a design and/or land use concept beneficial to the community that would not otherwise be permitted by existing ordinances. The following modifications are requested with this rezoning application: 1. Modification to Section 165-71 of the Frederick County Zoning Ordinance governing the mixture of housing types required within a planned community. Current Standard No more than 40% of residentially designated areas of a planned community may develop with any of the following housing types: duplexes, multiplexes, atrium houses, weak -link townhouses, townhouses or garden apartments or any combination of those housing types. Proposed Standard: The residentially designated areas of a mixed use employment center may develop with any combination of housing types permitted by the Frederick County Zoning Ordinance and the approved proffer statement without limitation to the percentage or ratio of any given housing type. Justification: The proposed rezoning is sought to enable development of a mixed use employment center, which is a type of planned community development that is not expressly accommodated by the Zoning Ordinance. The R4 district, however, is the only Frederick County zoning category that is suitable for the development of a mix of land uses pursuant to a single zoning category, where innovative design concepts and standards may be created and applied. However, the R4 district is oriented toward a predominantly residential development program (as implied by its formal title - Residential Planned Community) and its requirements for a mixture of housing types as stated above befits a project intended to develop with residential uses over a majority of its land area. In contrast, the land use program for a mixed use employment center emphasizes reservation of greater amounts of land for commercial and business uses, which results in less area available to locate the residential Carpers Valley Impact Analysis Statement density necessary to achieve a balanced mix of land uses within the project. The ordinance requirement promotes a residential mix dominated by single family detached housing types. Such housing types are less conducive to the limited residential areas of a mixed use employment center given the greater land area required for individual lots. The development of single family attached and multi -family dwellings as the predominant housing types in Carpers Valley is necessary to complement and catalyze the business and commercial uses on the site. Moreover, the availability of such housing in a planned community setting within walking distance of employment, shopping, and commercial uses will provide a positive although presently non-existent choice for current and future County residents. 2. Modification of Section 165-72.D. of the Frederick County Zoning Ordinance governing the maximum areas permitted for commercial or industrial uses. Current Standard No more than 50% of planned community shall and industrial purposes. the gross area of the be used for commercial Proposed Standard: No more than 60% of the gross area of the planned community shall be used for business and commercial purposes. Justification: The proposed rezoning is sought to enable development of a mixed use employment center, which is a type of planned community not currently accommodated by the Frederick County Zoning Ordinance. The R4 district is the only zoning category that is available to develop a mix of land uses pursuant to a single zoning category wherein innovative design standards may be applied. However, the R4 district is intended to facilitate development of a principally residential project complemented by relatively small areas of commercial and/or industrial uses. In contrast, the land uses intended to predominate within a mixed use employment center are business and commercial uses, with residentially designated areas comprising a lesser amount of the total land area. The mixed use employment center concept advanced through this rezoning application requires the amount of land designated for commercial and business uses to exceed the 50% limit of the R4 district. The essential components of the proposed mixed use development program are the employment and commercial uses planned for the site, which may require significant acreage depending upon the ultimate users. However, to ensure a mix of mutually supportive land uses, a minimum amount of land needs to be reserved for residential uses. The modified standard proposed with this application will facilitate development of a mix 9 Carpers Valley Impact Analysis Statement of land uses in a planned community setting consistent with the intent of the R4 district, but with the notable distinction of elevating business and commercial land uses to the forefront of the planned development program. 10 III FREDERICA`COUXYYIMPACT MODEL IV PROFFER STATEMENT' PROFFER STATEMENT REZONING: RZ. # : RA to R4 PROPERTY: 281.5 Acres Tax Map & Parcels 64-A-82, 83, 83A, 86, 87, and 87A (the "Property") RECORD OWNER: JGR Three, LLC; Richard G. and Donna C. Dick; Constance L. Tjoumas; Gregory L. Coverstone; Cynthia Ann Pappas; Ellen, LLC; LCR, LLC; MDC Three, LLC; Susan Sanders, LLC; Liberty Hill, LLC; Thomas A. Dick; Timothy J. Dick; Michael E. Dick APPLICANT: Miller and Smith Land, Inc.; Miller and Smith Coverstone, LLC PROJECT NAME: Carpers Valley ORIGINAL DATE OF PROFFERS: May 20, 2005 REVISION DATA: The undersigned owners hereby proffer that the use and development of the subject property ("Property"), as described above, shall be in strict conformance with the following conditions, which shall supersede all other proffers that may have been made prior hereto. In the event that the above referenced rezoning is not granted as applied for by the Applicant ("Applicant"), these proffers shall be deemed withdrawn and shall be null and void. Further, these proffers are contingent upon final rezoning of the Property with "Final Rezoning" defined as that rezoning which is in effect on the day upon which the Frederick County Board of County Supervisors (the "Board") grants the rezoning. The headings of the proffers set forth below have been prepared for convenience or reference only and shall not control or affect the meaning or be taken as an interpretation of any provision of the proffers. The improvements proffered herein shall be provided at the time of development of that portion of the Property adjacent to or including the improvement or other proffered requirement, unless otherwise specified herein. The teen "Applicant" as referenced herein shall include within its meaning all future owners, assigns, and successors in interest. When used in these proffers, the "Master Development Plan" shall refer to the plan entitled "Master Development Plan, Carpers Valley" prepared by Patton Harris Rust & Associates, (the "MDP") dated May 20, 2005. 1. LAND USE 1.1 The project shall be designed to establish interconnected mixed -use residential and commercial/employment Land Bays in conformance with the MDP, and as is specifically set forth in these proffers. 1.2 All development, including street landscaping, shall be accomplished in substantial confonnance with the "Design and Development Standards for Carpers Valley," prepared by PHR&A attached hereto and incorporated herein by reference (the "Design and Development Standards[wi]"). 1.3 Except as modified herein, and except to the extent any portion of the Property is owned by the United States or any department of agency thereof, or by the Virginia National Guard, and exempt by law from compliance with state and local land use ordinances and regulations, areas for commercial use on the Property shall be developed in confonnance with the regulations of the Residential Planned Community ("R4") zoning district, as set forth in the Frederick County Code Article VII, § 165-67 through § 165-72, as cross-referenced to Article X, § 165- 82, Sections A through D inclusive, and §165-83. All commercial development on the Property shall comply with the aforesaid regulations, or as may be otherwise approved by Frederick County, and these Proffers. 1.4 Except as modified herein, areas of residential development on the Property shall be developed in conformance with the regulations of the Residential Planned Community ("R4") zoning district, including permissible housing types, as set forth in the Frederick County Code Article VII, § 165-67 through § 165-72, as cross-referenced to Article VI, § 165-58, through § 165-66, and as set forth in the Design and Development Standards. In the event that the Applicant elects to construct any of the unit types that are set forth on the Design and Development Standards, such units shall conform to the development standards established therein. Unit types and lot layouts within these residential Land Bays may comprise any of the permitted unit types identified for those Land Bays as set forth on the MDP and the Design and Development Standards, and authorized for the R4 district, and these Proffers. 1.4.1 Residential development on the Property shall not exceed 750 dwelling units, with a mix of housing types permitted in the R4 district, subject to the modifications as set forth in the Design and Development Standards, and dwelling units shall be constructed in the locations generally depicted on the MDP and as further set forth herein. 1.5 Rental apartments and condominium units over retail and office uses shall be permitted. 2. CONSTRUCTION OF A UNIFIED DEVELOPMENT 2.1 The Property shall be developed as one single and unified development in accordance with applicable ordinances and regulations for the R4 zoning district, the MDP as approved by the Board, and this Proffer Statement. 2 3. RESERVATION OF COMMERCIAL PROPERTY FOR PUBLIC USES AND DEDICATION OF PROPERTY FOR ARMORY USE 3.1 For a period of 24 months following Final Rezoning, the Applicant shall reserve Land Bay 2 for potential acquisition or use by the United States General Services Administration, for the location of any federal agency or department, and shall reserve for potential acquisition by the Airport that portion of any Land Bay designated for the Winchester Regional Airport. 3.2 In addition to the foregoing, upon written request therefor the Applicant shall dedicate approximately ten acres in Land Bay 3 to the Frederick County Board of Supervisors on behalf of the Virginia National Guard for use as a National Guard Armory, in the location generally depicted on the MDP. In the event that no such request is made within 24 months following Final Rezoning, such property may be employed for connnercial and employment uses as otherwise provided in these Proffers and depicted on the MDP. 4. PHASING OF THE RESIDENTIAL DEVELOPMENT[w2] 4.1 The residential portions of the Property shall be developed in two phases. The two phases shall be authorized as follows: 4.1.1. Phase I. Residential development shall not exceed 300 dwelling units prior to the completion of Coverstone Drive from Millwood Pike to Careers Ridge Road. 4.1.2. Phase II. Residential development shall not exceed an additional 450 dwelling units which may be constructed upon completion of so much of Careers Ridge Road which shall have been constructed to access any residential Land Bay. 4.1.3. Commercial development. In anticipation of acquisition or use of properties designated for commercial/employment use by the United States, commercial and employment uses may be constructed at any time. 4.2 Communitimprovements. Community -serving improvements including a community center and a neighborhood swimming pool, and a dog park shall be constructed in conjunction with residential development in Land Bay 1. The location thereof shall be depicted on final subdivision plans for such residential development. 5. ARCHITECTURE, SIGNAGE, AND LANDSCAPING: 5.1 All buildings on the Property shall be constructed using compatible architectural styles. The Applicant shall establish one or more 3 Architectural Review Boards through the required Homeowner and Property Owner Associations to be created to enforce and administer a unified development plan in general conformity with the Design and Development Standards. 5.2 All signage within the Property shall be in substantial conformity with a comprehensive sign plan that meets the requirements of the Zoning Ordinance for signage, which shall be submitted in conjunction with the first final site or subdivision plan for the Property. 6. PEDESTRIAN TRAIL SYSTEM AND RECREATION AREAS 6.1 The Applicant shall design and build a public pedestrian -bicycle trail system to Department of Parks and Recreation standards that links residential and commercial areas within the development. Said trails shall be in the locations generally depicted on the MDP. To the extent that such trails are not depicted on the MDP at the time of Final Rezoning, such trails shall be comiected with or linked to the internal street and sidewalk network. Five foot sidewalks shall be constructed on all public streets and a minimum of four foot sidewalks shall be constructed on private streets. All combined pedestrian/bicycling trails shall be 10 feet wide, and shall have an asphalt surface. 7. FIRE & RESCUE: 7.1 The Applicant shall contribute to the Board the sum of $ \ per dwelling unit for fire and rescue purposes, payable upon the issuance of the first residential building permit for each such unit. 7.2 Following Final Rezoning, the master HOA to be created in accordance herewith shall contribute annually on or before July 1st of each year, the sum of $100 per constructed residential unit, and $100 per 1000 square feet of constructed commercial (not including any land owned by the United States or the Virginia National Guard), to the volunteer fire and rescue company providing first due service to the Property. Such contribution shall terminate if and when such company converts to a fully paid service. The contribution provided for herein shall increase at the rate of five dollars per residential unit or per 1,000 square feet of commercial development each calendar year. Such contribution shall be monitored and enforced by the master HOA. 8. SCHOOLS: 8.1 The Applicant shall contribute to the Board the sum of $\ per dwelling unit for educational purposes, payable upon the issuance of a building permit for each such unit. 9. PARKS & OPEN SPACE: Cl 9.1 The Applicant shall contribute to the Board the sum of $\ per dwelling unit for recreational purposes, payable upon the issuance of a building permit for each such unit. 10. LIBRARIES: 10.1 The Applicant shall contribute to the Board the sum of $\ per dwelling unit for library purposes, payable upon the issuance of a building permit for each such unit. 11. ADMINISTRATION BUILDING: 11.1 The Applicant shall contribute to the Board the sum of $\ to be used for construction of a general govermnental administration building upon issuance of a building permit for each such unit. 12. CREATION OF HOMEOWNERS' AND PROPERTY OWNERS' ASSOCIATION: 12.1 The homeowners association to be created in accordance herewith shall be created contemporaneously with the first final site or subdivision plan submitted for the Property. 12.2 The residential portion of the development shall be made subject to one or more homeowners' association(s) (hereinafter "HOA") that shall be responsible for the ownership, maintenance and repair of all common areas, including any conservation areas that may be established in accordance herewith not dedicated to the County or others, and stormwater management facilities not dedicated to public use, for each area subject to their jurisdiction, and shall be provided such other responsibilities, duties, and powers as are customary for such associations or as may be required for such HOA herein. If there is more than one such association, the Applicant shall create a master HOA with respect to the entire development that shall, among other things, have responsibility for assuring compliance with design guidelines and standards, signage requirements, and similar matters. If only one such HOA is created, it shall be the master HOA for purposes of these proffers. 12.3 In addition to such other duties and responsibilities as may be assigned, an HOA shall have title to and responsibility for (i) all common open space areas not otherwise dedicated to public use, (ii) common buffer areas located outside of residential lots; (iii) private streets serving the residents who are members of such association; (iv) common solid waste disposal and recycling programs, including curbside pick-up of refuse by a private refuse collection company, and (v) responsibility for the perpetual maintenance of any street, perimeter, or road buffer areas, all of which buffer areas shall be located within easements to be granted to the HOA if platted within residential or other lots, or otherwise granted to the HOA by appropriate instrument. E Any commercial elements of the development (with the exception of any property owned or leased by the United States, the Board of Supervisors, or the Winchester Regional Airport) shall be made subject to one or more property owners' association(s) (hereinafter "POA") which shall be sub- association(s) of the master HOA. Such POA(s) shall be responsible for the ownership, maintenance and repair of all common areas, including any conservation areas that may be established in accordance herewith not dedicated to the County or others, and stonnwater management facilities not dedicated to public use for each area subject to their jurisdiction, and shall be provided such other responsibilities, duties, and powers as are customary for such associations or as may be required for such POA herein. If there is more than one such association, the Applicant shall create an umbrella POA with respect to the entire development that shall, among other things, have responsibility for assuring compliance with design guidelines and standards, signage requirements, and similar In addition to such other duties and responsibilities as may be assigned, a POA shall have title to and responsibility for (i) all common open space areas not otherwise dedicated to public use, (ii) common buffer areas located outside of commercial lots; (iii) private streets serving the businesses and/or residents who are members of such association; (iv) common solid waste disposal and recycling programs to include dumpster and contract carrier services provided by a private refuse collection company, and (v) responsibility for the perpetual maintenance of any street, perimeter, or road buffer areas, all of which buffer areas shall be located within easements to be granted to the POA if platted within commercial or other lots, or parcels, or otherwise granted to the POA by appropriate instrument. WATER & SEWER: The Applicant shall be responsible for connecting the Property to public water and sewer, and for constructing all facilities required for such connection at the property boundary. All water and sewer infrastructure shall be constructed in accordance with the requirements of the Frederick County Sanitation Authority. ENVIRONMENT: Stornwater management and Best Management Practices (BMP) for the Property shall be provided in accordance with the Virginia Stormwater Management Regulations, First Ed. 1999, Chapter 2, Table 2-3 for the purpose of providing the highest order of stormwater control in existing Virginia law at the time of construction of any such facility. 14.2 The Applicant provide notice in all sales literature, in covenants, conditions and restrictions for any homeowners' or property owners' associations, of the adjacency of the Winchester Regional Airport. The Applicant shall consult with the Executive Director of the Airport with respect to the granting of a reasonable avigation easement. The Applicant shall provide noise attenuation treatment for residential units within the 65 Ldn zone. 15. TRANSPORTATION: 15.1 The major roadways to be constructed on the Property shall be constructed in the locations depicted on the MDP, with reasonable adjustments permitted for final engineering and as otherwise provided herein[ws]. 15.1.1. Except as otherwise provided below, the Applicant shall design Carpers Ridge Road as a section with raised medians on an 80' right-of-way as determined by the TIA provided for hereinbelow. The Applicant shall submit a street tree plan for approval by the Director of Planning as part of the design of Carpels Ridge Road. The Applicant shall so design Carpers Ridge Road from Prince Frederick Drive to the easternmost Property boundary, but shall design and construct Carpers Ridge Road only as a two-lane section on a 60' right-of-way from the easternmost Property boundary to Victory Lane. 15.1.1.1. Careers Ridge Road shall be constructed in three phases as set forth herein: 15.1.1.1.1. Phase I shall consist of the two-lane section from Victory Lane to the easternmost Property boundary, and a section from that point to a point immediately west of the proposed site for the National Guard Armory. This Phase shall be completed prior to occupancy by the National Guard. 15.1.1.1.2. Phase II shall consist of a section from Prince Frederick Drive to a point immediately to the east of the entrance to any federal facility potentially to be constructed in Land Bay 2. This Phase shall be constructed prior to occupancy by any such federal facility. 15.1.1.1.3. Phase III shall consist of the completion of Carpers Ridge Road 7 from Phases I and II to complete the road through the project. This Phase will consist of a section that shall be completed prior to the issuance of 601" residential building permit. 15.1.1.2. The final location of Carpers Ridge Road may be adjusted from that depicted on the MDP upon the approval of the Director of Planning and VDOT in the event that the United States General Services Administration advises the County and the Applicant that it requires either an amount of property, a parcel shape, or direct access to the Winchester Regional Airport, that requires such relocation. The final location of Carpers Ridge Road shall be consistent with these requirements and sound engineering practices. 15.1.2. The Applicant shall design and construct a major collector road proposed to be denominated Coverstone Drive, in the general location depicted on the MDP as a four -lane section on an 80' right-of-way in Land Bay 1. No direct lot access shall be permitted from Coverstone Drive, provided that lots may front thereon, and the Applicant shall submit a street tree plan for approval by the Director of Planning as part of the design of Coverstone Drive in lieu of a requirement for a road efficiency buffer. The road shall be constructed to Carpers Ridge Road prior to the issuance of the 3015t residential building permit. 15.2 The Applicant shall provide for future intercomiection with Inverlee Way at such time as that road is extended south of Millwood Pike, upon the development of adjoining property presently owned by others. The Applicant shall construct a stub -out for a four -lane major collector within existing VDOT right-of-way, subject to VDOT approval, at a point compatible with such extension of Inverlee. 15.3 The Applicant shall make no other connection to Millwood Pike than those provided for herein. 15.4 The Applicant shall upgrade the existing signal at Sulphur Springs Road from a three- to a four-way signal. 15.5 The Applicant shall close the existing Carper's Valley Golf Club entrance on Millwood Pike, to include closure of the corresponding crossover on Millwood Pike, concurrently with construction of Carpers Ridge Road to GSA entrance (Land Bay 2). 15.6 Following Final Rezoning, and subject to a scoping session with the Director of Planning and VDOT that includes all relevant intersections and road segments in a reasonable study area to be defined by the parties, the Applicant shall prepare a Traffic Impact Analysis for the entire Property. Such TIA shall be done in order to make a detennination as to an efficient traffic circulation pattern and intersection connections within the Property, on adjacent roads to be accessed from within the Property, and on Millwood Pike, and to determine the proper design of each such intersection and road segment. The Applicant may alter locations of roads as approved by the County and VDOT from those depicted on the MDP in order to accommodate such traffic analyses, and as is otherwise provided in these Proffers. 15.7 The Applicant shall use its best efforts to obtain any necessary off -site right-of-way required for the completion of any traffic improvements otherwise provided for herein at a commercially reasonable cost, but shall not be required to construct any improvements, including traffic signalization, if such right-of-way cannot be obtained by it, or if such right-of-way is not obtained by governmental authorities either by donation, purchase, or through the use of their powers of eminent domain. 15.8 All public right-of-ways shall be dedicated to Frederick County as part of the subdivision approval process, consistently with applicable Virginia law. 15.9 All public streets and roads shall be designed in accordance with the Virginia Department of Transportation specifications, and subject to review and approval by the Frederick County and VDOT. 15.10 All private streets and roads shall be constricted in accordance with the Virginia Department of Transportation standards therefor and as may be modified by the County, and shall be owned and maintained by the homeowners or property owners association served by such streets or roads. 16. CULTURAL RESOURCES INVESTIGATION AND PRESERVATION 16.1 The Applicant shall conduct or cause to be conducted a Phase I Archaeological Investigation of the Property, prior to the approval of the first final site or subdivision plan for the Property, and shall cause Phase II and III investigations thereof as may be demonstrated to be necessary by the Phase I study. 17. ESCALATOR CLAUSE 17.1 In the event the monetary contributions set forth in the Proffer Statement are paid to the Frederick County Board County Supervisors ("Board") within 30 months of the approval of this rezoning, as applied for by the 0 Applicant, said contributions shall be in the amounts as stated herein. Any monetary contributions set forth in the Proffer Statement which are paid to the Board after 30 months following the approval of this rezoning shall be adjusted in accordance with the Urban Consumer Price Index ("CPI-U") published by the United States Department of Labor, such that at the time contributions are paid, they shall be adjusted by the percentage change in the CPI-U from that date 30 months after the approval of this rezoning to the most recently available CPI-U to the date the contributions are paid, subject to a cap of 5% per year, non -compounded. SIGNATURES APPEAR ON THE FOLLOWING PAGE 10 JGR Three, LLC By Its Managing Member Ellen, LLC By Its Managing Member 11 LCR, LLC Its Managing Member 12 MDC Three, LLC :1 Its Managing Member 13 Susan Sanders, LLC Its Managing Member 14 Liberty Hill, LLC By Its Managing Member 15 Thomas A. Dick Timothy J. Dick 17 Michael E. Dick Gregory L. Coverstone 19 Cynthia Ann Pappas 20 Richard G. Dick 21 Donna C. Dick 22 Constance L. Tjoumas 23 Miller and Smith Land, Inc. Its: 24 Miller and Smith Coverstone, LLC Its: J:\_I\MILLER AND SMITH FREDERICK\PROFFERS\PROFFERS 052405 (v4).doc 25 A Phased Traffic Impact Analysis of Carpers Valley Located in: Frederick County, Virginia Prepared for: Miller & Smith 8401 Greensboro Drive Suite 300 McLean, VA 22102 Prepared by: Patton Harris Rust & Associates, pc Engineers, Surveyors. Planners. Landscape Architects. 300 Foxcroft Avenue, Suite 200 Martinsburg, West Virginia 25401 P { T 304.264.2711 u F 304.264,3671 June 23, 2005 OVERVIEW Report Summary Patton Hari is Rust & Associates, pc (PHR+A) has prepared this document to present the traffic impacts associated with the proposed Carpers Valley development located along the south side of Route 50 (Millwood Pike), between Prince Frederick Drive and Victory Road, in Frederick County, Virginia. The proposed development will be built - out in two (2) transportation phases by the year 2010. Phase 1 (2008 partial built -out) assumes a residential development of 487 multi -family units and 263 townhouse units with access provided via Coverstone Drive (future roadway). Additionally, PHR+A has provided analysis for two (2) alternative land use scenarios for Phase 2 (2010 full built - out): Scenario #1 assumes 1,200,000 square feet of office plus total residential development, and Scenario #2 assumes 620,000 square feet of retail plus total residential development. Primary access to the office/retail development is provided via Prince Frederick Drive. Figure 1 is provided to illustrate the location of the proposed Carpers Valley development with respect to the surrounding roadway network. Methodology The traffic impacts accompanying the Carpers Valley development were obtained through a sequence of activities as the narratives that follow document: • Assessment of background traffic including other planned projects in the area of impact, • Calculation of trip generation for the proposed Carpers Valley development, • Distribution and assignment of the Carpers Valley generated trips onto the completed . roadway network, • Analysis of capacity and level of service using the latest version of the highway capacity software, HCS-2000, for existing and future conditions. A Phased Traffic Impact Analysis of Carpers Valley P-Project Number: 13415-1-0 HR_ = June 23, 2005 u u Page 1 EXISTING CONDITIONS PHR+A conducted AM and PM peak hour manual turning movement counts at the intersections of Route 50/Victory Road, Route 50/Sulphur Springs Road, Route 50/ Prince Frederick Drive, Victory Road/Arbor Court, Route 522/Costello Drive and Prince Frederick Drive/Costello Drive. ADT (Average Daily Traffic) was established along each of the study area roadway links using a "k" factor (the ratio of PM peak hour traffic volumes to 24-hour traffic volumes) of 8.4% based on the published Virginia Department of Transportation (VDOT) traffic count data. Figure 2 shows the existing ADT and AM/PM peak hour traffic volumes at key locations throughout the study area network. Figure 3 shows the respective existing lane geometry and AM/PM peak hour levels of service. All traffic count data and HCS-2000 levels of service worksheets are included in the Appendix section of this report. A Phased Traffic hnnact Analysis Of'Carpens Valley Project Number: 13415-1-0 A T . A June 23, 2005 H Page 2 No Scale me Figure 1 Vicinity Map: Carpers Valley in Frederick County, Virginia P - -A H"z- A Phased Traffic bnpaci Analysis of Carpers Valley Project Number: 13415-1-0 June 23, 2005 Page 3 ti 4 6 29 )2�7) No Scale (! (6)3 -129(10 11 nb�q ° �r 522 So 11 �✓1��L�`�bl ♦QrJ4�aa . \ (G9 96 S2 g(8r) Co (27)gs �~`z9(� 410 fJ o steno l �'e o�' •�� n °A SITE tjke Sul hur SPlings Road 522 (jf,°� �°'�q'�,� SITE 0'� So l — �� 01, 10< `1l o a n'L `N srj �✓ �6 0\� a^1b 10 �► i G 9 6 Average 2�J �r0 0. L �15 ry� Daily PT A , T+ / \ AM Peak Hour(PM Peak Hour) Figure 2 Existing Traffic Conditions p A Phased Phased Traffic Impact Analysis of Careers Valley AnaNsis of Careers Valley Project Number: 13415 1-0 Fr�-1�11111 4 June 23, 2005 Page 4 G, No Scale (cc(cj CoStefio Dq �e G`G1 `Signalized 52Z Intersection LOS=B(Q 5 Q `(1 Signalized Intersection r0) r ~' Xe Sn SITE .%e to Signalized Intersection LOS=B(B) V "ufgy. Road �J Y Unsignalized a� q� Intersection Denotes stop sign control o Denotes traffic signal control * Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) Figure 3 Existing Lane Geometry and Levels of Service A Phased Traffic Impact AnalysisA Phased Analysis ofCarners Valley Project Number: 13415-1-0 P HR;';,A June 23, 2005 E _ Page 5 PHASE I TRAFFIC ANALYSES (2008) Phase 1 assumes a residential development of 487 multi -family units and 263 townhouse units. Access to the residential development is provided via Coverstone Drive (future roadway) 2008 BACKGROUND CONDITIONS Based on VDOT (Virginia Department of Transportation) historical average daily traffic data (between years 2001 and 2003) for Route 50 (Millwood Pike) within the vicinity of the site, a growth rate of less than one percent (1%) was calculated. PHR+A, however, applied a conservative annual growth rate of four percent (4%) per year to the existing traffic volumes along Route 50, Route 522 and Sulphur Springs Road (shown in Figure 2) to obtain 2008 base conditions. Additionally, PHRA incorporated all trips relating to the Ravens development located along Route 50 opposite to the porposed Carpers Valley site. Using the 7th Edition of ITE's Trip Generation Report, PHR+A has provided Table 1 to summarize the 2008 "other development" trip generation. Figure 4 shows the 2008 background ADT and AM/PM peak hour traffic volumes at key locations throughout the study area network. Figure S shows the respective 2008 background lane geometry and AM/PM peak hour levels of service. All HCS-2000 levels of service worksheets are included in the Appendix section of this report. Table 1 2008 "Other Development" Trio Generation Summary Code Land Use Amount AM Peak Hour In Out Total PM Peak Hour In Out Total ADT Ravens Subdivision 210 Single -Family Detached 315 units * 57 172 230 193 109 302 3,150 Total S7 172 230 193 109 302 1 3,150 t Ul the SbJ units proposed for the Kavens Subdrvison development, only 315 SNll's were considered since 250 SFD's were occupied when the existing traffic counts were conducted. R. A Phased Traffic Impact Analysis of Corners Valley il Project Number: 13415-1-0 _-�° A. June 23, 2005 u Page 6 �O00 �b t�� No Scale ' 63 (IS)29 r� )2 �(6�1) 4)IS�N °SteQ ° �r 522 �~ 50 2 qb tip' tit Q' �s ar i S4 b!~b & \ (8025)S2 ��iG,� �4(8I 71 �ASso�rd 0)�SO S)6( ) Co (27)4S 3 I�(30)94) u� s'ello Dl • �S I V e •��``�eiS1� 4� N wo SITE �A rke `` Sul hurSPrings Road %SITE ; 56 (3to 29�?g�� CD S19y 1- s�1 �19 o `a Average Daily Trips 1� a` a P, ,rP+/ \ AM Peak Hour(PM Peak Hour) A Phased Traffic Impact Analysis of Carpers Valley Project Number: 13415-1-0 - June 23, 2005 Phil Page 7 rc) No Scale Signalized Intersections L 1 CoSaeU G` oD`'Le i 3�' �f-► 5 Q G Signalized Intersection Signalized Intersection ho* CO) LOS=B(B) Unsignalized ,,��♦ /9J9 Intersection SITE �l .� «e 9oa�� ♦ `o� e �o 9\ C Road IG9, 01� 0-IN't Unsignalized \�ryJT Intersection Signalized "Suggested Intersection Improvements" LOS=B(Q Signalization 50 1� oaalJ�I� �tJ t'1¢ c'Ir► Denotes stop sign control 0 ' Denotes traffic signal control Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) Figure 5 Phase 1 :2008 Background Lane Geometry and Levels of Service A Phased Traffic Impact Analysis of Careers Valley Project Number: 13415-1-0 per� i A June 23, 2005 � A Page 8 TRIP GENERATION Using the 7th Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report, PHR+A has prepared Table 2 to summarize the trip generation for the proposed Carpers Valley development. Table 2 Carpers Valley Development - Phase 1(Residential) Trip Generation Summary Code Land Use Amount In AM Peak Out Hour Total In PM Peak Out Hour Total ADT Land Bay 1 220 Apartment 487 units 48 194 242 186 100 286 3,077 230 Townhouse/Condo 263 units 19 93 112 89 44 133 2,288 Total 67 287 354 275 144 418 5,365 TRIP DISTRIBUTION AND TRIP ASSIGNMENT The distribution of trips, shown in Figure 6, was based upon local travel patterns for the roadway network surrounding the proposed Carpers Valley site. Figure 7 shows the respective development -generated AM/PM peak hour trips and ADT assignments at key locations throughout the study area network 2008 BUILD -OUT CONDITIONS The Carpers Valley assigned trips (Figure 7) were added to the 2008 background traffic volumes (Figure 4) to obtain 2008 build -out conditions. Figure 8 shows the 2008 build -out ADT and AM/PM peak hour traffic volumes at key locations throughout the study area network. Figure 9 shows the respective 2008 build -out lane geometry and AM/PM peak hour levels of service. All HCS-2000 levels of service worksheets are included in the Appendix section of this report. A Plxt.red Traffic Inmacl Analysis of Careers Valley ProjectNumber: 13415-I-0 uWU June 23, 2005 9 9 A Phased Traffic Impact Analysis of Canners Valley Project Number: 13415-1-0 A Phased Traffic httnact Analysis of Careers Valley Project Number. 13415-1-0 June 23, 2005 Page 11 N No Scale �(>zy6) 271) (Iq)( )3` ! (2pp) S oobti�o r 522 a ti L b~b^ti �¢ 50 �ti`10`1�y1 Jt as a (9y32S)SZ Cos (2j)48 17, �I0SSj Cello Dry �e o i �S �3��.► `b�ti^ �a/�! � 9i q Qod SITE A`k0 G 0 u1 co, Sul hur `IV SPlln,S Road SITE so rg993? COS er 'to o JAI �► She CCD �Lti1 4bf t.i . o ti CD GOPop ar. o� ova 1 j�7— °G `a 9J6or� `,p1 <4..0001 116 1 �2ss� a AM Peak Hour(PM Peak Hour) A Phased Traffic Impact Analvsis of Calpers Valley Project Number: 13415-1-0 = June 23, 2005 P R-m-= H` Page 12 No Scale gnci� 0"to c� Si alized o Intersection LOS=C(C) G 4�1cGa�t`G SITE J S j� L, Signalized \ Intersection SITE Signalized "Suggested Intersection Improvements" LOS=C(C) NB - 4" Leg wB - I Left GG�G1 SO tt Road G�,p Unsignalized �o�a �ryJ Intersection 50 G Signalized "Suggested Intersection Improvements" LOS=C(C) Signalization 50 � G-GI l� Denotes stop sign control Denotes traffic signal control Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) Figure 9 Phase 1: 2008 Buildout Lane Geometry and Levels of Service A Phased Traffic Impact Analysis of Careens Valley ProjectNumbcr: 13415-1-0 ph ".-=-June 23, 2005Page 13 13 PHASE 2 TRAFFIC ANALYSES (2010) PHR+A has provided analysis for two (2) alternative land use scenarios for Phase 2 (2010 full built -out): Scenario #1 assumes 1,200,000 square feet of office plus total residential development, and Scenario #2 assumes 620,000 square feet of retail plus total residential development. Primary access to the office/retail development is provided via Prince Frederick Drive. 2010 BACKGROUND CONDITIONS Based on VDOT (Virginia Department of Transportation) historical average daily traffic data (between years 2001 and 2003) for Route 50 (Millwood Pike) within the vicinity of the site, a growth rate of less than one percent (1%) was calculated. PHR+A, however, applied a conservative annual growth rate of four percent (4%) per year to the existing traffic volumes along Route 50, Route 522 and Sulphur Springs Road (shown in Figure 2) to obtain 2010 base conditions. Additionally, PHRA incorporated all trips relating to the Ravens development located along Route 50 opposite to the porposed Carpers Valley site. Using the 7°i Edition of TTE's Trip Generation Report, PHR+A has provided Table 3 to summarize the 2010 "other development" trip generation. Figure 10 shows the 2010 background ADT and AM/PM peak hour traffic volumes at key locations throughout the study area network. Figure 11 shows the respective 2010 background lane geometry and AM/PM peak hour levels of service. All HCS-2000 levels of service worksheets are included in the Appendix section of this report. Table 3 2010 "Other Development" Trio Generation Summary Code Land Use Amount AM Peak Hour In Out Total PM Peak Hour In Out Total ADT Ravens Subdivision 210 Single -Family Detached 315 units * 57 172 230 193 109 302 3,150 Total 57 172 230 193 109 302 3,150 11 UI the 565 units proposed Ior the Ravens Nubdivison development, only 315 S14D's were considered since 250 SND's were occupied when the existing traffic counts were conducted. A Phased Traffic hnnact Analysis of Careers Valley y; t; Project Number: 13415-1-0 LJune 23, 200514 �' Page 14 O No Scale '(�ZII> (I (). �%► j2y(2 p N � °Stelj 522 a° N~ 50 b ray �r"a �1,byl SJ�QoSQ o ` tib�� (933�8�S2 S�(sj� Fgrj2 ✓� COsfeJlDjly (27)4S��q{1e, � .I'(3�94) o e q �°oQ, SITE Aye %% Sul hurSPnjtgsRoad 522 %. SITE � so ,``o`e ;� j , s 10 ti�`11�� r ova J �rs��rf i p `b L r2 JJSf�� 1 � 1~ S9rJ 2rJ rrJ Average Daily AM Peak Hour(PM Peak Hour) A Phased Traffic Impact Analysis of Carpers Valley Project Number: 13415-1-0 PF T �� = June 23, 2005 z Page 15 0- No Scale Signalized/ Intersection Unsignalized Intersection L %� ste!!o `G rer,sh�BreJ Q signalized e� Intersection SITE SITE to � 1CD � fD a Signalized Intersection G� LOS=B(B) ...rg5 Road 9 Unsignalized 40�a J 9/yJ Intersection G ; Signalized I "Suggested Intersection Improvements" LOS=B(C) Signalization ' Denotes stop sign control Denotes traffic signal control Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) Figure 11 Phase 2:2010 Background Lane Geometry and Levels of Service A Phased Traffic Impact Analysis of Careers Valley Project Number. 13415-1-0 A TRA June 23, 2005 L H Page 16 TRIP GENERATION Using the 7th Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report, PHR+A has prepared Table 4a and Table 4b to summarize the trip generation for the proposed Carpers Valley development Phase 2, Scenario #1 and Scenario #2, respectively. Table 4a Carpers Valley Development - Phase 2 - Scenario #1 (Residential & Office) Trip Generation Summary Code Land Use Amount AM Peak Hour In Out Total In PM Peak Hour Out Total ADT Land Bay 1 220 Apartment 487 units 48 194 242 186 100 286 3,077 230 Townhouse/Condo 263 units 19 93 112 89 44 133 2,288 Sub Total 67 287 354 275 144 418 5,365 Land Bay 2 710 office 1,200,000SP 1,205 164 1,369 242 1,181 1,423 9,040 Total 1,272 451 1,724 1 516 1,325 1,841 14,405 TnhlP dh Carpers Valley Development - Phase 2 - Scenario #2 (Residential & Retail) Trip Generation Summary Code Land Use Amount AM Peak Hour In Out Total PM Peak Hour In Out Total NDT Land Bay 1 220 Apartment 487 units 48 194 242 186 100 286 3,077 230 Townhouse/Condo 263 units 19 93 112 89 44 133 2,288 Sub Total 67 287 354 275 144 418 5,365 Land Bay 2 820 Retail 620,000 SF 285 182 468 1,002 1,085 2,087 22,233 Total 353 469 822 1,276 1,229 2,506 27,598 TRIP DISTRIBUTION AND TRIP ASSIGNMENT The distribution of trips, shown in Figure 12, was based upon local travel patterns for the roadway network surrounding the proposed Carpers Valley site. Figures 13a and 13b shows the respective development -generated AM/PM peak hour trips and ADT assignments at key locations throughout the study area network for Phase 2, Scenario #1 and Scenario #2, respectively. n A Pleased Traffic Impact Analysis of Carpers Valley i Project Number: 13415-1-0 = June 23, 2005 u u Page 17 2010 BUILD -OUT CONDITIONS The Carpers Valley assigned trips (Figures 13a and 13b) were added to the 2010 background traffic volumes (Figure 10) to obtain 2010 build -out conditions. Figures 14a and 14b shows the 2010 build -out ADT and AM/PM peak hour traffic volumes at key locations throughout the study area network. Figures 15a and 15b shows the respective 2010 build -out lane geometry and AM/PM peak hour levels of service. All HCS-2000 levels of service worksheets are included in the Appendix section of this report. A Phased Traffic Impact Analysis of Careers Valley Project Number: 13415-1-0 June 23, 2005 �. Page 18 No Scale Figure 12 A Residential Office/Retail Phase 2: Trip Distribution Percentages A Phased Traffic hnnact Analvsis of Capers Valley Project Number: 13415-1-0 June 23, 2005 Page 19 N� No Scale e �%► � 4S(I32) 522 501��� �ti zy �t S'S6 5 � o $ r ?01(6 ,gb���r► rsr�J r/re 14 P.OoQe SITE " Awe C O Sul hm tI q Spur] � b gs Road 522 °s10 ate'`~ SITE 50 raj C0 119 j oza 1 �r1 1 or�*,0001 N NN o� t T A DailyAverage �,r T 1-� + / \ AM Peak Hour(PM Peak Hour) Figure 13a Phase 2, Scenario #1: Development -Generated Trip Assignments A Phased Traffic hnnact Analysis of Carnerr Valley l ' Project Number: 13415-I-0 June 23, 2005 a Page 20 a b Y4 No Scale z3(6l) o �cv dr. ti 522 50 ,°j r`'' jJf/ h C' (4S )72. 0 r��I(243� 1 S �O ^� ostello 0 SITE Awe 0 Sul hurSp�ngs Road 522 s��,/fo ,�c4 SITE so co ly �e o I�S31� stokeCD � o �ti b r q� j,� ,fit Ora r6�rCr �^, oaa / p 1 1� 'TJ T T�� AM Peak Hour(PM Peak Hour) ■— Figure 13b Phase 2, Scenario #2: Development -Generated Trip Assignments A Phased Traffic Impact Analvsis of Careers Valley Project Number: 13415-I 0 LL June 23, Pagee 21 21 N No Scale i 4 6) (Iq 6)73 j `��� l9(2 po) S��1 o467 00 522' N ,�^Ol 50 b~�` (9yjZS)SZ Cp (2�48j� �� r`j�(3�OSS) st N � j ti� 09 0 SITE "' Ike C O w Sul hur St 'n91 Road 522 0 a`' � teSITE So t`3�Oper, o L 1 a .fl �rj O La G �2 r2Js��a 9 6 Average Daily P, ,P-4- A \ AM Peak Hour(PM Peak Hour) A Phased Traffic Impact Analysis of Careers Valley PHR-A Project Number: 13415-I 0 June 23, 2005 Ij i Page 22 ^� No Scale (6���> (Iq�6)31�� � I �G(3�3� ° �y� � Se 522 �pl tib 50 �����tiO a �bb�^�~`��'[ • // r�o,� Jf ��btil SJ`�q boa 00 Os �2 �0 0 SITE Alke 0 Sul hurSpr1�gS Road C' ti ^ •'. 522 °� :�ry�°'` SITE 50 1, rl(I29J'S �O1 er o sy0�e rD ryti��,ti^� `yb a ` or �° r O L� 6°ram r2J 1� ley 1 1 s9 J 2rJrrJ Average Daily TJT TQT! A AM Peak Hour(PM Peak Hour) ■- Figure 14b Phase 2, Scenario #2: 2010 Build -out Traffic Conditions A Phased Traffic Imnacl Analysis of Carpers Valley PH ---. - Project Number: 134 , 2005 ` L Junc 23, 2005 Page 23 No Scale SITE Unsignalized Intersection Signalized "Suggested Intersection Improvements" LOS=C(C) Signalization NB - 1 Left felfodq�e�`�¢, Signalized "Suggested ion Improvements" Intersect LOS=C(C) NB - 41" Leg WB - I Left CB - I Right SITE Unsignalized Intersection 1 P /�► ryJ� z 01 Road �z Z )�N ���t Unsignalized �o°a J�♦ Grp Intersection Signalizetiod "Suggested Intersecn Improvements" LOS=C(C) Signalization 50 GAG, ro Z R C. LG1 Denotes stop sign control Denotes traffic signal control Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) Figure 15a Phase 2,Scenario #1: 2010 Buildout Lane Geometry and Levels of Service A Phased Traffic Impact Analysis of Carpers Valley Project Number: 13415-I-0 June 23, 2005 L = Page 24 No Scal ac' � SITE Signalized I "Suggested Intersectionj Improvements" LOS=C(C) I NB - 4"Leg WB - I Left EB - I Right G1 Signalized "Suggested Intersectim. Improvements" LOS=C(C) NB - 411, Leg ;'4r WB - I Left EB - 1 Ri ht so 50G� 60.,C1'`� a' rb ` Unsignalized o, "P"ngs Oa Intersection ti r� 4 SITE e ��ie�Q���e ECG �e�e�sro 0 i4%,4CD qe d N rr�e GOP S are• `� t 1 ` Unsignalized 1; Intersection so Signalized "Suggested Intersection Improvements" LOS=B(C) Signalization ` Signalized "Suggested Intersection Improvements" LOS=C(C) NB - 1 Left Signalization Sfollod �¢ `q ?�e�•o ¢ t`CC' Unsignalized Intersection 50 GAG, J 1� � 4C L� �► � ; � 60� �o P`P 9v D �� Denotes stop sign control Denotes traffic signal control y Denotes Unsignalized Critical Movement + A AM Peak Hour (PM Peak Hour) Figure 15b Phase 2,Scenario #2: 2010 Buildout Lane Geometry and Levels of Service � A Phased Phased Trade Impact Analysis of Valle�Impact Analysis of Caipers Valley -}N Project Number: 13415-1-0 June 23, 2005 Page 25 CONCLUSION The traffic impacts associated with the proposed Carpers Valley development are acceptable and manageable. All intersections, assuming suggested improvements, will maintain levels of service to "C" or better during 2008 and 2010 build -out conditions. The following describes the off -site roadway improvements recommended for each of the study area intersections: • 2008 Background Conditions (Phase 1) • Route 50 @ Victory Road: In order to achieve acceptable levels of service, this intersection will require traffic signalization. • 2008 Builtout Conditions (Phase 1) • Route 50 @ Victory Road: In order to achieve acceptable levels of service, this intersection will require traffic signalization. • Route 50 @ Sulphur Springs Road: In order to achieve acceptable levels of service, this intersection will require a westbound left turn -lane and eastbound right turn -lane along with the fourth leg (Coverstone Drive). • 2010 Background Conditions (Phase 2) • Route 50 @ Victory In order to achieve acceptable levels of service, this intersection will require traffic signalization for both Scenarios #1 and #2. • 2010 Builtout Conditions (Phase 2) • Prince Frederick Drive @ Costello Drive: In order to achieve acceptable levels of service, this intersection will require traffic signalization as well as an northbound left turn -lane (currently there is one shared lane) for both Scenarios #1 and #2 • Route 50 @ Sulphur Springs Road: In order to achieve acceptable levels of service, this intersection will require a westbound left turn -lane and eastbound right turn -lane along with the fourth leg (Coverstone Drive) for both Scenarios #1 and #2 • Route 50 @ Victory Road: In order to achieve acceptable levels of service, this intersection will require traffic signalization for both Scenarios #1 and #2. • Route 50 @ Prince Frederick Drive: In order to achieve acceptable levels of service, this intersection will require a westbound left turn -lane and eastbound right turn -lane along Route 50 for both Scenarios #1 and #2. Additionally, a northbound right turn -lane is required along Prince Frederick Drive for Scenario #2. A Phased Traffic Impact Analysis of Carpers Valley Project Number: 13415-1-0 P T -- = = June 23, 2005 Page 26 APPENDIX HCS Worksheets INTERSECTION CAPACITY ANALYSIS and LEVEL OF SERVICE The most current analysis methodologies used for evaluating the capacity of intersections were developed by the Transportation Research Board (TRB) in conjunction with the Federal Highway Administration (FHWA) and other members of the transportation profession. This methodology is represented in TRB Special Report Number 209, The Highway Capacity Manual (HCM). Computerized methods for conducting these analyses were developed by FHWA; and are the methods used in this report. The following brief explanations of the methodologies are adapted from the HCM. UNSIGNALIZED INTERSECTIONS - TWSC At an unsignalized two-way stop -controlled (TWSC) intersection, the major street has continuous right of way while the side street is controlled by a stop sign or yield sign. In operation, vehicles exiting the side street and crossing or turning into the main street flow must wait for "acceptable gaps" in the main street flow. The same is true of left -turning traffic from the main street that must cross the opposing flow. The analysis takes into account the probability of a gap in the main street traffic. The probability and number of acceptable gaps is lower in higher volume flows. The acceptability of a gap is modified by physical factors (sight distance, turning radius, etc.) and by characteristics of the traffic flow (percentage trucks, buses, etc.). In the analysis in these reports, all default values suggested by the HCM were used unless additional information was available. These defaults include the estimated percentage of trucks (single unit and tractor -trailer), buses and motorcycles. The level of service for TWSC intersections is determined only for individual movements - not for the intersection as a whole. The total delay is defined as the total elapsed time from when a vehicle stops at the end of the queue until the vehicle departs from the stop line; this time includes the time required for the vehicle to travel from the last -in -queue position to the first -in - queue position. Level of Service Criteria for TWSC Intersections Average Total Delay Level of Service sec/veh A <10 B >10 and`<_15 C > 15 and <_25 D >25 and _<35 E >35 and _<50 F >50 UNSIGNALIZED INTERSECTIONS - AWSC At an unsignalized all -way stop -controlled (AWSC) intersection, all directions are controlled by a stop sign. Operation of AWSC intersections requires that every vehicle stop at the intersection before proceeding. Since each driver is required to stop, the judgment as to whether to proceed into the intersection is a function of the traffic conditions on the other (opposing and conflicting) approaches. Therefore, a driver proceeds only after determining that there are no vehicles currently in the intersection and that it is safe to proceed. The analysis takes into account the problem of determining, under capacity conditions for a given approach, the factors that influence the rate at which vehicles can depart successfully from the STOP line. Traffic at other approaches, which increases potential conflict, translates directly into longer driver decision times and saturation headways. The saturation headways are also influenced by characteristics of the traffic flow (slow accelerating vehicles, left turns, etc.). In the analysis in this reports, all default values suggested by the HCM were used unless additional information was available. These defaults include the estimated percentage of trucks (single unit and tractor -trailer), buses and motorcycles. The level of service for AWSC intersections is determined only for individual movements - not for the intersection as a whole. The total delay is defined as the total elapsed time from when a vehicle stops at the end of the queue until the vehicle departs from the stop line; this time includes the time required for the vehicle to travel from the last -in -queue position to the first -in - queue position. Level of Service Criteria for AWSC Intersections Average Total Delay Level of Service sec/veh A <10 B >10and <_15 C > 15 and <_25 D >25 and <_35 E >35 and _<50 F >50 SIGNALIZED INTERSECTIONS The operation (and therefore the capacity) of a signalized intersection is complicated by the fact that the signal is allocating time between conflicting traffic movements - movements that must use the same physical space. The analysis, therefore, must not only look at the physical geometry of the intersection, but the signal timing aspects as well. In the analysis of signalized intersections, two terms are important: volume to capacity ratio (v/c) and; average stopped delay (seconds per vehicle). The theoretical capacity is based on the physical geometry, the available green time (often expressed as G/C), and the traffic mix (e.g. trucks use more capacity than cars). The average stopped delay may be calculated from the v/c ratio, cycle length, quality of progression on the arterial and available green time on each approach. In this report all the default values recommended by the HCM are used unless other specific information is available (percentage of trucks, pedestrians, etc.). Existing signal timings are observed and used whenever possible. When future signals are being evaluated, an "optional" signal timing is calculated based on projected volumes. The level of service is based on the calculated average delay per vehicle for each approach and for the intersection as a whole. Based on extensive research studies, the maximum delay acceptable by the average driver is sixty seconds per vehicle at a signalized intersection. This is defined as the upper limit on the possible range of delay/level of service criteria. The following criteria describe the full range of level of service: Level of Service Criteria for Signalized Intersections Stopped Delay Level of Service per Vehicle (sec) A 510.0 B > 10.0 and <_20.0 C >20.0 and <_35.0 D >35.0 and _<55.0 E >55.0:and 580.0 F >80.0 LEVEL OF SERVICE DESCRIPTIONS FOR SIGNALIZED INTERSECTIONS Level of Service Description A Level of Service A describes operations with very low delay, up to 10 sec per vehicle. This level of service occurs when progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. B Level of Service B describes operations with delay greater than 10 and up to 20 sec per vehicle. This level generally occurs with good progression, short cycle lengths, or both. More vehicles stop than for LOS A, causing higher levels of average delay. C Level Of Service C describes operations with delay greater than 20 and up to 35 sec per vehicle. These higher- delays may result from fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear in this level. The number of vehicles stopping is significant at this level, though many still pass though the intersection without stopping. D Level of Service D describes operations with delay greater than 35 and up to 55 sec per vehicle. At level D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, longer cycle lengths, or high v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. E Level of Service E describes operations with delay greater than 55 and up to 80 sec per vehicle. This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences. F Level of Service F describes operations with delay in excess of 80 sec per vehicle. This level, considered to be unacceptable to most drivers, often occurs with over saturation, that is, when arrival. flow rates exceed the capacity of the intersection. It may also occur at high v/c ratios below 1.0 with many individual cycle failures. Poor progression and cycle lengths may also be major contributing causes to such delay levels. HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period AM Peak Hour Intersection Costello Drive & Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project ID Carpers Valley Development Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Number of lanes, N, 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 29 3 15 129 7 63 2 587 80 87 601 6 % Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 12.0 1 2.0 2.0 12.0 2.0 1 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 18.0 G= 13.0 G= G= G= 12.0 G= 32.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 50 136 7 66 2 618 84 92 639 Lane group capacity, c 245 347 365 518 266 1180 949 394 1621 v/c ratio, X 0.20 0.39 0.02 0.13 0.01 0.52 0.09 j 0.23 0.39 Total green ratio, g/C 0.14 0.20 0.20 0.33 0.36 0.36 0.61 0.49 0.49 Uniform delay, d1 33.9 31.2 28.9 20.9 18.7 23.0 7.2 13.4 14.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.13 0.11 0.11 0.11 Incremental delay, d2 0.4 0.7 0.0 0.1 0.0 0.4 0.0 0.3 0.2 Initial queue delay, d3 Control delay 34.4 32.0 28.9 21.0 18.8 23.4 7.2 13.7 14.7 Patton Harris Rust & Associates, pc Lane group LOS I C C I C C 8 I C A B I B Approach delay 34.4 28.4 21.5 14.6 Approach LOS C C C B Intersection delay 19.7 X� = 0.45 Intersection LOS B HCS2000TM Copyright O 2000 University of Florida, All Rights Reserved Version 4.le Patton Harris Rust & Associates, pc HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period PM Peak Hour Intersection Costello Drive & Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project ID Carpers Valley Development Volume and Timing Input EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 15 6 14 200 6 211 4 776 219 277 611 8 % Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 12.0 12.0 2.0 12.0 2.0 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, I 11.000 11.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 60 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N I N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 18.0 G= 13.0 G= G= G= 14.0 G= 30.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 1 Y= ly= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 37 211 6 159 4 817 231 292 651 Lane group capacity, c 244 347 365 552 247 1106 915 351 1621 We ratio, X 0.15 0.61 0.02 0.29 0.02 0.74 0.25 0.83 0.40 Total green ratio, g/C 0.14 0.20 0.20 0.36 0.33 0.33 0.59 0.49 10.49 Uniform delay, d1 33.7 32.8 28.9 20.8 20.1 26.5 8.9 20.6 14.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.19 0.11 0.11 0.11 0.30 0.11 0.37 0.11 Incremental delay, d2 0.3 3.1 0.0 0.3 0.0 2.7 0.1 15.5 0.2 Initial queue delay, d3 Control delay 34.0 35.9 28.9 21.1 20.1 29.2 9.1 36.2 14.8 Patton Harris Rust & Associates, pc Lane group LOS I C D I C C C I C A D I 8 Approach delay 34.0 29.5 24.7 21.4 Approach LOS C C C C Intersection delay 24.3 Xc = 0.70 Intersection LOS C HCS2000TM Copyright (D 2000 University of Florida, All Rights Reserved Version 4.1e Patton HaiTis Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information Isite Information Analyst PHR+A Agency/Co. PHR+A Date Performed 61912005 Analysis Time Period AM Peak Hour Intersection Route 50 & Victory Road Jurisdiction Frederick County, Vir inia I Analysis Year Existing Conditions Project Description Car ers Valley Development East/West Street: Route 50 North/South Street: Victory Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 25 537 115 34 418 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 26 565 121 35 440 0 Proportion of heavy vehicles, PHv 4 -- -- 4 -- -- Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 67 0 17 7 2 11 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 70 0 17 7 2 11 Proportion of heavy vehicles, PHv 4 0 4 4 4 4 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes I1 1 0 1 1 0 Configuration I L TR L TR Control Delay,Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 26 35 70 17 7 13 Capacity, cm (vph) 1102 890 375 709 407 635 /c ratio 0.02 0.04 0.19 0.02 0.02 0.02 Queue length (95%) 0.07 0.12 0.68 0.07 0.05 0.06 Control Delay (s/veh) 8.3 9.2 16.8 10.2 14.0 10.8 LOS A A C B B B Approach delay (s/veh)l 15.5 11.9 Approach LOS I-- C B FICS2000Tm Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Patton Harris Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst PHR+A Agency/Co. PHR+A Date Performed 61912005 IPM Analysis Time Period Peak Hour Intersection Route 50 & Victory Road Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project Description Car ers Valley Development East/West Street: Route 50 North/South Street: Victory Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 88 491 92 60 912 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 92 516 96 63 960 1 Proportion of heavy vehicles, PHv 4 -- -- 4 -- - Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 147 3 40 10 1 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 154 3 42 10 1 1 1 Proportion of heavy vehicles, PHv 4 0 4 4 4 4 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes I 1 1 0 1 1 0 Configuration I L TR L TR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 92 63 154 45 10 2 Capacity, cm (vph) 700 950 240 597 183 279 v/c ratio 0.13 0.07 0.64 0.08 0.05 0.01 Queue length (95%) 0.45 0.21 3.93 0.24 0.17 0.02 Control Delay (s/veh) 10.9 9.1 43.5 11.5 25.8 18.0 LOS 8 A E 8 D C Approach delay (s/veh) -- -- 36.2 24.5 Approach LOS -- -- E C HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Patton Harris Rust & Associates, pe HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period AM Peak Hour Intersection Route 50 & Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project ID Car ers Valley Development Volume and Timing input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume, V (vph) 126 604 382 26 133 151 % Heavy vehicles, %HV 4 9 9 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, 11 2.0 2.0 2.0 12.0 12.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 1 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 1 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only Thru & RT 03 04 SB Only 06 07 08 Timing G= 20.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 0 IY= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 133 636 402 27 140 159 Lane group capacity, c 386 2213 1475 690 386 777 v/c ratio, X 0.34 0.29 0.27 0.04 0.36 0.20 Total green ratio, g/C 0.22 0.67 0.44 0.44 0.22 0.50 Uniform delay, d1 29.5 6.2 15.8 14.1 29.6 12.5 Progression factor, PF 1.000 1.000 1.000 1.000 11.000 1.000 Delay calibration, k 0.11 0.11 10.11 0.11 0.11 0.11 Incremental delay, d2 0.5 0.1 0.1 0.0 0.6 0.1 Initial queue delay, d3 Control delay 30.0 6.3 15.9 114.2 30.2 12.7 Patton Harris Rust & Associates, pc Lane group LOS C I A I 8 8 C I I 8 Approach delay 10.4 15.8 20.9 Approach LOS 8 8 C Intersection delay 14.0 X = 0.31 Intersection LOS 8 HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates, pe HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period PM Peak Hour Intersection Route 50 & Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project ID Car ers Valley Development Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of lanes, Ni 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume, V (vph) 186 623 953 165 106 151 % Heavy vehicles, %HV 4 9 9 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, 11 2.0 2.0 1 2.0 2.0 1 2.0 2.0 Extension of effective green, e 2.0 1 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 11.000 11.000 1.000 11.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N I N 0 N Parking maneuvers, N. Buses stopping, NB 0 0 0 1 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only I Thru & RT 03 04 SB Only 06 07 08 Timing G= 20.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 0 IY= 5 Y= Y= Y= 5 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 196 656 1003 174 112 159 Lane group capacity, c 386 2213 1475 690 386 777 v/c ratio, X 0.51 0.30 0.68 0.25 0.29 0.20 Total green ratio, g/C 0.22 0.67 0.44 0.44 0.22 0.50 Uniform delay, d1 30.7 6.2 19.9 15.6 29.1 12.5 Progression factor, PF 1.000 1.000 1.000 1.000 11.000 1.000 Delay calibration, k 0.12 0.11 0.25 0.11 0.11 0.11 Incremental delay, d2 1.1 0.1 1.3 0.2 0.4 0.1 Initial queue delay, d3 Control delay 31.8 16.3 21.2 15.8 29.5 12.7 Patton HaiTis Rust & Associates, pc Lane group LOS C I A I C B C I I B Approach delay 12.2 20.4 19.6 Approach LOS B C B Intersection delay 17.3 X = 0.54 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates, pc HC52000T. DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period AM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project ID Car ers Valley Development Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT I TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 0 0 1 0 Lane group L T R L TR L TR LTR Volume, V (vph) 52 640 48 79 485 4 7 20 19 16 41 96 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension_ of effective green, e 2.0 2.0 2.0 2.0 2.0 1 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 55 674 51 83 515 7 41 161 Lane group capacity, c 289 1475 690 276 1544 232 376 361 v/c ratio, X 0.19 0.46 0.07 0.30 0.33 0.03 0.11 0.45 Total green ratio, g/C 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 Uniform delay, d1 32.3 17.4 14.4 32.9 16.3 27.4 27.9 30.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 10.11 0.11 Incremental delay, d2 0.3 0.2 0.0 0.6 0.1 0.1 0.1 0.9 Initial queue delay, d3 Control delay 32.6 17.7 14.4 33.5 16.4 27.5 28.0 31.1 Patton Harris Rust & Associates, pc Lane group LOS C I B B C I B C I C C Approach delay 18.5 18.8 27.9 31.1 Approach LOS B B C C Intersection delay 20.2 X� = 0.42 Intersection LOS C IICS2006FM Copyright © 2000 University of Florida, All Rights Reserved Version 4.Ic Patton Harris Rust & Associates, pc HCS2000' DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period AM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project ID Car ers Valley Development Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 0 0 1 0 Lane group L T R L TR L TR LTR Volume, V (vph) 125 690 27 70 941 81 58 45 91 11 31 16 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 1 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 13.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 132 726 28 74 1076 61 143 62 Lane group capacity, c 289 1475 690 276 1528 293 365 368 v/c ratio, X 0.46 0.49 0.04 0.27 0.70 0.21 0.39 0.17 Total green ratio, g/C 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 Uniform delay, di 33.8 17.8 14.1 32.7 20.2 28.5 29.8 28.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.27 0.11 0.11 0.11 Incremental delay, d2 1.1 0.3 0.0 0.5 1.5 0.4 0.7 0.2 Initial queue delay, d3 Control delay 35.0 118.0 14.2 33.2 21.7 1 28.9 30.5 28.5 Patton Harris Rust & Associates, pc Lane group LOS C I 8 8 C I C C I C C Approach delay 20.4 22.5 30.0 28.5 Approach LOS C C C C Intersection delay 22.5 X� = 0.57 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 61912005 Analysis Time Period AM Peak Hour Intersection Costello Dr & Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project Description Car ers Valley Development East/West Street: Costello Drive North/South Street: Prince Frederick Drive Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 9 11 0 0 89 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 9 11 0 0 93 83 Percent Heavy Vehicles 4 -- - 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 35 0 31 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 36 1 0 1 32 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay,Queue Length, and Level of Service Approach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 9 36 32 C (m) (vph) 1388 818 _ 910 v/c 0.01 0.04 0.04 95% queue length 0.02 0.14 0.11 Control Delay 7.6 9.6 9.1 LOS A A A Approach Delay -- -- 9.4 Approach LOS -- -- A Rights Reserved IICS20007M Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1d Patton Harris Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 61912005 Analysis Time Period PM Peak Hour Intersection Costello Dr & Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project Description Car ers Valley Development East/West Street: Costello Drive North/South Street: Prince Frederick Drive Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 34 65 0 0 5 123 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 35 68 0 0 5 129 Percent Heavy Vehicles 4 -- -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 129 0 3 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 135 0 1 3 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L I R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R (vph) 35 135 3 C (m) (vph) 1438 757 987 v/c 0.02 0.18 0.00 95% queue length 0.07 0.65 0.01 Control Delay 7.6 10.8 8.7 LOS A B A Approach Delay -- -- 10.7 Approach LOS -- -- B Rights Reserved /ICS2000T'M Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1d Patton Harris Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 61912005 Analysis Time Period AM Peak Hour Intersection Arbor Court & Victory Road Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project Description Car ers Valley Development East/West Street: Arbor Court North/South Street: Victory Road Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 4 5 2 4 4 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 5 2 4 4 4 Percent Heavy Vehicles 4 -- -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTRream Si n U stal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 59 6 13 55 9 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 2 62 1 6 13 57 9 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 4 4 70 79 C (m) (vph) 1599 1601 872 878 v/c 0.00 0.00 0.08 0.09 95% queue length 0.01 0.01 0.26 0.30 Control Delay 7.3 7.3 9.5 9.5 LOS A A A A Approach Delay -- -- 9.5 9.5 Approach LOS -- -- A A Rights Reserved HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.1 d Patton Harris Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 61912005 Analysis Time Period PM Peak Hour Intersection Arbor Court & Victory Road Jurisdiction Frederick County, Virginia Analysis Year Existing Conditions Project Description Car ers Valley Development East/West Street: Arbor Court North/South Street: Victory Road Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 7 68 32 3 3 23 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 71 33 3 3 24 Percent Heavy Vehicles 4 -- -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 7 10 6 37 2 27 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 1 10 1 6 38 2 1 28 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 7 3 23 68 C (m) (vph) 1574 1475 830 900 v/c 0.00 0.00 0.03 0.08 95% queue length 0.01 0.01 0.09 0.24 Control Delay 7.3 7.4 9.5 9.3 LO S A A A A Approach Delay -- -- 9.5 9.3 Approach LOS -- -- A A Rights Reserved HCS2006TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1 d Patton Harris Rust & Associates, pe TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 612212005 Analysis Time Period AM Peak Hour Intersection Arbor Court & Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Project Description Car ers Valley Development - Phase 1 East/West Street: Arbor Court North/South Street: Victory Road Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 4 5 2 4 4 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 5 2 4 4 4 Percent Heavy Vehicles 4 -- -- 4 - -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 59 6 13 55 9 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 2 62 6 13 57 9 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 4 4 70 79 C (m) (vph) 1599 1601 872 878 v/c 0.00 0.00 0.08 0.09 95% queue length 0.01 0.01 0.26 0.30 Control Delay 7.3 7.3 9.5 9.5 LOS A A A A Approach Delay -- - 9.5 9.5 Approach LOS -- -- A A Rights Reserved HCS2006'm Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1d Patton Harris Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Intersection Arbor Court & Victory Road Agency/Co. PHR+A Jurisdiction Frederick County, Virginia Date Performed 612212005 Analysis Year 2008 Background nalvsis Time Period PM Peak Hour Conditions Project Description Car ers Valley Development - Phase 1 East/West Street: Arbor Court North/South Street: Victory Road Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 7 68 32 3 3 23 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 71 33 3 3 24 Percent Heavy Vehicles 4 -- -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 7 10 6 37 2 27 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 10 6 38 2 28 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR (vph) 7 3 23 68 C (m) (vph) 1574 1475 830 900 v/c 0.00 0.00 0.03 0.08 95% queue length 0.01 0.01 0.09 0.24 Control Delay 7.3 7.4 9.5 9.3 LOS A A A A Approach Delay -- - 9.5 9.3 Approach LOS -- -- A A Rights Reserved HCS20007'M Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4. Id Patton Harris Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 612212005 Analysis Time Period AM Peak Hour Intersection Costello Dr & Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Project Description Car ers Valley Development - Phase 1 East/West Street: Costello Drive North/South Street: Prince Frederick Drive Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 9 11 0 0 89 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 9 11 0 0 93 83 Percent Heavy Vehicles 4 -- -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 35 0 31 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 1 0 0 36 0 32 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1. 0 1 Configuration L R Delay,Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 9 36 32 C (m) (vph) 1388 818 910 v/c 0.01 0.04 0.04 95% queue length 0.02 0.14 0.11 Control Delay 7.6 9.6 9.1 LOS A A A Approach Delay - -- 9.4 Approach LOS -- -- A Rights Reserved HCS2000TI"t Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1d Patton HaiTis Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 612212005 Analysis Time Period PM Peak Hour Intersection Costello Dr & Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Project Description Car ers Valle Develo ment - Phase 1 East/West Street: Costello Drive North/South Street: Prince Frederick Drive Intersection Orientation: North -South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 34 65 0 0 5 123 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 35 68 0 0 5 129 Percent Heavy Vehicles 4 -- -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 129 0 3 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 135 0 3 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration I L R Delay,Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R (vph) 35 135 3 C (m) (vph) 1438 757 987 v/c 0.02 0.18 0.00 95% queue length 0.07 0.65 0.01 Control Delay 7.6 10.8 8.7 LO S A B A Approach Delay -- 10.7 Approach LOS -- -- B Rights Reserved IICS2006TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4. Id Patton Harris Rust & Associates, pc HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612112005 Time Period AM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Project ID Carpers Valley Development - Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 0 0 1 0 Lane group L T R L TR L TR LTR Volume, V (vph) 52 750 48 17 576 4 7 22 19 16 41 96 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking I N 1 0 1 N I N Initial queue delay, d3 Control delay 32.6 18.6 14.4 31.7 17.0 27.5 28.1 31.1 Lane group LOS C B B C B C C C Approach delay 19.2 17.4 28.0 31.1 Approach LOS B B C C Intersection delay 19.9 Xc = 0.44 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates, pe HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612112005 Time Period PM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Project ID Carpers Valley Development - Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 0 0 1 0 Lane group L T R L TR L TR LTR Volume, V (vph) 125 870 27 30 994 81 58 51 91 11 31 16 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 12.0 2.0 1 2.0 2.0 1 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N I N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y= Y= IY= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 132 916 28 32 1131 61 150 62 Lane group capacity, c 289 1475 690 276 1528 293 367 368 v/c ratio, X 0.46 0.62 0.04 0.12 0.74 0.21 0.41 0.17 Total green ratio, g/C 0.17 0.44 0.44 0.17 0.44 1 0.22 0.22 0.22 Uniform delay, d1 133.8 119.2 114.1 131.9 120.7 1 128.5 Initial queue delay, d3 Control delay 35.0 20.0 14.2 32.1 22.7 28.9 30.7 28.5 Lane group LOS C 8 8 C C C C C Approach delay 21.7 22.9 30.2 28.5 Approach LOS C C C C Intersection delay 23.1 X = 0.59 Intersection LOS C IICS2000TM Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1c Patton Hai7is Rust & Associates, pe HCS20007" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period AM Peak Hour Intersection Route 50 & Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Project ID Carpers Valley Development -Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Number of lanes, N 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume, V (vph) 116 754 455 29 150 170 % Heavy vehicles, %HV 4 9 9 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 T_ 3.2 3.2 Phasing EB Only Thru & RT 03 04 SB Only 06 07 08 Timing G= 20.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 0 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 122 794 479 31 158 179 Lane group capacity, c 386 2213 1475 690 386 777 v/c ratio, X . 0.32 0.36 0.32 0.04 0.41 0.23 Total green ratio, g/C 0.22 0.67 0.44 0.44 0.22 0.50 Uniform delay, di 29.3 6.6 16.2 14.2 29.9 12.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 10.11 0.11 10.11 1 0.11 0.11 Incremental delay, d2 0.5 0.1 0.1 0.0 0.7 0.2 Patton Harris Rust & Associates, pc Initial queue delay, d3 Control delay 29.8 6.7 16.4 14.2 30.7 12.9 Lane group LOS C A B B C B Approach delay 9.7 16.2 21.2 Approach LOS A B C Intersection delay 13.8 X� = 0.37 Intersection LOS B HCS2000'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates, pc HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period PM Peak Hour Intersection Route 50 & Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Project ID Carpers Valley Development - Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume, V (vph) 123 744 1149 186 119 170 % Heavy vehicles, %HV 4 9 9 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 j 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only Thru & RT 03 04 SB Only 06 07 08 Timing G= 20.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 0 IY= 5 Y= Y= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 129 783 1209 196 125 179 Lane group capacity, c 386 2213 1475 690 386 777 We ratio, X 0.33 0.35 0.82 0.28 0.32 0.23 Total green ratio, g/C 0.22 0.67 0.44 0.44 0.22 10.50 Uniform delay, d1 29.4 6.5 21.8 15.9 29.3 12.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 10.11 1 10.36 10.11 1 1 1 10.11 0.11 Incremental delay, d2 0.5 0.1 3.8 0.2 0.5 0.2 Patton Harris Rust & Associates, pc Initial queue delay, d3 Control delay 29.9 6.6 25.7 16.1 29.8 12.9 Lane group LOS C A C B C B Approach delay 9.9 24.3 19.8 Approach LOS A C B Intersection delay 18.8 XC = 0.57 Intersection LOS B 11CS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information Isite Information Analyst PHR+A Agency/Co. PHR+A Date Performed 612212005 Analysis Time Period AM Peak Hour Intersection Route 50 & Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Project Description Carpers Valley Development - Phase 1 East/West Street: Route 50 North/South Street: Victory Road Intersection Orientation: East-West 1Studv Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 25 678 115 34 495 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 26 713 121 35 521 0 Proportion of heavy vehicles, PHv 4 -- -- 4 -- -- Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 67 0 17 7 2 11 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 70 0 17 7 2 11 Proportion of heavy vehicles, PHv 4 4 4 4 4 4 Percent grade (%) 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 26 35 70 17 7 13 Capacity, cm (vph) 1028 782 307 635 354 576 v/c ratio 0.03 0.04 0.23 0.03 0.02 0.02 Queue length (95%) 0.08 0.14 0.86 0.08 0.06 0.07 Control Delay (s/veh) 8.6 9.8 20.2 10.8 15.4 11.4 LOS A A C B C B Approach delay (s/veh)l 18.3 12.8 Approach LOS -- -- C B HCS2006TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id Patton Harris Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information Isite Information Analyst PHR+A Agency/Co. PHR+A Date Performed 612212005 Analysis Time Period PM Peak Hour rrojeci uescrlpuon uarpers vaney ueveic East/West Street: Route 50 Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street E Movement 1 L Volume veh/h 88 Peak -hour factor, PHF 0.95 Hourly Flow Rate (veh/h) 92 Proportion of heavy vehicles, PHv 4 Median type RT Channelized? Lanes Configuration Upstream Signal Minor Street Movement Volume veh/h Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv Percent grade (%) Flared approach Storage RT Channelized? Lanes Configuration Control Delay, Queue Len Approach Movement Lane Configuration Volume, v (vph) Capacity, cm (vph) v/c ratio Queue length (95%) Control Delay (s/veh) LOS Approach delay (s/veh) Approach LOS IICS2000TM stbou 2 T 595 0.95 626 Intersection Route 50 & Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions - Phase 1 North/South Street: Victory Road Studv Period (hrs): 0.25 1 2 L T 0 Northbound 7 8 L T 147 3 0.95 0.95 154 3 4 4 0 N 2 1 1 L th, Level of Service EB WB 1 4 L L 92 63 586 863 0.16 0.07 0.55 0.24 12.3 9.5 B A 'I I • I • 57.8 F Copyright © 2003 University of Florida, All Rights Reserved �stbound 5 6 T R 1102 1 0.95 0.95 1160 1 0 1 0 TR Southbound 10 11 12 L TR 10 2 139 226 0.07 0.01 0.23 . 0.03 32.9 21.1 D C I • 0 Version 4.Id Patton Harris Rust & Associates, pc HCS2000'M DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612112005 Time Period AM Peak Hour Intersection Route 50 & Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase l Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT I TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume, V (vph) 25 678 115 34 495 0 67 0 17 7 2 11 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 12.0 2.0 2.0 2.0 1 2.0 12.0 12.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 - 3.0 3.0 3.0 Filtering/metering, 1 1.000 11.000 1.000 1.000 1.000 1 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 38.0 G= G= G= 22.0 G= G= G= Y= 5 IY= 5 Y= Y= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 26 714 121 36 521 71 18 7 14 Lane group capacity, c 289 1401 656 276 1468 334 380 333 389 v/c ratio, X 0.09 0.51 0.18 0.13 0.35 0.21 0.05 0.02 0.04 Total green ratio, g/C 0.17 0.42 0.42 0.17 0.42 0.24 0.24 0.24 0.24 Uniform delay, di 31.7 19.1 16.3 31.9 17.7 27.1 26.0 25.8 25.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.12 0.11 0.11 0.11 0.11 0.11 10.11 0.11 Incremental delay, d2 0.1 0.3 0.1 0.2 0.1 0.3 0.1 0.0 0.0 Patton Harris Rust & Associates, pc Initial queue delay, d3 Control delay 31.9 19.5 16.4 32.2 17.8 27.4 26.0 25.8 26.0 Lane group LOS C B B C B C C C C Approach delay 19.4 18.7 27.1 25.9 Approach LOS B B C C Intersection delay 19.7 Xc = 0.35 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates, pc HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612112005 Time Period PM Peak Hour Intersection Route 50 & Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Background Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume, V (vph) 88 595 92 60 1102 1 147 3 40 10 1 1 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 13.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 1 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 93 626 97 63 1161 155 45 11 2 Lane group capacity, c 289 1475 690 276 1546 307 349 295 376 v/c ratio, X 0.32 0.42 0.14 0.23 0.75 0.50 0.13 0.04 0.01 Total green ratio, g/C 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 0.22 Uniform delay, di 33.0 17.1 14.8 32.5 20.8 30.7 28.0 27.4 27.3 Progression factor, PF 1.000 1.000 1.000 1.000 11.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.31 0.11 0.11 0. i 1 0.11 Incremental delay, d2 0.6 0.2 0.1 0.4 2.1 1.4 0.2 0.1 0.0 Patton Harris Rust & Associates, pc Initial queue delay, d3 Control delay 33.7 17.3 14.9 32.9 23.0 32.0 28.2 27.5 27.3 Lane group LOS C 8 8 C C C C C C Approach delay 18.9 23.5 31.2 27.5 Approach LOS 8 C C C Intersection delay 22.5 Xc = 0.60 Intersection LOS C HCS2000"M Copyright © 2000 University of Florida, All Rights Reserved Version 4.le Patton Han -is Rust & Associates, pc HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612112005 Time Period AM Peak Hour Intersection Costello Drive & Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia 2008 Background Analysis Year Conditions Project ID Carpers Valley Development - Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 29 3 15 129 7 63 2 660 80 87 676 6 Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, I 1.000 11.000 1.000 11.000 1.000 11.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 13.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 18.0 G= 13.0 G= G= G= 12.0 G= 32.0 G= G= Y= 5 Y= 5 Y= Y= IY= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 50 136 7 66 2 695 84 92 718 Lane group capacity, c 245 347 365 518 246 1180 949 367 1621 v/c ratio, X 0.20 0.39 0.02 0.13 0.01 0.59 0.09 0.25 0.44 Total green ratio, g/C 0.14 0.20 0.20 0.33 0.36 0.36 0.61 0.49 0.49 Uniform delay, di 33.9 31.2 28.9 20.9 18.7 23.6 7.2 13.8 15.0 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.18 0.11 0.11 0.11 Incremental delay, d2 0.4 0.7 0.0 0.1 0.0 0.8 0.0 0.4 0.2 Initial queue delay, d3 Patton HaiTis Rust & Associates, pc Control delay 34.4 1 32.0 28.9 21.0 18.8 24.4 1 7.2 14.2 15.2 Lane group LOS C C C C B I C A B I 8 Approach delay 34.4 28.4 22.6 15.1 Approach LOS C C C 8 Intersection delay 20.3 X = 0.48 Intersection LOS C IICS2000rM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates, pc HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612112005 Time Period PM Peak Hour Intersection Costello Drive & Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia 2008 Background Analysis Year Conditions Project ID Carpers Valley Development - Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Number of lanes, Ni 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 15 6 14 200 6 211 4 873 219 277 687 8 % Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A I A A A A A Start-up lost time, 11 12.0 12.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 11.000 1.000 11.000 1.000 1.000 1.000 11.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 60 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 18.0 G= 13.0 G= G= G= 14.0 G= 30.0 G= G= Y= 5 Y= 5 Y= Y= IY= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 37 211 6 159 4 919 231 292 731 Lane group capacity, c 244 347 365 552 228 1106 915 351 1621 v/c ratio, X 0.15 0.61 0.02 0.29 0.02 0.83 0.25 0.83 0.45 Total green ratio, g/C 0.14 0.20 0.20 0.36 0.33 0.33 0.59 0.49 0.49 Uniform delay, d1 33.7 32.8 28.9 20.8 20.1 27.7 8.9 21.1 15.1 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.19 0.11 0.11 0.11 0.37 0.11 0.37 0.11 Incremental delay, d2 0.3 3.1 0.0 0.3 0.0 5.5 0.1 15.5 0.2 Initial queue delay, d3 Patton Harris Rust & Associates, pc Control delay 34.0 1 35.9 28.9 21.1 20.1 33.2 1 9.1 36.6 15.3 Lane group LOS C D C C C C A D 8 Approach delay 34.0 29.5 28.3 21.4 Approach LOS C C C C Intersection delay 25.8 Xc = 0.74 Intersection LOS C HCS2000rM Copyright © 2000 University of Florida, All Rights Reserved Version 4.le Patton Harris Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 612212005 Analysis Time Period AM Peak Hour Intersection Arbor Court & Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2008 Build -out Conditions Project Description Car ers Valley Development - Phase 1 East/West Street: Arbor Court North/South Street: Victory Road Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 4 8 2 4 18 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 8 2 4 18 4 Percent Heavy Vehicles 4 1 -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 59 6 13 55 9 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 2 62 6 13 57 9 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR (vph) 4 4 70 79 C (m) (vph) 1581 1597 854 859 v/c 0.00 0.00 0.08 0.09 95% queue length 0.01 0.01 0.27 0.30 Control Delay 7.3 7.3 9.6 9.6 LOS A A A A Approach Delay - -- 9.6 9.6 Approach LOS -- -- A A Rights Reserved HCS200drM Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.1d Patton Harris Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 612212005 PM Peak Hour Intersection Jurisdiction Analysis Year Arbor Court & Victory Road Frederick County, Virginia 2008 Build -out Conditions Project Descri tion Car ers Valley Development - Phase 1 East/West Street: Arbor Court North/South Street: Victory Road Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 7 82 32 3 10 23 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 86 33 3 10 24 Percent Heavy Vehicles 4 74 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 7 10 6 37 2 27 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 10 6 38 2 28 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 7 3 23 68 C (m) (vph) 1565 1457 807 879 v/c 0.00 0.00 0.03 0.08 95% queue length' 0.01 0.01 0.09 0.25 Control Delay 7.3 7.5 9.6 9.4 LOS A A A A Approach Delay -- -- 9.6 9.4 Approach LOS - -- A A Rights Reserved HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1 d Patton Harris Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY (General Information ISite Information nalyst gency/Co. ate Performed nalysis Time Period PHR+A PHR+A 612112005 AM Peak Hour ltersection urisdiction ,nalysis Year Costello Dr & Prince Frederick Frederick County, Virginia 2008 Build -out Conditions IProject Description Carpers Valley Development - Phase 1 1 East/West Street: Costello Drive North/South Street: Prince Frederick Drive Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 9 11 0 0 89 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 9 11 0 0 93 83 Percent Heavy Vehicles 4 -- -- 4 - -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 35 0 31 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 36 1 0 1 32 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 9 36 32 C (m) (vph) 1388 818 910 v/c 0.01 0.04 0.04 95% queue length 0.02 0.14 0.11 Control Delay 7.6 9.6 9.1 LOS A A A Approach Delay -- -- 9.4 Approach LOS -- -- A Rights Reserved HCS2000TM Version 4.1d Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Patton Harris Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 612112005 Analysis Time Period PM Peak Hour Intersection Costello Dr & Prince Frederick Jurisdiction Frederick County, Virginia Analysis Year 2008 Build -out Conditions Project Description Car ers Valley Development - Phase 1 East/West Street: Costello Drive North/South Street: Prince Frederick Drive Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 34 65 0 0 5 123 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 35 68 0 0 5 129 Percent Heavy Vehicles 4 -- -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR ,Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 129 0 3 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 1 0 0 135 0 1 3 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay,Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 35 135 3 C (m) (vph) 1438 757 987 v/c 0.02 0.18 0.00 95% queue length 0.07 0.65 0.01 Control Delay 7.6 10.8 8.7 LOS A B A Approach Delay -- -- 10.7 Approach LOS - -- B Rights Reserved HCS200JM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1d Patton Harris Rust & Associates, pc HCS2000' DETAILED REPORT General Information Site Information Intersection Analyst PHR+A Agency or Co. PHR+A Date Performed 612112005 Time Period AM Peak Hour Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Project ID Carpers Valley Development - Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 0 0 1 0 Lane group L T R L TR L TR LTR Volume, V (vph) 52 781 48 17 705 4 7 22 19 16 41 96 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 10.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 .0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y= Y= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 55 822 51 18 746 7 43 161 Lane group capacity, c 289 1475 690 276 1545 232 378 361 v/c ratio, X 0.19 0.56 0.07 0.07 0.48 0.03 0.11 0.45 Total green ratio, g/C 0.17 0.44 0.17 0.44 0.22 0.22 0.22 Uniform delay, d1 32.3 18.5 31.6 17.7 27.4 27.9 30.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.15 r1440 0.11 0.11 0.11 0.11 0.11 Incremental delay, d20.3 0.5 0.1 0.2 0.1 0.1 0.9 Initial queue delay, d3 Patton Harris Rust & Associates, pc Control delay 32.6 18.9 14.4 31.7 17.9 1 27.5 28.1 1 31.1 Lane group LOS C B B C B C C C Approach delay 19.5 18.2 28.0 31.1 Approach LOS B B C C Intersection delay 20.2 Xc = 0.45 Intersection LOS C HCS2000rm Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates, pc HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612112005 Time Period PM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Project ID Carpers Valley Development - Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N� 1 2 1 1 2 0 1 1 0 0 1 0 Lane group L T R L TR L TR LTR Volume, V (vph) 125 993 27 30 1058 81 58 51 91 11 31 16 Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 12.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 11.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 IY= 5 Y= Y= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 132 1045 28 32 1199 61 150 62 Lane group capacity, c 289 1475 690 276 1529 293 367 368 v/c ratio, X 0.46 0.71 0.04 0.12 0.78 0.21 0.41 0.17 Total green ratio, g/C 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 Uniform delay, di 33.8 20.3 14.1 31.9 21.3 28.5 29.9 28.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.27 0.11 0.11 0.33 0.11 0.11 0.11 Incremental delay, d2 1.1 1.6 0.0 0.2 2.8 0.4 0.7 0.2 Initial queue delay, d3 Patton Harris Rust & Associates, pc Control delay 35.0 21.9 14.2 32.1 24.1 1 28.9 30.7 1 28.5 Lane group LOS C C B C C C C C Approach delay 23.1 24.3 30.2 28.5 Approach LOS C C C C Intersection delay 24.3 X� = 0.62 Intersection LOS C IICS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates, pc HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period AM Peak Hour Intersection Route 50 & Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Project ID Carpers Valley Development - Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 1 1 1 0 1 1 0 Lane group L T R L T R L TR L TR Volume, V (vph) 116 1754 30 1 34 455 1 29 129 14 143 150 3 170 % Heavy vehicles, %HV 4 9 4 4 9 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 12.0 2.0 12.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 1 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 10.0 G= 38.0 G= G= G= 27.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 122 794 32 36 479 31 136 166 158 182 Lane group capacity, c 193 1401 656 193 1401 656 325 471 339 467 v/c ratio, X 0.63 0.57 0.05 0.19 0.34 0.05 0.42 0.35 0.47 0.39 Total green ratio, g/C 0.11 0.42 0.42 0.11 0.42 0.42 0.30 0.30 0.30 0.30 Uniform delay, di 38.2 19.7 15.3 36.3 17.6 15.3 25.2 24.7 25.6 25.0 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.21 0.16 10.11 0.11 0.11 0.11 0.11 0.11 1 10.11 0.11 Incremental delay, d2 6.6 0.5 0.0 0.5 0.1 0.0 0.9 0.5 1.0 0.5 Patton Harris Rust & Associates, pc Initial queue delay, d3 Control delay 44.8 20.3 15.4 36.8 17.7 15.4 26.1 25.1 26.6 25.5 Lane group LOS D C B D B B C C C C Approach delay 23.3 18.8 25.6 26.0 Approach LOS C B C C Intersection delay 22.9 XC = 0.54 Intersection LOS C HCS20001M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton HatTis Rust & Associates, pe HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612112005 Time Period PM Peak Hour Intersection Route 50 & Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Project ID Carpers Valley Development - Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 2 1 1 2 1 1 1 0 1 1 0 Lane group L T R L T R L TR L TR Volume, V (vph) 123 744 124 137 1149 186 65 7 72 119 14 170 % Heavy vehicles, %HV 4 9 4 4 9 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 1 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 11.0 G= 42.0 G= G= I G= 22.0 G= G= G= Y= 5 Y= 5 Y= Y= IY= 5 Y= I Y= ly= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 129 783 131 144 1209 196 68 83 125 194 Lane group capacity, c 212 1549 725 212 1549 725 242 384 314 383 v/c ratio, X 0.61 0.51 0.18 0.68 0.78 0.27 0.28 0.22 0.40 0.51 Total green ratio, g/C 0.12 0.47 0.47 0.12 0.47 0.47 0.24 0.24 0.24 0.24 Uniform delay, d1 37.5 16.8 14.0 37.8 20.1 14.6 27.6 27.1 28.5 29.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.19 0.11 0.11 0.25 0.33 0.11 0.11 0.11 0.11 0.12 Incremental delay, d2 5.0 0.3 0.1 8.5 2.6 0.2 0.6 0.3 0.8 1.1 Patton Harris Rust & Associates, pc Initial queue delay, d3 Control delay 42.5 17.0 14.1 46.3 22.8 14.9 28.2 274 29.3 30.4 Lane group LOS D 8 e D C 8 C C C C Approach delay 19.8 24.0 27.8 30.0 Approach LOS 8 C C C Intersection delay 23.4 XC = 0.69 Intersection LOS C HCS2000T'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Han•is Rust & Associates, pe TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst PHR+A Agency/Co. PHR+A Date Performed 612112005 Analysis Time Period AM Peak Hour Intersection Route 50 & Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Project Description Car ers Valley Development - Phase 1 East/West Street: Route 50 North/South Street: Victory Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 25 906 129 34 925 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 26 953 135 1 35 973 0 Proportion of heavy vehicles, PHv 4 - -- 4 -- -- Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 70 0 17 7 2 11 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 73 0 17 7 2 11 Proportion of heavy vehicles, PHv 4 4 4 4 4 4 Percent grade (%) 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay,Queue Len th Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 26 35 73 17 7 13 Capacity, cm (vph) 692 625 207 530 198 396 v/c ratio 0.04 0.06 0.35 0.03 0.04 0.03 Queue length (95%) 0.12 0.18 1.50 0.10 0.11 0.10 Control Delay (s/veh) 10.4 11.1 31.6 12.0 23.8 14.4 LOS B B D B C B Approach delay (s/veh)l 27.9 17.7 Approach LOS -- -- D C HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Patton HaiTis Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst PHR+A Agency/Co. PHR+A Date Performed 612112005 Analysis Time Period PM Peak Hour Intersection Route 50 & Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Project Description Car ers Valley Development - Phase 1 East/West Street: Route 50 North/South Street: Victory Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 88 1059 99 60 1382 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 92 1114 104 63 1454 1 Proportion of heavy vehicles, PHv 4 -- -- 4 -- -- Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 161 3 40 10 1 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 169 3 1 42 10 1 1 1 Proportion of heavy vehicles, PHv 4 4 4 4 4 4 Percent.grade (%) 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR I L I TR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 92 63 169 45 10 2 Capacity, cm (vph) 451 557 104 296 84 124 We ratio 0.20 0.11 1.63 0.15 0.12 0.02 Queue length (95%) 0.76 0.38 13.00 0.53 0.39 0.05 Control Delay (s/veh) 15.0 12.3 392.6 19.3 53.6 34.5 LOS C B F C F D Approach delay (s/veh) -- -- 314.1 50.4 Approach LOS I-- -- F F HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Patton Harris Rust & Associates, pc HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612112005 Time Period AM Peak Hour Intersection Route 50 & Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase l Volume and Timing input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume, V (vph) 25 808 129 34 525 0 70 0 17 7 2 11 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 1 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing= G= 15.0 G= 38.0 G= G= G= 22.0 G= G= J G Y= 5 IY= 5 Y= Y= Y= 5 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 26 851 136 36 553 74 18 7 14 Lane group capacity, c 289 1401 656 276 1468 334 380 333 389 v/c ratio, X 0.09 0.61 0.21 0.13 0.38 0.22 0.05 0.02 0.04 Total green ratio, g/C 0.17 0.42 0.42 0.17 0.42 0.24 0.24 0.24 0.24 Uniform delay, d1 31.7 20.2 16.5 31.9 17.9 27.2 26.0 25.8 25.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 Delay calibration, k 0.11 0.19 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d2 0.1 0.8 0.2 0.2 0.2 0.3 0.1 0.0 0.0 Initial queue delay, d3 Patton Harris Rust & Associates, pc Control delay 31.9 21.0 16.6 32.2 18.0 1 27.5 26.0 1 25.8 26.0 Lane group LOS C I C 8 C 8 C I C C I C Approach delay 20.7 18.9 27.2 25.9 Approach LOS C 8 C C Intersection delay 20.5 X� = 0.40 Intersection LOS C //CS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Han -is Rust & Associates, pe HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612112005 Time Period PM Peak Hour Intersection Route 50 & Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume, V (vph) 88 660 99 60 1226 1 161 3 40 10 1 1 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 13.0 3.0 3.0 13.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 112.0 12.0 1 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N I N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y= Y= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 93 695 104 63 1292 169 45 11 2 Lane group capacity, c 289 1475 690 276 1546 307 349 295 376 v/c ratio, X 0.32 0.47 0.15 0.23 0.84 0.55 0.13 0.04 0.01 Total green ratio, g/C 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 0.22 Uniform delay, di 33.0 17.6 14.9 32.5 22.1 31.0 28.0 27.4 27.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.37 0.15 0.11 0.11 0.11 Incremental delay, d2 0.6 0.2 0.1 0.4 4.2 2.1 0.2 0.1 0.0 Initial queue delay, d3 Patton Harris Rust & Associates, pc Control delay 33.7 17.8 15.0 32.9 26.3 1 33.1 28.2 1 27.5 27.3 Lane group LOS C I 8 8 C C C I C C I C Approach delay . 19.1 26.6 32.1 27.5 Approach LOS 8 C C C Intersection delay 24.4 X c = 0.66 Intersection LOS C 11CS2000FM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates, pc HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Intersection Costello Drive & Route 522 Agency or Co. PHR+A Area Type All other areas Date Performed 612112005 Jurisdiction Frederick County, Virginia Time Period AM Peak Hour Analysis Year 2008 Buildout Conditions Project ID Carpers Valley Development - Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) Lane group LOS I C C I C C B I C A 8 I B Approach delay 34.4 28.4 22.7 15.3 Approach LOS C C C B Intersection delay 20.3 X = 0.48 Intersection LOS C IICS2000rm Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates, pc HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co, PHR+A Date Performed 612112005 Time Period PM Peak Hour Intersection Costello Drive & Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2008 Buildout Conditions Project ID Carpers Valley Development - Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 15 6 14 200 6 211 4 900 219 j 277 702 1 8 % Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 12.0 12.0 2.0 12.0 2.0 12.0 2.0 12.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, I 11.000 11.000 1.000 11.000 1.000 11.000 1.000 11.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 60 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 18.0 G= 13.0 G= G= G= 14.0 G= 30.0 G= G= Y= 5 IY= 5 Y= Y= Y= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 37 211 6 159 4 947 231 292 747 Lane group capacity, c 244 347 365 552 224 1106 915 351 1621 v/c ratio, X 0.15 0.61 0.02 0.29 0.02 0.86 0.25 0.83 0.46 Total green ratio, g/C 0.14 0.20 0.20 0.36 0.33 0.33 0.59 0.49 0.49 Uniform delay, di 33.7 32.8 28.9 20.8 20.1 28.0 8.9 21.2 15.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.19 0.11 0.11 0.11 0.39 0.11 0.37 0.11 Incremental delay, d2 0.3 3.1 0.0 0.3 0.0 6.8 0.1 15.5 0.2 Initial queue delay, d3 Control delay 34.0 35.9 28.9 21.1 20.2 34.8 9.1 36.7 15.4 Patton Harris Rust & Associates, pc Lane group LOS I C D I C C C I C A D I 8 Approach delay 34.0 29.5 29.7 21.4 Approach LOS C C C C Intersection delay 26.5 XC = 0.75 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates, pc TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 612112005 AM Peak Hour Intersection Jurisdiction Analysis Year Arbor Court & Victory Road Frederick County, Virginia 2010 Background Conditions Project Description Car ers Valley Development - Phase 2A East/West Street: Arbor Court North/South Street: Victory Road Intersection Orientation: North -South IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 4 5 2 4 4 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 5 2 4 4 4 Percent Heavy Vehicles 4 -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 59 6 13 55 9 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 2 62 6 13 1 57 9 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR DelaV, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 4 4 70 79 C (m) (vph) 1599 1601 872 878 V/c 0.00 0.00 0.08 0.09 95% queue length 0.01 0.01 0.26 0.30 Control Delay 7.3 7.3 9.5 9.5 LOS A A A A Approach Delay -- - 9.5 9.5 Approach LOS -- -- A A Rights Reserved HCS2000T'M Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.Id Patton Harris Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 612112005 PM Peak Hour Intersection Jurisdiction Analysis Year Arbor Court & Victory Road Frederick County, Virginia 2010 Background Conditions Project Description Car ers Valley Development - Phase 2A East/West Street: Arbor Court North/South Street: Victory Road Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 7 68 32 3 3 23 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 71 33 3 3 24 Percent Heavy Vehicles 4 -- -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 7 10 6 37 2 27 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 1 10 6 38 2 28 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 - 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 7 3 23 68 C (m) (vph) 1574 1475 830 900 v/c 0.00 0.00 0.03 0.08 95% queue length 0.01 0.01 0.09 0.24 Control Delay 7.3 7.4 9.5 9.3 LOS A A A A Approach Delay -- -- 9.5 9.3 Approach LOS -- -- A A Rights Reserved HCS200d'M Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.1 d Patton HaiTis Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Intersection Costello Dr & Prince Frederick Agency/Co. PHR+A Jurisdiction Frederick County, Virginia Date Performed 612212005 Analysis Year 2010 Background Conditions Analysis Time Period AM Peak Hour Project Description Car ers Valley Development - Phase 2A East/West Street: Costello Drive North/South Street: Prince Frederick Drive Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 9 11 0 0 89 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 9 11 0 0 93 83 Percent Heavy Vehicles 4 -- -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 35 0 31 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 1 0 36 1 0 1 32 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R DelaV, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 9 36 32 C (m) (vph) 1388 818 910 v/c 0.01 0.04 0.04 95% queue length 0.02 0.14 0.11 Control Delay 7.6 9.6 9.1 LOS A A A Approach Delay -- -- 9.4 Approach LOS -- -- A Rights Reserved HCS2000TM Version 4.1d Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id Patton Harris Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 612212005 PM Peak Hour Intersection Jurisdiction Analysis Year Costello Dr & Prince Frederick Frederick County, Virginia 2010 Background Conditions Project Description Car ers Valley Development - Phase 2A East/West Street: Costello Drive North/South Street: Prince Frederick Drive Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 34 65 0 0 5 123 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 35 68 0 0 5 129 Percent Heavy Vehicles 4 -- -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 0 1 0 0 1 0 Configuration I LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 129 0 3 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 135 0 3 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 35 135 3 C (m) (vph) 1438 757 987 v/c 0.02 0.18 0.00 95% queue length 0.07 0.65 0.01 Control Delay 7.6 10.8 8.7 LOS A B A Approach Delay -- -- 10.7 Approach LOS - - B Rights Reserved HCS200drM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1 d Patton Harris Rust & Associates HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period AM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume, V (vph) 35 222 77 126 932 79 % Heavy vehicles, %HV 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, 11 2.0 2.0 2.0 12.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 11.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 20 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 1 1 0 0 0 0 Min. time for pedestrians, Gp 3.2 3.2 3.2 Phasing EB Only 02 03 04 NS Perm 06 07 08 Timing G= 23.0 G= G= G= G= 57.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 37 234 81 133 1043 Lane group capacity, c 444 397 244 1157 1148 We ratio, X 0.08 0.59 0.33 0.11 0.91 Total green ratio, g/C 0.26 0.26 0.63 0.63 0.63 Uniform delay, d1 25.5 29.4 7.7 6.5 14.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0. i8 0.11 0.11 0.43 Incremental delay, d2 0.1 2.3 0.8 0.0 10.6 Patton Harris Rust & Associates Initial queue delay, d3 Control delay 25.6 31.7 8.5 6.6 24.9 Lane group LOS C C A A C Approach delay 30.8 7.3 24.9 Approach LOS C A C Intersection delay 23.5 X = 0.82 Intersection LOS C HCS2000'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.le Patton Harris Rust & Associates HCS2000m DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612AI2005 Time Period PM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume, V (vph) 129 80 233 892 174 123 % Heavy vehicles, %HV 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 1 0.0 Ped / Bike / RTOR volumes 0 0 0 0 6 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, Gp 3.2 3.2 3.2 Phasing EB Only 02 03 04 NB Only Thru & RT 07 08 Timing G= 20.0 G= G= G= G= 15.0 G= 45.0 G= G= Y= 5 1Y= Y= Y= Y= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 136 84 245 939 306 Lane group capacity, c 386 345 289 1218 864 v/c ratio, X 0.35 0.24 0.85 0.77 0.35 Total green ratio, g/C 0.22 0.22 0.17 0.67 0.50 Uniform delay, di 29.5 28.8 36.4 10.3 13.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.38 0.32 0.11 Incremental delay, d2 0.6 0.4 20.4 3.1 0.3 Patton Harris Rust & Associates Initial queue delay, d3 Control delay 30.1 29.1 56.8 13.4 13.9 Lane group LOS C C E B B Approach delay 29.7 22.4 13.9 Approach LOS C C B Intersection delay 21.8 XC = 0.67 Intersection LOS C HCS2000'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst PHR+A Agency/Co. PHR+A Date Performed 612212005 Analysis Time Period AM Peak Hour Intersection Route 50 & Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Project Description Car ers Valley Development - Phase 2A East/West Street: Route 50 North/South Street: Victory Road Intersection Orientation: East-West IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 25 678 115 34 495 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 26 713 121 35 521 0 Proportion of heavy vehicles, PHv 4 -- -- 4 - -- Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 67 0 17 7 2 11 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 70 0 17 7 2 1 11 Proportion of heavy vehicles, PHv 4 4 4 4 4 4 Percent grade (%) 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 1 1 1 0 1 1 0 Configuration L I I TR L TR Control Delay,Queue Len th, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 26 35 70 17 7 13 Capacity, cm (vph) 1028 782 307 635 354 576 v/c ratio 0.03 0.04 0.23 0.03 0.02 0.02 Queue length (95%) 0.08 0.14 0.86 0.08 0.06 0.07 Control Delay (s/veh) 8.6 9.8 20.2 10.8 15.4 11.4 LOS A A C B C B Approach delay (s/veh) -- -- 18.3 12.8 Approach LOS -- - C B HCS200d'M Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Patton Harris Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst PHR+A Agency/Co. PHR+A Date Performed 612212005 Analysis Time Period PM Peak Hour Intersection Route 50 & Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Project Description Car ers Valley Development - Phase 2A East/West Street: Route 50 North/South Street: Victory Road Intersection Orientation: East-West Study Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 88 640 92 60 1186 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 92 673 96 63 1248 1 Proportion of heavy vehicles, PHv 4 -- -- 4 -- -- Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 147 3 40 10 1 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 154 3 42 10 1 1 1 Proportion of heavy vehicles, PHv 4 4 4 4 4 4 Percent grade (%) 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay, Queue Len th Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 92 63 154 45 10 2 Capacity, cm (vph) 542 828 177 465 123 206 We ratio 0.17 0.08 0.87 0.10 0.08 0.01 Queue length (95%) 0.61 0.25 6.30 0.32 0.26 0.03 Control Delay (s/veh) 13.0 9.7 90.0 13.6 36.8 22.6 LOS B A F B E C Approach delay (s/veh) -- -- 72.7 34.5 Approach LOS -- -- F D HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Patton Harris Rust & Associates HCS2000m DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period AM Peak Hour Intersection Route 50 & Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume, V (vph) 25 728 115 34 533 0 67 0 17 7 2 11 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 38.0 G= G= G= 22.0 G= G= G= Y= 5 IY= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 26 766 121 36 561 71 18 7 14 Lane group capacity, c 289 1401 656 276 1468 334 380 333 389 v/c ratio, X 0.09 0.55 0.18 0.13 0.38 0.21 0.05 0.02 0.04 Total green ratio, g/C 0.17 0.42 0.42 0.17 0.42 0.24 0.24 0.24 0.24 Uniform delay, d1 31.7 19.5 16.3 31.9 17.9 27.1 26.0 25.8 25.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.15 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d2 0.1 0.5 0.1 0.2 0.2 0.3 0.1 0.0 0.0 Patton Harris Rust & Associates Initial queue delay, d3 Control delay 31.9 20.0 16.4 32.2 18.1 27.4 26.0 25.8 26.0 Lane group LOS C I 8 8 C 8 C C C C Approach delay 19.9 18.9 27.1 25.9 Approach LOS 8 8 C C Intersection delay 20.0 XC = 0.37 Intersection LOS 8 11CS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates HCS2000m DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period PM Peak Hour Intersection Route 50 & Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume, V (vph) 88 640 92 60 1186 1 147 3 40 10 1 1 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 12.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 IY= 5 Y= Y= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 93 674 97 63 1249 155 45 11 2 Lane group capacity, c 289 1475 690 276 1546 307 349 295 376 v/c ratio, X 0.32 0.46 0.14 0.23 0.81 0.50 0.13 0.04 0.01 Total green ratio, g/C 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 0.22 Uniform delay, d1 33.0 17.4 14.8 32.5 21.7 30.7 28.0 27.4 27.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.35 0.11 0.11 0.11 0.11 Incremental delay, d2 0.6 0.2 0.1 0.4 3.3 1.4 0.2 0.1 0.0 Initial queue delay, d3 Patton Harris Rust & Associates Control delay 33.7 17.7 14.9 32.9 25.0 1 32.0 28.2 1 27.5 27.3 Lane group LOS C I B B C C C I C C I C Approach delay 19.1 25.4 31.2 27.5 Approach LOS B C C C Intersection delay 23.6 X c = 0.63 Intersection LOS C HCS2000T'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates HCS2000m DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period AM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Project ID Carpers Valley Development - Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 0 1 1 0 0 1 0 Lane group L T R L TR L TR LTR Volume, V (vph) 52 809 48 17 576 4 7 24 19 16 41 96 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 13.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 112.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 IY= 5 Y= Y= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 55 852 51 18 610 7 45 161 Lane group capacity, c 289 1475 690 276 1544 232 379 361 We ratio, X 0.19 0.58 0.07 0.07 0.40 0.03 0.12 0.45 Total green ratio, g/C. 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 Uniform delay, d1 32.3 18.7 14.4 31.6 16.8 27.4 28.0 30.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 Delay calibration, k 0.11 0.17 10.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d2 0.3 0.6 0.0 0.1 0.2 0.1 0.1 0.9 Patton Harris Rust & Associates Initial queue delay, d3 Control delay 32.6 19.3 14.4 31.7 17.0 27.5 28.1 31.1 Lane group LOS C B B C B C C C Approach delay 19.8 17.4 28.0 31.1 Approach LOS B B C C Intersection delay 20.2 X� = 0.46 Intersection LOS C HCS2000Trm Copyright 0 2000 University of Florida, All Rights Reserved Vcrsion 4.1e Patton Harris Rust & Associates HCS2000m DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period PM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Project ID Carpers Valley Development - Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 0 0 1 0 Lane group L T R L TR L TR LTR Volume, V (vph) 125 933 27 30 994 81 58 51 91 11 31 16 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 10.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 112.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.0 G= G= G= 20.0 G= G= G= Y= 5 Y= 5 Y= Y= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 132 982 28 32 1131 61 150 62 Lane group capacity, c 289 1475 690 276 1528 293 367 368 v/c ratio, X 0.46 0.67 0.04 0.12 0.74 0.21 0.41 0.17 Total green ratio, g/C 0.17 0.44 0.44 0.17 0.44 0.22 0.22 0.22 Uniform delay, d1 33.8 19.7 14.1 31.9 20.7 28.5 29.9 28.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.24 10.11 0.11 10.30 0.11 0.11 0.11 Incremental delay, d2 1.1 1.2 D.0 0.2 2.0 0.4 0.7 0.2 Patton Harris Rust & Associates Initial queue delay, d3 Control delay 35.0 20.9 14.2 32.1 22.7 28.9 30.7 28.5 Lane group LOS C C 8 C C C C C Approach delay 22.3 22.9 30.2 28.5 Approach LOS C C C C Intersection delay 23.4 XC = 0.59 Intersection LOS C (HCS2000TM Copyright © 2000 University of Florida, All Riglits Reserved Version 4.1e Patton Harris Rust & Associates HCS2000m DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period AM Peak Hour Intersection Route 50 & Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Project ID Carpers Valley Development - Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume, V (vph) 128 809 490 32 162 184 % Heavy vehicles, %HV 4 9 9 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, 11 2.0 2.0 1 2.0 2.0 1 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1 1.000 11.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 1 0 0 0 1 1 1 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only Thru & RT 03 04 SB Only 06 07 08 Timing G= 13.5 G= 53.5 G= G= G= 13.0 G= G= G= Y= 0 Y= 5 Y= Y= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 135 852 516 34 171 194 Lane group capacity, c 260 2471 1973 923 251 544 v/c ratio, X 0.52 0.34 0.26 0.04 0.68 0.36 Total green ratio, g/C 0.15 0.74 0.59 0.59 0.14 0.35 Uniform delay, d1 35.3 4.0 8.8 7.6 36.5 121.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.13 0.11 0.11 0.11 0.25 0.11 Incremental delay, d2 1.9 1 0.1 0.1 0.0 7.3 1 0.4 Patton Harris Rust & Associates Initial queue delay, d3 Control delay 37.1 4.0 8.8 7.6 43.9 22.1 Lane group LOS D A A A D C Approach delay 8.6 8.8 32.3 Approach LOS A A C Intersection delay 13.2 X� = 0.40 Intersection LOS 8 IICS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.le Patton Harris Rust & Associates HCS2000m DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period PM Peak Hour Intersection Route 50 & Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Background Conditions Project ID Carpers Valley Development - Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume, V (vph) 140 801 1236 201 129 184 % Heavy vehicles, %HV 4 9 9 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only Thru & RT 03 04 SB Only 06 07 08 Timing G= 12.0 G= 57.2 G= G= G= 10.8 G= G= G= Y= 0 Y= 5 Y= Y= IY= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 147 843 1301 212 136 194 Lane group capacity, c 231 2552 2109 987 208 480 v/c ratio, X 0.64 0.33 0.62 0.21 0.65 0.40 Total green ratio, g/C 0.13 0.77 0.64 0.64 0.12 0.31 Uniform delay, d1 36.9 3.2 9.8 6.9 37.8 124.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.22 0.11 0.20 0.11 0.23 0.11 Incremental delay, d2 5.7 0.1 0.6 0.1 7.2 0.6 Patton HaiTis Rust & Associates Initial queue delay, d3 Control delay 42.6 3.3 10.4 7.0 45.0 25.1 Lane group LOS D A B A D C Approach delay 9.1 9.9 33.3 Approach LOS A A C Intersection delay 12.4 X� = 0.62 Intersection LOS B HCS200JM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates HCS2000M DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period AM Peak Hour Intersection Area Type Jurisdiction Analysis Year Project ID Costello Drive & Route 522 All other areas Frederick County, Virginia 2010 Background Conditions Carpers Valley Development - Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 29 3 15 129 7 63 2 714 80 87 731 6 % Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 16.0 G= 15.0 G= G JG= 8.0 G= 36.0 G= G= Y= 5 Y= 5 Y= Y= IY= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 50 136 7 66 2 752 84 92 775 Lane group capacity, c 283 309 " 325 414 259 1328 984 309 1621 v/c ratio, X 0.18 0.44 0.02 0.16 0.01 0.57 0.09 0.30 0.48 Total green ratio, g/C 0.17 0.18 0.18 0.27 0.40 0.40 0.63 0.49 0.49 Uniform delay, d1 32.2 33.0 30.5 25.3 16.3 20.9 6.4 13.9 15.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.16 0.11 0.11 0.11 Incremental delay, d2 0.3 1.0 0.0 0.2 0.0 0.6 0.0 0.5 0.2 Initial queue delay, d3 Patton Harris Rust & Associates Control delay 32.5 1 34.0 30.6 25.5 16.3 21.5 1 6.4 14.4 15.6 Lane group LOS C C C C B C A 8 I B Approach delay 32.5 31.2 20.0 15.4 Approach LOS C C B B Intersection delay 19.5 XC = 0.50 Intersection LOS B HCS2000T m Copyright © 2000 University of Florida, All Rights Reserved Version 4.le Patton Harris Rust & Associates HCS2000 DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period PM Peak Hour Intersection Costello Drive & Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia 2010 Background Analysis Year Conditions Project ID Carpers Valley Development - Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 15 6 14 200 6 211 4 944 219 277 743 8 % Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0' 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 60 0 0 0 1 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 10 0 0 0 0 0 1 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 18.0 G= 13.0 G= G= G= 14.0 G= 30.0 G= G= Y= 5 Y= 5 Y= Y= IY= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 37 211 6 159 4 994 231 292 790 Lane group capacity, c 244 347 365 552 215 1106 915 351 1621 v/c ratio, X 0.15 0.61 0.02 0.29 0.02 0.90 0.25 0.83 0.49 Total green ratio, g/C 0.14 0.20 0.20 0.36 0.33 0.33 0.59 0.49 0.49 Uniform delay, d1 33.7 32.8 28.9 20.8 20.1 28.6 8.9 21.4 15.4 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.19 0.11 0.11 0.11 0.42 0.11 0.37 0.11 Incremental delay, d2 0.3 3.1 0.0 0.3 0.0 10.0 0.1 15.5 0.2 Initial queue delay, d3 Patton Harris Rust & Associates Control delay 34.0 1 35.9 28.9 21.1 20.2 38.5 1 9.1 37.0 15.7 Lane group LOS C D C C C D A D I 8 Approach delay 34.0 29.5 32.9 21.4 Approach LOS C C C C Intersection delay 27.9 Xc = 0.77 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton HaiTis Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 612112005 AM Peak Hour Intersection Jurisdiction Analysis Year Arbor Court & Victory Road Frederick County, Virginia 2010 Buildout Conditions Project Description Car ers Valley Development - Phase 2A East/West Street: Arbor Court North/South Street: Victory Road Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 4 8 2 4 18 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 8 2 4 18 4 Percent Heavy Vehicles 4 - -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 59 6 13 55 9 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 2 1 62 6 13 1 57 1 9 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized I 0 0 Lanes 0 1 0 0 1 0 Configuration I LTR LTR Delay,Queue Length, and Level of Service Approach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 4 4 70 79 C(m)(vph) 1581 1597 854 859 v/c 0.00 0.00 0.08 0.09 95% queue length 0.01 0.01 0.27 0.30 Control Delay 7.3 7.3 9.6 9.6 LOS A A A A Approach Delay -- -- 9.6 9.6 Approach LOS -- -- A A Rights Reserved HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1 d Version 4.Id Patton Harris Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 612112005 PM Peak Hour Intersection Jurisdiction Analysis Year Arbor Court & Victory Road Frederick County, Virginia 2010 Buildout Conditions Project Description Car ers Valley Development - Phase 2A East/West Street: Arbor Court North/South Street: Victory Road Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 7 82 32 3 10 23 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 86 33 3 10 24 Percent Heavy Vehicles 4 - - 4 - -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 7 10 6 37 2 27 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 10 6 38 2 28 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 7 3 23 68 C (m) (vph) 1565 1457 807 879 v/c 0.00 0.00 0.03 0.08 95% queue length 0.01 0.01 0.09 0.25 Control Delay 7.3 7.5 9.6 9.4 LOS A A A A Approach Delay -- -- 9.6 9.4 Approach LOS -- --I A A Rights Reserved HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.Id Patton Harris Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 612212005 AM Peak Hour Intersection Jurisdiction Analysis Year Costello Dr & Prince Frederick Frederick County, Virginia 2010 Buildout Conditions Project Description Car ers Valley Development - Phase 2A East/West Street: Costello Drive North/South Street: Prince Frederick Drive Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 77 126 0 0 932 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 81 132 0 0 981 83 Percent Heavy Vehicles 4 -- -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 35 0 222 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 1 0 36 1 0 1 233 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L I R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 81 36 233 - C (m) (vph) 647 150 284 v/c 0.13 0.24 0.82 95% queue length 0.43 0.89 6.69 Control Delay 11.4 36.4 56.7 LOS B E F Approach Delay -- - 54.0 Approach LOS - - F Rights Reserved HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.1 d Patton Harris Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 612212005 PM Peak Hour Intersection Jurisdiction Analysis Year Costello Dr & Prince Frederick Frederick County, Virginia 2010 Buildout Conditions Project Description Car ers Valley Development - Phase 2A East/West Street: Costello Drive North/South Street: Prince Frederick Drive Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 233 892 0 0 174 123 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 245 938 0 0 183 129 Percent Heavy Vehicles 4 -- -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 129 0 80 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 135 0 1 84 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay,Queue Length, and Level of Service Approach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 245 135 84 C (m) (vph) 1237 83 786 v/c 0.20 1.63 0.11 95% queue length 0.74 11.07 0.36 Control Delay 8.6 416.5 10.1 LOS A F B Approach Delay -- -- 260.7 Approach LOS -- -- F Rights Reserved HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.Id Patton Harris Rust & Associates HCS2000m DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period AM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume, V (vph) 35 222 77 126 932 79 % Heavy vehicles, %HV 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 10.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 11.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 20 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, Gp 3.2 3.2 3.2 Phasing EB Only 02 03 04 NS Perm 06 07 08 Timing G= 23.0 G= G= G= G= 57.0 G= G= G= Y= 5 Y= Y= Y= IY= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 37 234 81 133 1043 Lane group capacity, c 444 397 244 1157 1148 We ratio, X 0.08 0.59 0.33 0.11 0.91 Total green ratio, g/C 0.26 0.26 0.63 0.63 0.63 Uniform delay, di 25.5 29.4 7.7 6.5 14.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 10.18 1 10.11 0.11 0.43 Incremental delay, d2 0.1 2.3 0.8 0.0 10.6 Patton Harris Rust & Associates Initial queue delay, d3 Control delay 25.6 31.7 8.5 6.6 24.9 Lane group LOS C C A A C Approach delay 30.8 7.3 24.9 Approach LOS C A C Intersection delay 23.5 X� = 0.82 Intersection LOS C IICS20007M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates HCS2000m DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612AI2005 Time Period PM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume, V (vph) 129 80 233 892 174 123 % Heavy vehicles, %HV 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 6 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, GP 3.2 3.2 3.2 Phasing EB Only 02 03 04 NB Only Thru & RT 07 08 Timing G= 20.0 G= G= G= G= 15.0 G= 45.0 G= G= Y= 5 Y= Y= Y= Y= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 136 84 245 939 306 Lane group capacity, c 386 345 289 1218 864 v/c ratio, X 0.35 0.24 0.85 0.77 6.35 Total green ratio, g/C 0.22 0.22 0.17 0.67 0.50 Uniform delay, d1 29.5 28.8 36.4 10.3 13.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.38 0.32 0.11 Incremental delay, d2 0.6 0.4 20.4 3.1 0.3 Patton Haizis Rust & Associates Initial queue delay, d3 Control delay 30.1 29.1 56.8 13.4 13.9 Lane group LOS C C E B B Approach delay 29.7 22.4 13.9 Approach LOS C C B Intersection delay 21.8 X� = 0.67 Intersection LOS C IICS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.le Patton Harris Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Agency/Co. PHR+A Date Performed 612212005 Analysis Time Period AM Peak Hour Intersection Route 50 & Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project Description Car ers Valley Development - Phase 2A East/West Street: Route 50 North/South Street: Victory Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 25 906 129 34 925 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 26 953 135 35 973 0 Proportion of heavy vehicles, PHv 4 -- -- 4 -- -- Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 70 0 17 7 2 11 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 73 1 0 1 17 7 2 11 Proportion of heavy vehicles, PHv 4 4 4 4 4 4 Percent grade (%) 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay, Queue Len th, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 26 35 73 17 7 13 Capacity, cm (vph) 692 625 207 530 198 396 v/c ratio 0.04 0.06 0.35 0.03 0.04 0.03 Queue length (95%) 0.12 0.18 1.50 0.10 0.11 0.10 Control Delay (s/veh) 10.4 11.1 31.6 12.0 23.8 14.4 LOS B B D B C B Approach delay (s/veh) -- - 27.9 17.7 Approach LOS - -- D C HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Patton Harris Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst PHR+A Agency/Co. PHR+A Date Performed 612212005 Analysis Time Period PM Peak Hour Intersection Route 50 & Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project Description Car ers Valley Development - Phase 2A East/West Street: Route 50 North/South Street: Victory Road Intersection Orientation: East-West IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 88 1059 99 60 1382 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 92 1114 104 63 1454 1 Proportion of heavy vehicles, PHv 4 -- -- 4 - -- Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 161 3 40 10 1 1 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 169 3 42 10 1 1 Proportion of heavy vehicles, PHv 4 4 4 4 4 4 Percent grade (%) 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 1 0 1 1 0 Configuration I L TR L TR Control Delay, Queue Len th, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 92 63 169 45 10 2 Capacity, cm (vph) 451 557 104 296 84 124 v/c ratio 0.20 0.11 1.63 0.15 0.12 0.02 Queue length (95%) 0.76 0.38 13.00 0.53 0.39 0.05 Control Delay (s/veh) 15.0 12.3 392.6 19.3 53.6 34.5 LOS C B F C F D Approach delay (s/veh) -- -- 314.1 50.4 Approach LOS -- -- F F HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Patton Harris Rust & Associates HCS2000M DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period AM Peak Hour Intersection Route 50 & Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume, V (vph) 25 906 129 34 925 0 70 0 17 7 2 11 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 1 2.0 2.0 2.0 1 2.0 2.0 1 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 11.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 38.0 G= G= G= 22.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT ' TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 26 954 136 36 974 74 18 7 14 Lane group capacity, c 289 1401 656 276 1468 334 380 333 389 v/c ratio, X 0.09 0.68 0.21 0.13 0.66 0.22 0.05 0.02 0.04 Total green ratio, g/C 0.17 0.42 0.42 0.17 0.42 0.24 0.24 0.24 0.24 Uniform delay, d1 31.7 21.1 16.5 31.9 20.9 27.2 26.0 25.8 25.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.25 0.11 0.11 0.24 0.11 0.11 0.11 0.11 Incremental delay, d2 0.1 1.4 0.2 0.2 1.1 0.3 0.1 0.0 0.0 Initial queue delay, d3 Patton Harris Rust & Associates Control delay 31.9 22.4 16.6 32.2 22.0 1 27.5 26.0 1 25.8 26.0 Lane group LOS C I C 8 C C C C C I C Approach delay 22.0 22.4 27.2 25.9 Approach LOS C C C C Intersection delay 22.4 X c = 0.44 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates HCS2000W DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period PM Peak Hour Intersection Route 50 & Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume, V (vph) 88 1059 99 60 1382 1 161 3 40 10 1 1 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, LIE 3.0 13.0 3.0 13.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 112.0 12.0 112.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, Gp 3.2 13.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 40.5 G= G= G= 19.5 G= G= G= Y= 5 IY= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 93 1115 104 63 1456 169 45 11 2 Lane group capacity, c 289 1494 699 276 1565 299 340 288 366 v/c ratio, X 0.32 0.75 0.15 0.23 0.93 0.57 0.13 0.04 0.01 Total green ratio, g/C 0.17 0.45 0.45 0.17 0.45 10.22 0.22 0.22 0.22 Uniform delay, di 33.0 20.5 14.6 32.5 23.4 31.5 28.4 27.8 27.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.30 0.11 0.11 0.45 0.16 0.11 0.11 0.11 Incremental delay, d2 0.6 2.1 0.1 0.4 10.3 2.5 0.2 0.1 0.0 Initial queue delay, d3 Patton Hai7is Rust & Associates Control delay 33.7 22.6 14.7 32.9 33.7 1 34.0 28.6 1 27.9 27.7 Lane group LOS C I C 8 C C C C C C Approach delay 22.8 33.7 32.8 27.9 Approach LOS C C C C Intersection delay 28.9 XC = 0.71 Intersection LOS C HCS2000T'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.le Patton HaiTis Rust & Associates HC52000T. DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period AM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development - Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 1 0 1 0 Lane group L T R L TR L T R LTR Volume, V (vph) 52 829 590 318 662 4 81 24 60 16 41 96 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 1 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 34 0 55 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 Min. time for pedestrians, Gp 3.2 3.2 P1 3.2 3.2 Phasing Excl. Left EW Perm 03 04 NS Perm 06 07 08 Timing G= 8.0 G= 48.0 G= G= G= 19.0 G= G= G= Y= 5 Y= 5 Y= ly= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 55 873 621 335 701 85 25 27 103 Lane group capacity, c 484 1770 828 391 1853 268 386 552 349 v/c ratio, X 0.11 0.49 0.75 0.86 0.38 0.32 0.06 0.05 0.30 Total green ratio, g/C 0.68 0.53 0.53 0.68 0.53 0.21 0.21 0.36 0.21 Uniform delay, di 5.5 13.3 16.3 8.6 12.3 30.0 28.4 19.0 29.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.31 0.39 0.11 0.11 0.11 0.11 0.11 Incremental delay, d2 0.1 0.2 3.8 16.9 0.1 0.7 0.1 0.0 0.5 Initial queue delay, d3 Patton Harris Rust & Associates Control delay 5.6 13.5 20.2 25.6 12.4 1 30.7 28.5 19.1 30.3 Lane group LOS A I B C C 1 B C I C B C Approach delay 15.9 16.7 28.0 30.3 Approach LOS B B C C Intersection delay 17.3 X c = 0.69 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Hairis Rust & Associates HCS2000W DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period PM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 1 0 1 0 Lane group L T R L TR L T R LTR Volume, V (vph) 125 1015 136 91 1037 81 589 55 386 11 31 16 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 12.0 2.0 2.0 2.0 2.0 1 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 1 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 35 0 0 0 8 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N. Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min, time for pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 NB Only NS Perm 07 08 Timing G= 4.0 G= 29.0 G= G= G= 24.0 G= 8.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 132 1068 143 96 1140 620 58 406 53 Lane group capacity, c 178 1203 1126 173 1253 639 731 796 163 We ratio, X 0.74 0.89 0.13 0.55 0.91 0.97 0.08 0.51 0.33 Total green ratio, g/C 0.48 0.36 0.73 0.48 0.36 0.40 0.40 0.51 0.10 Uniform delay, d1 16.7 24.0 3.3 15.6 24.3 22.4 14.9 . 12.9 33.5 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.30 0.41 0.11 0.15 0.43 0.48 0.11 0.12 0.11 Incremental delay, d2 15.3 8.4 0.1 3.9 10.0 28.2 0.0 0.6 1.2 Initial queue delay, d3 Patton Harris Rust & Associates Control delay 32.0 32.3 1 3.4 19.5 34.2 1 50.6 14.9 13.4 34.7 Lane group LOS C C A 8 C D 8 8 C Approach delay 29.2 33.1 34.8 34.7 Approach LOS C C C C Intersection delay 32.2 X c = 0.94 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.le Patton Harris Rust & Associates HCS2000M DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period AM Peak Hour Intersection Route 50 & Sulphur Springs Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development - Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 2 1 1 2 1 1 1 0 1 1 0 Lane group L T R L T R L TR L TR Volume, V (vph) 128 850 20 94 791 32 86 31 152 162 124 184 % Heavy vehicles, %HV 4 9 4 4 9 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 10.0 G= 38.0 G= G= G= 27.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= ly= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 135 895 21 99 833 34 91 193 171 325 Lane group capacity, c 193 1401 656 193 1401 656 207 476 316 490 v/c ratio, X 0.70 0.64 0.03 0.51 0.59 0.05 0.44 0.41 0.54 0.66 Total green ratio, g/C 0.11 0.42 0.42 0.11 0.42 0.42 0.30 0.30 0.30 0.30 Uniform delay, di 38.6 20.6 15.2 37.7 20.1 15.4 25.4 25.1 26.3 27.5 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.27 0.22 0.11 0.12 0.18 0.11 0.11 0.11 0.14 0.24 Incremental delay, d2 10.7 1.0 0.0 2.3 0.7 0.0 1.5 0.6 1.9 3.4 Initial queue delay, d3 Patton Harris Rust & Associates Control delay 49.2 21.6 15.2 40.0 20.7 15.4 26.9 25.7 1 28.2 30.9 Lane group LOS D C B D C B C C C C Approach delay 25.0 22.5 26.1 30.0 Approach LOS C C C C Intersection delay 25.1 X c = 0.66 Intersection LOS C HCS2000M DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period PM Peak Hour Intersection Route 50 & Sulphur Springs Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development - Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 2 1 1 2 1 1 1 0 1 1 0 Lane group L T R L T R L TR L TR Volume, V (vph) 140 1096 82 149 1297 201 43 125 131 j 129 38 184 % Heavy vehicles, %HV 4 9 4 4 9 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 12.0 2.0 1 2.0 2.0 1 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 11.0 G= 40.0 G= G= G= 24.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 147 1154 86 157 1365 212 45 270 136 234 Lane group capacity, c 212 1475 690 212 1475 690 238 439 209 423 v/c ratio, X 0.69 0.78 0.12 0.74 0.93 0.31 0.19 0.62 0.65 0.55 Total green ratio, g/C 0.12 0.44 0.44 0.12 0.44 0.44 0.27 0.27 0.27 0.27 Uniform delay, di 37.9 21.3 14.7. 38.1 23.6 16.1 25.5 28.9 29.3 28.4 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.26 0.33 0.11 0.30 0.44 0.11 0.11 10.20 0.23 0.15 Incremental delay, d2 9.4 2.8 0.1 13.0 10.3 0.3 0.4 2.6 7.0 1.6 Initial queue delay, d3 Patton Harris Rust & Associates Control delay 47.3 24.1 14.8 51.1 33.8 16.3 25.9 31.5 1 36.3 30.0 Lane group LOS D C 8 D C 8 C C D C Approach delay 26.0 33.3 30.7 32.3 Approach LOS C C C C Intersection delay 30.3 X c = 0.81 Intersection LOS C HCS2000" M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates HCS200V DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612212005 Time Period AM Peak Hour Intersection Costello Drive & Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development - Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of lanes, Ni 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 29 3 15 174 7 86 2 714 207 151 731 6 % Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 16.0 G= 15.0 G= G= G= 8.0 G= 36.0 G= G= Y= 5 Y= 5 Y= Y= IY= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 50 183 7 91 2 752 218 159 775 Lane group capacity, c 283 309 325 414 259 1328 984 309 1621 v/c ratio, X 0.18 0.59 0.02 0.22 0.01 0.57 0.22 0.51 0.48 Total green ratio, g/C 0.17 0.18 0.18 0.27 0.40 0.40 0.63 0.49 0.49 Uniform delay, d1 32.2 34.0 30.5 25.7 16.3 20.9 7.0 14.6 15.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.18 0.11 0.11 0.11 10.16 0.11 0.12 0.11 Incremental delay, d2 0.3 3.0 0.0 0.3 0.0 0.6 0.1 1.5 0.2 Initial queue delay, d3 32.5 37.0 30.6 26.0 16.3 21.5 1 7.2 116.1 15.6 Patton Harris Rust & Associates Control delay Lane group LOS C D C C B I C A 8 I B Approach delay 32.5 33.3 18.3 15.7 Approach LOS C C B B Intersection delay 19.4 Xc = 0.58 Intersection LOS B HCS2000T'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.le Patton Harris Rust & Associates HCS2000 DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 612112005 Time Period PM Peak Hour Intersection Costello Drive & Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development - Phase 2A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 15 6 14 332 6 277 4 944 271 303 743 8 % Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0. 3.0 3.0 1 3.0 3.0 1 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 112.0 12.0 112.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 13.2 3.2 Phasing WB Only EW Perm 03 04 SB Only NS Per 07 08 Timing G= 20.3 G= 12.5 G= G= G= 12.2 G= 30.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 1 Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 37 349 6 292 4 994 285 1316 319 790 Lane group capacity, c 235 392 412 949 215 1106 954 1554 We ratio, X 0.16 0.89 0.01 0.31 0.02 0.90 0.30 1.01 0.51 Total green ratio, g/C 0.14 0.23 0.23 0.61 0.33 0.33 0.61 0.47 0.47 Uniform delay, di 34.1 33.8 27.1 8.4 20.1 28.6 8.2 24.3 16.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.41 0.11 0.11 0.11 0.42 0.11 0.50 0.12 Incremental delay, d2 0.3 21.5 0.0 0.2 0.0 10.0 0.2 53.0 0.3 Initial queue delay, d3 34.4 55.3 27.1 1 8.6 20.2 138.5 8.4 77.4 16.9 Patton HaiTis Rust & Associates Control delay Lane group LOS C E C A C I D A E I B Approach delay 34.4 33.9 31.8 34.3 Approach LOS C C C C Intersection delay 33.2 X c = 0.84 Intersection LOS C HCS2000rM Copyright © 2000 University of Florida, All Rights Reserved Version 4.le Patton Harris Rust & Associates HCS2000 DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period AM Peak Hour Intersection Costello Drive & Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development - Phase 2B Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of lanes, N 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 29 3 15 176 7 86 2 714 115 105 731 6 % Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2-4 3.2 Phasing WB Only EB Only 03 04 SB Only NS Perm 07 08 Timing G= 16.0 G= 14.0 G= G= G= 13.0 G= 32.0 G= G= Y= 5 IY= 5 Y= Y= Y= 0 Y= 5 Y= I Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 50 185 7 91 2 752 121 ill 775 Lane group capacity, c 264 309 325 500 233 1180 915 368 1658 v/c ratio, X 0.19 0.60 0.02 0.18 0.01 0.64 0.13 0.30 0.47 Total green ratio, g/C 0.16 0.18 0.18 0.32 0.36 0.36 0.59 0.50 0.50 Uniform delay, d1 33.1 34.0 30.5 22.0 18.7 24.2 8.2 13.8 14.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.19 10.11 0.11 0.11 0.22 0.11 0.11 10.11 Incremental delay, d2 0.4 3.2 0.0 0.2 0.0 1.2 0.1 0.5 0.2 Initial queue delay, d3 33.4 37.2 30.6 122.1 18.8 125.3 8.3 14.3 14.9 Patton Harris Rust & Associates Control delay Lane group LOS C D C C 8 C A 8 I 8 Approach delay 33.4 32.2 23.0 14.8 Approach LOS C C C 8 Intersection delay 21.0 XC = 0.55 Intersection LOS C HCS2000'rm Copyright © 2000 University of Florida, All Rights Reserved Version 4.le Patton Harris Rust & Associates HCS200V DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period PM Peak Hour Intersection Costello Drive & Route 522 Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development - Phase 2B Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of lanes, Ni 0 1 0 1 1 1 1 2 1 1 2 0 Lane group LTR L LT R L T R L TR Volume, V (vph) 15 6 14 323 6 272 4 944 347 341 743 8 % Heavy vehicles, %HV 4 4 4 4 4 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 6 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 SB Only NS Perm 07 08 Timing G= 19.7 G= 12.0 G= G= G= 14.3 G= 29.0 G= G= Y= 5 Y= 5 Y= Y= Y= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 30 340 6 286 4 994 365 359 790 Lane group capacity, c 229 380 400 966 208 1069 927 357 1595 We ratio, X 0.13 0.89 0.01 0.30 0.02 0.93 0.39 1.01 0.50 Total green ratio, g/C 0.13 0.22 0.22 0.62 0.32 0.32 0.60 0.48 0.48 Uniform delay, d1 34.4 34.1 27.5 7.9 20.8. 29.5 9.6 25.1 15.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.42 0.11 0.11 0.11 0.45 0.11 0.50 0.11 Incremental delay, d2 0.3 22.7 0.0 0.2 0.0 13.8 0.3 49.0 0.2 Initial queue delay, d3 34.7 56.9 27.6 8.0 120.8 143.3 9.8 74.2 16.1 Patton Harris Rust & Associates Control delay Lane group LOS C E C A C D A E I 8 Approach delay 34.7 34.5 34.3 34.3 Approach LOS C C C C Intersection delay 34.3 Xc = 0.84 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton HaiTis Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 61912005 AM Peak Hour Intersection Jurisdiction Analysis Year Arbor Court & Victory Road Frederick County, Virginia 2010 Buildout Conditions Project Description Car ers Valley Development - Phase 2B East/West Street: Arbor Court North/South Street: Victory Road Intersection Orientation: North -South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 4 8 2 4 18 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 8 2 4 18 4 Percent Heavy Vehicles 4 -- -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 59 6 13 55 9 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 2 62 6 13 57 9 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 4 4 70 79 C(m)(vph) 1581 1597 854 859 v/c 0.00 0.00 0.08 0.09 95% queue length 0.01 0.01 0.27 0.30 Control Delay 7.3 7.3 9.6 9.6 LOS A A A A Approach Delay -- -- 9.6 9.6 Approach LOS -- - A A Rights Reserved HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.Id Patton Harris Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR+A Intersection Arbor Court & Victory Road Agency/Co. PHR+A Jurisdiction Frederick County, Virginia Date Performed 61912005 Analysis Year 2010 Buildout Conditions Analysis Time Period PM Peak Hour Project Description Car ers Valley Development - Phase 2B East/West Street: Arbor Court North/South Street: Victory Road Intersection Orientation: North -South IStudy Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 7 82 32 3 10 23 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 86 33 3 10 24 Percent Heavy Vehicles 4 -- -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 7 10 6 37 2 27 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 10 6 38 1 2 28 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LTR LTR v (vph) 7 3 23 68 C (m) (vph) 1565 1457 807 879 v/c 0.00 0.00 0.03 0.08 95% queue length 0.01 0.01 0.09 0.25 Control Delay 7.3 7.5 9.6 9.4 LOS A A A A Approach Delay -- -- 9.6 9.4 Approach LOS -- -- A A Rights Reserved HCS2000T'M Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.Id Patton HaiTis Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 61912005 AM Peak Hour Intersection Jurisdiction Analysis Year Costello Dr & Prince Frederick Frederick County, Virginia 2010 Buildout Conditions Project Description Car ers Valley Development - Phase 2B East/West Street: Costello Drive North/South Street: Prince Frederick Drive Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 79 139 0 0 289 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 83 146 0 0 304 83 Percent Heavy Vehicles 4 - -- 4 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 35 0 84 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 36 0 88 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 83 36 88 C (m) (vph) 1161 396 692 vlc 0.07 0.09 0.13 95% queue length 0.23 0.30 0.43 Control Delay 8.3 15.0 11.0 LOS A B B Approach Delay -- -- 12.1 Approach LOS - -- B Rights Reserved HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1 d Version 4.1 d Patton Harris Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR+A PHR+A 61912005 PM Peak Hour Intersection Jurisdiction Analysis Year Costello Dr & Prince Frederick Frederick County, Virginia 2010 Buildout Conditions Project Description Car ers Valley Development - Phase 2B East/West Street: Costello Drive North/South Street: Prince Frederick Drive Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 218 825 0 0 706 123 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 229 868 0 0 743 129 Percent Heavy Vehicles 4 1 -- 4 -- - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 129 0 194 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 1 0 135 1 0 1 204 Percent Heavy Vehicles 4 4 4 4 4 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay,Queue Length, and Level of Service Approach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (vph) 229 135 204 C (m) (vph) 765 37 378 v/c 0.30 3.65 0.54 95% queue length 1.26 15.51 3.08 Control Delay 11.7 1416 25.1 LOS B F D Approach Delay -- - 579.0 Approach LOS -- -- F Rights Reserved HCS20007M Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1 d Patton Harris Rust & Associates HCS2000'M DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period AM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase 2B Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume, V (vph) 35 84 79 139 289 79 % Heavy vehicles, %HV 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 20 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 1 0 Min. time for pedestrians, Gp 3.2 3.2 3.2 Phasing EB Only 02 03 04 NS Perm 06 07 08 Timing G= 23.0 G= G= G= G= 57.0 G= G= G= Y= 5 Y= Y= Y= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 37 88 83 146 366 Lane group capacity, c 444 397 582 1157 1130 v/c ratio, X 0.08 0.22 0.14 0.13 0.32 Total green ratio, g/C 0.26 0.26 0.63 0.63 0.63 Uniform delay, d1 25.5 26.4 6.7 6.6 7.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 Incremental delay, d2 0.1 0.3 0.1 0.0 0.2 Patton Harris Rust & Associates Initial queue delay, d3 Control delay 25.6 26.7 6.8 6.6 7.8 Lane group LOS C C A A A Approach delay 26.4 6.7 7.8 Approach LOS C A A Intersection delay 10.7 X = 0.29 Intersection LOS 8 IICS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates HCS2000DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period PM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase 2B Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume, V (vph) 129 194 218 825 706 123 % Heavy vehicles, %HV 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, 1, 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 6 Lane width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N. 0 N N N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 Min. time for pedestrians, Gp 3.2 3.2 3.2 Phasing EB Only 02 03 04 NB Only Thru & RT 07 08 Timing G= 21.0 G= G= G= G= 12.0 G= 47.0 G= G= Y= 5 Y= Y= Y= IY= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 136 204 229 868 866 Lane group capacity, c 405 362 231 1198 936 v/c ratio, X 0.34 0.56 0.99 0.72 0.93 Total green ratio, g/C 0.23 10.23 0.13 10.66 0.52 Uniform delay, d1 28.7 30.5 38.9 10.2 19.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.16 0.49 0.29 0.44 Incremental delay, d2 0.5 2.0 56.6 2.2 14.6 Patton Harris Rust & Associates Initial queue delay, d3 Control delay 29.2 32.5 95.6 12.4 34.5 Lane group LOS C C F B C Approach delay 31.2 29.8 34.5 Approach LOS C C C Intersection delay 31.8 X = 0.84 Intersection LOS C HCS2000T'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst PHR+A Agency/Co. PHR+A Date Performed 61912005 Analysis Time Period AM Peak Hour Intersection Route 50 & Victor Road Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project Description Car ers Valley Development - Phase 2B East/West Street: Route 50 North/South Street: Victory Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 25 912 129 34 649 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 26 960 135 35 683 0 Proportion of heavy vehicles, PHv 4 -- -- 4 -- -- Median type Raised curb RT Channelized? 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 70 0 17 7 2 11 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 73 0 17 7 2 1 11 Proportion of heavy vehicles, PHv 4 4 4 4 4 4 Percent grade (%) 0 0 Flared approach N N Storage 2 2 RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Control Delay,Queue Len th Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Volume, v (vph) 26 35 73 17 7 13 Capacity, cm (vph) 893 622 219 527 273 474 We ratio 0.03 0.06 0.33 0.03 0.03 j 0.03 Queue length (95%) 0.09 0.18 1.39 0.10 0.08 0.08 Control Delay (s/veh) 9.2 11.1 29.4 12.1 18.5 12.8 LOS A B D B C B Approach delay (s/veh) -- - 26.2 14.8 Approach LOS -- -- D B HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Patton Harris Rust & Associates TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst PHR+A Agency/Co. PHR+A Date Performed 61912005 Analysis Time Period PM Peak Hour Project Description Car ers Valley Development - Phase 2B East/West Street: Route 50 Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Eastbound Movement 1 2 L T Volume veh/h 88 1031 Peak -hour factor, PHF 0.95 0.95 Hourly Flow Rate (veh/h) 92 1085 Proportion of heavy vehicles, PHv 4 Median type RT Channelized? Lanes 1 2 Configuration L T Upstream Signal 0 Minor Street Northbound Movement 7 8 L T Volume veh/h 161 3 Peak -hour factor, PHF 0.95 0.95 Hourly Flow Rate (veh/h) 169 3 Proportion of heavy vehicles, PHv 4 4 Percent grade (%) 0 Flared approach N Storage 2 RT Channelized? Lanes 1 1 Configuration L Control Delay, Queue Len th Level of Service Approach EB WB Movement 1 4 Lane Configuration L L Volume, v (vph) 92 63 Capacity, cm (vph) 363 572 v/c ratio 0.25 0.11 Queue length (95%) 0.99 0.37 Control Delay (s/veh) 18.3 12.1 LOS C B Approach delay (s/veh) -- -- Approach LOS -- -- Intersection Route 50 & Victory Road Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions South Street: Victory Road Period (hrs): 0.25 4 1 4 Westbound 5 T 1610 0.95 1694 2 T 0 Southbound 11 T 1 0.95 1 4 0 N 2 0 0 0 0 Ell I I .. .Southbound 403.9 69.2 F F HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id Patton Harris Rust & Associates HCS2000M DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period AM Peak Hour Intersection Route 50 & Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase 2B Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume, V (vph) 25 912 129 34 649 0 70 0 17 7 2 11 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 12.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 1 0 Min. time for pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 15.0 G= 38.0 G= G= G= 22.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= 1Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 26 960 136 36 683 74 18 7 14 Lane group capacity, c 289 1401 656 276 1468 334 380 333 389 v/c ratio, X 0.09 0.69 0.21 0.13 0.47 0.22 0.05 0.02 0.04 Total green ratio, g/C 0.17 0.42 0.42 0.17 0.42 0.24 0.24 0.24 0.24 Uniform delay, d1 31.7 21.1 16.5 31.9 18.7 27.2 26.0 25.8 25.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.25 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d2 0.1 1.4 0.2 0.2 0.2 0.3 0.1 0.0 0.0 Initial queue delay, d3 I I I I I d I Patton Harris Rust & Associates Control delay 31.9 22.5 16.6 32.2 18.9 1 27.5 26.0 1 25.8 26.0 Lane group LOS C C B C B C C C C Approach delay 22.0 19.6 27.2 25.9 Approach LOS C B C C Intersection delay 21.4 XC = 0.44 Intersection LOS C HCS2000T'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates HCS2000W DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period PM Peak Hour Intersection Route 50 & Victory Road Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Carpers Valley Development Project ID - Suggested Improvements - Phase 2B Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume, V (vph) 88 1031 99 60 1610 1 161 3 40 10 1 1 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 112.0 12.0 12.0 12.0 112.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing Excl. Left WB Only EW Perm 04 1 NB Only NS Perm 07 08 Timing G= 7.0 G= 12.0 G= 34.0 G= JG= 8.0 G= 14.0 G= G= Y= 5 Y= 0 Y= 5 Y= IY= 0 Y= 5 Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 93 1085 104 63 1696 169 45 11 2 Lane group capacity, c 216 1254 587 522 1778 292 384 207 263 We ratio, X 0.43 0.87 0.18 0.12 0.95 0.58 0.12 0.05 0.01 Total green ratio, g/C 0.46 0.38 0.38 0.64 0.51 0.24 0.24 0.16 0.16 Uniform delay, d1 17.1 25.9 18.7 9.9 21.0 28.6 26.4 32.4 32.1 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.39 0.11 0.11 0.46 0.17 0.11 0.11 0.11 Incremental delay, d2 1.4 6.6 0.1 0.1 12.2 2.9 0.1 0.1 0.0 Initial queue delay, d3 Patton Harris Rust & Associates Control delay 18.4 32.4 18.8 10.1 33.2 1 31.5 26.6 1 32.5 32.1 Lane group LOS B I C B B C C C C I C Approach delay 30.3 32.4 30.4 32.4 Approach LOS C C C C Intersection delay 31.5 XC = 0.83 Intersection LOS C HCS2000T'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates HCS2000M DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period AM Peak Hour Intersection Route 50 & Prince Frederick Dr Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development - Phase 2B Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 0 1 1 1 0 1 0 Lane group L T R L TR L T R LTR Volume, V (vph) 52 829 176 88 662 4 89 24 65 16 41 96 % Heavy vehicles, %HV 4 9 4 9 4 4 4 4 4 4 4 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 6 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 1 0 1 0 0 0 1 0 0 0 Min. time for pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 NB Only NS Perm 07 08 Timing G= 18.0 1 G= 33.0 G= G= G= 5.0 G= 19.0 G= G= Y= 5 IY= 5 Y= Y= Y= 0 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 55 873 185 93 701 94 25 68 155 Lane group capacity, c 530 1217 742 448 1274 257 487 414 344 v/c ratio, X 0.10 0.72 0.25 0.21 0.55 0.37 0.05 0.16 0.45 Total green ratio, g/C 0.62 0.37 0.48 0.62 0.37 0.27 0.27 0.27 0.21 Uniform delay, d1 7.9 24.5 13.9 9.3 22.6 26.3 24.5 25.3 30.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.28 10.11 0.11 10.15 0.11 0.11 0.11 0.11 Incremental delay, d2 0.1 2.1 0.2 0.2 0.5 0.9 0.0 0.2 0.9 Initial queue delay, d3 Patton Harris Rust & Associates Control delay 8.0 26.6 14.1 9.6 23.1 1 27.2 24.6 25.5 31.9 Lane group LOS A C 8 A C C C C C Approach delay 23.6 21.5 26.2 31.9 Approach LOS C C C C Intersection delay 23.6 X c = 0.60 Intersection LOS C HCS2000T'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Patton HaiTis Rust & Associates HCS2000m DETAILED REPORT General Information Site Information Intersection Route 50 & Prince Frederick Analyst PHR+A Dr Agency or Co. PHR+A Area Type All other areas Date Performed 61912005 Jurisdiction Frederick County, Virginia Time Period PM Peak Hour Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development - Phase 2B Volume and Number of lanes, Ni Lane group Volume, V (vph) % Heavy vehicles, %HV Peak -hour factor, PHF Pretimed (P) or actuated (A) Start-up lost time, I, Extension of effective green, e Arrival type, AT Unit extension, UE Filtering/metering, I Initial unmet demand, Qb Ped / Bike / RTOR volumes Lane width Parking / Grade / Parking Parking maneuvers, NM Buses stopping, NB Min. time for pedestrians, Gp Phasing Excl. Left WB On G = 5.5 G = 3.8 Timing Y= 5 Y= 0 Duration of Analysis, T = 0.25 Lane Group Capacity, Control Del T cm MAC 0 0 0 0 0 0 0 3.2 3.2 3.2 EW Perm 04 NB Only NS Perm G= 30.2 G= G= 22.9 G= 12.6 Y= 5 Y= Y= 0 Y= 5 ay, and LOS Determination ■ m M SB TH 1 L TR 31 4 0.95 A 2.0 2.0 3 3.0 1.000 0.0 M_f EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 132 1068 503 296 1140 575 58 381 56 Lane group capacity, c 188 1114 1003 343 1306 596 721 946 233 v/c ratio, X 0.70 0.96 0.50 0.86 0.87 0.96 0.08 0.40 0.24 Total green ratio, g/C 0.40 0.34 0.65 0.49 0.38 0.39 0.39 0.61 0.14 Uniform delay, d1 19.3 29.3 8.4 22.7 26.0 25.0 17.0 9.1 34.4 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.27 0.47 0.11 0.39 0.40 0.47 0.11 0.11 0.11 Incremental delay, d2 11.2 17.9 0.4 19.7 6.8 28.2 0.0 0.3 0.5 Initial queue delay, d3 Patton Harris Rust & Associates Control delay 30.4 47.2 1 8.8 42.4 32.8 1 53.1 17.1 1 9.4 35.0 Lane group LOS C I D A D C I A C Approach delay 34.5 34.8 34.6 35.0 Approach LOS C C C C Intersection delay 34.6 X c = 1.03 Intersection LOS C HCS2000T'M Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates HCS2000M DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period AM Peak Hour Intersection Route 50 & Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development - Phase 2B Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 1 1 1 0 1 1 0 Lane group L T R L T R L TR L TR Volume, V (vph) 128 855 20 48 561 32 86 33 153 162 32 184 % Heavy vehicles, %HV 4 9 4 4 9 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 13.2 3.2 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 11.0 G= 38.0 G= G= G= 26.0 G= G= G= Y= 5 IY= 5 Y= Y= Y= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 135 900 21 51 591 34 91 196 171 228 Lane group capacity, c 212 1401 656 212 1401 656 272 459 298 457 v/c ratio, X 0.64 0.64 0.03 0.24 0.42 0.05 0.33 0.43 0.57 0.50 Total green ratio, g/C 0.12 0.42 0.42 0.12 0.42 0.42 0.29 0.29 0.29 0.29 Uniform delay, di 37.6 20.6 15.2 35.7 18.3 15.4 25.2 26.0 27.3 26.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.22 0.22 0.11 0.11 0.11 0.11 0.11 0.11 0.17 0.11 Incremental delay, d2 6.2 1.0 0.0 0.6 0.2 0.0 0.7 0.6 2.7 0.9 Initial queue delay, d3 Patton Harris Rust & Associates Control delay 43.8 21.6 15.2 36.3 18.5 15.4 25.9 26.6 1 30.0 27.4 Lane group LOS D I C B D I B B C I C C I C Approach delay 24.3 19.7 26.4 28.5 Approach LOS C B C C Intersection delay 24.0 XC = 0.62 Intersection LOS C HCS2000Tt`M Copyright © 2000 University of Florida, All Rights Reserved Version 4. le Patton Harris Rust & Associates HCS2000TM DETAILED REPORT General Information Site Information Analyst PHR+A Agency or Co. PHR+A Date Performed 61912005 Time Period PM Peak Hour Intersection Route 50 & Sulphur Springs Rd Area Type All other areas Jurisdiction Frederick County, Virginia Analysis Year 2010 Buildout Conditions Project ID Carpers Valley Development - Phase 2B Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 2 1 1 2 1 1 1 0 1 1 0 Lane group L T R L T R L TR L TR Volume, V (vph) 140 1072 82 187 1487 201 43 116 126 129 114 184 % Heavy vehicles, %HV 4 9 4 4 9 4 4 9 4 4 9 4 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 20 0 60 0 20 0 60 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 0 0 0 0 1 0 0 Min. time for pedestrians, Gp 3.2 3.2 3.2 3.2 Phasing Excl. Left WB Only EW Perm 04 NS Perm 06 07 08 Timing G= 6.0 G= 9.0 G= 36.0 G= G= 24.0 G= G= G= Y= 5 Y= 0 Y= 5 Y= IY= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 147 1128 65 197 1565 148 45 234 136 251 Lane group capacity, c 197 1328 621 467 1660 777 224 441 238 439 v/c ratio, X 0.75 0.85 0.10 0.42 0.94 0.19 0.20 0.53 0.57 0.57 Total green ratio, g/C 0.47 0.40 0.40 0.62 0.50 0.50 0.27 0.27 0.27 0.27 Uniform delay, di 17.0 24.5 16.9 12.5 21.3 12.4 25.6 28.2 28.6 28.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.30 0.38 10.11 0.11 0.46 0.11 0.11 0.13 0.17 0.17 Incremental delay, d2 14.4 5.4 0.1 0.6 11.3 0.1 0.4 1.2 3.3 1.8 Initial queue delay, d3 Patton Harris Rust & Associates Control delay 31.4 30.0 17.0 13.1 32.6 12.6 26.0 29.4 1 31.8 30.4 Lane group LOS C I C 8 8 C 8 C C C I C Approach delay 29.5 29.0 28.9 30.9 Approach LOS C C C C Intersection delay 29.4 XC = 0.89 Intersection LOS C IICS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Patton Harris Rust & Associates Traffic Counts Intersection: E-W: Arbor Court Wcather Dry File Namcl N-S: I Victory Road Count By SD Input By SD Location Winchester, VA Count Date 5/31/2005 15 Minute EB: Arbor Court WB: Independence Dr NB: Victory Road SB: Victory Road 15 Min. Period N,S, Period Begining Left Thor Right Total Left Thor Right Total Left Thor Right Total Left Thor Right Total E & W Begining 7:00 2 10 2 14 0 8 0 8 0 1 0 1 0 1 2 3 26 7:00 7:15 3 16 1 20 0 14 1 15 1 2 1 4 2 1 1 4 43 7:15 7:30 3 14 3 20 1 15 0 16 2 2 0 4 0 3 2 5 45 7:30 7:45 4 13 3 20 1 17 1 19 1 1 1 3 1 0 1 2 44 7:45 8:00 3 12 2 17 0 13 4 17 0 0 0 0 1 0 0 1 35 8:00 8:15 2 12 1 15 1 14 6 21 0 1 0 1 0 0 2 2 39 8:15 8:30 0 15 0 15 0 15 2 17 1 0 1 2 1 2 0 3 37 8:30 8:45 1 13 3 17 1 22 2 25 0 2 l 3 0 1 6 7 52 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 9:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:15 9:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 9:45 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 9:45 A.M. Total 18 105 15 138 4 118 16 138 1 5 9 4 18 5 8 14 27 321 A.M. Total 16:00 2 0 2 4 2 0 2 4 1 17 1 19 3 26 2 31 58 16:00 16:15 7 0 4 11 1 2 0 3 3 24 2 29 0 22 1 23 66 16:15 16:30 16 0 10 26 5 1 3 9 3 12 1 16 1 28 1 30 81 16:30 16:45 4 0 4 8 1 2 2 5 1 30 2 33 1 27 0 28 74 16:45 17:00 10 2 9 21 0 5 1 6 0 2 27 29 1 I 21 23 79 17:00 17:15 5 1 4 10 1 0 1 2 1 17 2 20 0 20 2 22 54 17:15 17:30 3 1 3 7 1 0 0 1 1 21 2 24 0 18 4 22 54 17:30 17:45 4 0 2 6 2 0 0 2 20 1 0 21 0 29 0 29 58 17:45 18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 18:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:15 18:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:30 18:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:45 P.M. Total IF 51 4 38 93 13 10 9 32 30 124 37 191 6 171 31 208 524 jr P.M. Total I Hour EB: Arbor Court WB: Independence Dr NB: Victory Road SB: Victory Road I Flour Period N,S, Period Begining Left Thor Right Total Left Thor Right Total Left Thor Right Total Left Thor Right Total E & W Begining 7:00 12 53 9 74 2 54 2 58 4 6 2 12 3 5 6 14 158 7:00 7:15 13 55 9 77 2 59 6 67 4 5 2 11 4 4 4 12 167 7:15 7:30 12 51 9 72 3 59 11 73 3 4 1 8 2 3 5 10 163 7:30 7:45 9 52 6 67 2 59 13 74 2 2 2 6 3 2 3 8 155 7:45 8:00 6 52 6 64 2 64 14 80 1 3 2 6 2 3 8 13 163 8:00 8:15 3 40 4 47 2 51 10 63 1 3 2 6 1 3 8 12 128 8:15 8:30 1 28 3 32 1 37 4 42 1 2 2 5 1 3 6 10 89 8:30 8:45 1 13 3 17 1 22 2 25 0 2 1 3 0 1 6 7 52 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 16:00 29 0 20 49 9 5 7 21 8 83 6 97 5 103 4 112 279 16:00 16:15 37 2 27 66 7 10 6 23 7 68 32 107 3 78 23 104 300 16:15 16:30 35 3 27 65 7 8 7 22 5 61 32 98 3 76 24 103 288 16:30 16:45 22 4 20 46 3 7 4 14 3 70 33 106 2 66 27 95 261 16:45 17:00 22 4 18 44 4 5 2 11 22 41 31 94 1 68 27 96 245 17:00 17:15 12 2 9 23 4 0 1 5 22 39 4 65 0 67 6 73 166 17:15 17:30 7 1 5 13 3 0 0 3 21 22 2 45 0 47 4 51 112 17:30 17:45 4 0 2 6 2 0 0 2 20 1 0 21 0 29 0 29 58 17:45 18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 1 Hour EB: Arbor Court WB: Independence Dr NB: Victory Road SB: Victory Road 1 Hour Period N,S, Period Begining Left Thor Riehl Total Left Thor Right Total Left Thor Right Total Left Thor Right Total E & W Begining 7:15 13 55 9 77 2 59 6 67 4 5 2 11 4 4 4 12 167 7:15 A.M. Peak PHF = 0.96 PHF = 0.88 PHF = 0.69 PHF = 0.60 0.93 A.M. Peak 16:15 37 2 27 66 7 10 6 23 7 68 32 107 3 78 23 104 300 16:15 P.M. Peak PFIF = 0.63 PHF = 0.64 PIIF = 0.81 PFIF = 0.87 0.93 P.M. Peak Intersection: E-W: lCostello Drive N-S: Prince Frederick Drive Location lWinchester, VA Weather Dry File Name Count By SDInput By SD Count Date 6/1/2005 15 Minute EB: Costello Dr WB: NB: Prince Frederick Dr SB: Prince Frederick Dr. 15 Min. Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:00 8 0 5 13 0 0 0 0 3 0 0 3 0 11 5 16 32 7:00 7:15 10 0 7 17 0 0 0 0 3 2 0 5 0 15 8 23 45 7:15 7:30 5 0 10 15 0 0 0 0 4 0 0 4 0 20 18 38 57 7:30 7:45 9 0 14 23 0 0 0 0 0 0 0 0 0 12 31 43 66 7:45 8:00 11 0 0 11 0 0 0 0 2 4 0 6 0 18 22 40 57 8:00 8:15 9 0 0 9 0 0 0 0 0 1 0 1 0 9 9 18 28 8:15 8:30 8 0 0 8 0 0 0 0 0 2 0 2 0 8 13 21 31 8:30 8:45 12 0 0 12 0 0 0 0 2 3 0 5 0 5 18 23 40 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 9:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:15 9:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 9:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A.M. Total 72 0 36 108 0 0 0 0 14 12 0 26 0 98 124 222 356 A.M. Total 16:00 22 0 1 23 0 0 0 0 4 6 0 10 0 2 10 12 45 16:00 16:15 26 0 0 26 0 0 0 0 9 20 0 29 0 2 17 19 74 16:15 16:30 28 0 0 28 0 0 0 0 13 14 0 27 0 2 29 31 86 16:30 16:45 32 0 3 35 0 0 0 0 9 17 0 26 0 1 32 33 94 16:45 17:00 35 0 -0 35 0 0 0 0 5 21 0 26 0 0 31 31 92 17:00 17:15 34 0 0 34 0 0 0 0 7 13 0 20 0 2 31 33 87 17:15 17:30 30 0 2 32 0 0 0 0 4 18 0 22 0 1 29 30 84 17:30 17:45 25 0 1 26 0 0 0 0 5 28 0 33 0 0 26 26 85 17:45 18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 18:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:15 18:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:30 18:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:45 P.M. T F 23 00 7 239 0 0 0 0 56 137 0 193 0 10 205 215 647 P.M. Total 1 Hour EB: Costello Dr WB: NB: Prince Frederick Dr SB: Prince Frederick Dr 1 Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:00 32 0 36 68 0 0 0 0 10 2 0 12 0 58 62 120 200 7:00 7:15 35 0 31 66 0 0 0 0 9 6 0 15 0 65 79 144 225 7:15 7:30 34 0 24 58 0 0 0 0 6 5 0 11 0 59 80 139 208 7:30 7:45 37 0 14 51 0 0 0 0 2 7 0 9 0 47 75 122 182 7:45 8:00 40 0 0 40 0 0 0 0 4 10 0 14 0 40 62 102 156 8:00 8:15 29 0 0 29 0 0 0 0 2 6 0 8 0 22 40 62 99 8:15 8:30 20 0 0 20 0 0 0 0 2 5 0 7 0 13 31 44 71 8:30 8:45 12 0 0 12 0 0 0 0 2 3 0 5 0 5 18 23 40 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 16:00 108 0 4 112 0 0 0 0 35 57 0 92 0 7 88 95 299 16:00 16:15 121 0 3 124 0 0 0 0 36 72 0 108 0 5 109 114 346 16:15 16:30 129 0 3 132 0 0 0 0 34 65 0 99 0 5 123 128 359 16:30 16:45 131 0 5 136 0 0 0 0 25 69 0 94 0 4 123 127 357 16:45 17:00 124 0 3 127 0 0 0 0 21 80 0 101 0 3 117 120 348 17:00 17:15 89 0 3 92 0 0 0 0 16 59 0 75 0 3 86 89 256 17:15 17:30 55 0 3 58 0 0 0 0 9 46 0 55 0 1 55 56 169 17:30 17:45 25 0 1 26 0 0 0 0 5 28 0 33 0 0 26 26 85 17:45 18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 1 Hour EB: Costello Dr WB: NB: Prince Frederick Dr SB: Prince Frederick Dr Period N,S, Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W 7:15 35 0 31 66 0 0 0 0 9 6 0 15 0 65 79 144 225 pPeak A.M. Peak PFIF = 0.72 PFIF = ##D1V/0! PIIF = 0.63 PFIF = 0.84 0.85 16:30 129 0 3 132 0 0 0 0 34 65 0 99 0 5 123 128 359P.M. Peak PI -IF = 0.94 PHF = #IDIV/0! PIIF = 0.92 PHF = 0.97 0.95 Intersection: E-W: Millwood Pike N-S: Victory Rd. Location Winchester, VA Weather Dry File Namel Count ByJBRK Input By I SD Count Datc 5/31/2005 15 Minute EB: Millwood Pike WB: Millwood Pike NB: Victory Rd. SB: Victory Rd, 15 Min. Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:00 0 0 0 0 0 0 0 0 22 0 8 30 0 0 0 0 30 7:00 7:15 0 0 0 0 0 0 0 0 0 0 0 0 1 0 6 7 7 7:15 7:30 6 122 31 159 10 102 I 113 0 0 0 0 0 0 0 0 272 7:30 7:45 9 140 28 177 11 103 0 114 15 0 4 19 0 1 4 5 315 7:45 8:00 4 149 30 183 9 98 0 107 18 0 7 25 0 0 2 2 317 8:00 8:15 3 128 28 159 9 118 0 127 16 0 4 20 0 0 1 1 307 8:15 8:30 9 120 29 158 5 99 0 104 18 0 2 20 7 1 4 12 294 8:30 8:45 8 125 25 158 11 107 0 118 18 0 3 21 0 I 3 4 301 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0L94 9:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 009:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 A.M. Total 39 784 171 994 55 627 1 683 107 0 28 135 8 3 20 31 1843 A.M. Total 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 16:15 11 94 24 129 7 165 0 172 19 1 5 25 2 0 0 2 328 16:15 16:30 20 127 20 167 12 227 1 240 3 0 0 3 20 0 8 28 438 16:30 16:45 19 119 15 153 7 198 0 205 38 1 5 44 4 0 0 4 406 16:45 17:00 19 118 23 160 13 227 1 241 25 1 11 37 3 1 1 5 443 17:00 17:15 26 122 28 176 23 231 0 254 45 0 15 60 2 0 0 2 492 17:15 17:30 24 132 26 182 17 256 0 273 39 1 9 49 1 0 0 1 505 17:30 17:45 14 110 28 152 10 187 1 198 23 0 10 33 2 0 1 3 386 17:45 18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 18:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:15 18:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:30 18:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:45 P.M. TotalF 133 822 164 1119 89 1491 3 1583 192 4 55 251 34 1 10 45 1 2998 P.M. Total I Hour EB: Millwood Pike WB: Millwood Pike NB: Victory Rd. SB: Victory Rd. 1 Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:00 15 262 59 336 21 205 1 227 37 0 12 49 1 1 10 12 624 7:00 7:15 19 411 89 519 30 303 I 334 33 0 11 44 1 1 12 14 911 7:15 7:30 22 539 117 678 39 421 1 461 49 0 15 64 0 1 7 8 1211 7:30 7:45 25 537 115 677 34 418 0 452 67 0 17 84 7 2 11 20 1233 7:45 8:00 24 522 112 658 34 422 0 456 70 0 16 86 7 2 10 19 1219 8:00 8:15 20 373 82 475 25 324 0 349 52 0 9 61 7 2 8 17 902 8:15 8:30 17 245 54 316 16 206 0 222 36 0 5 41 7 2 7 16 595 8:30 8:45 8 125 25 158 11 107 0 118 18 0 3 21 0 1 3 4 301 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 16:00 50 340 59 449 26 590 1 617 60 2 10 72 26 0 8 34 1172 16:00 16:15 69 458 82 609 39 817 2 858 85 3 21 109 29 1 9 39 1615 16:15 16:30 84 486 86 656 55 883 2 940 111 2 31 144 29 1 9 39 1779 16:30 16:45 88 491 92 671 60 912 1 973 147 3 40 190 10 1 1 12 1846 16:45 17:00 83 482 105 670 63 901 2 966 132 2 45 179 8 1 2 11 1826 17:00 17:15 64 364 82 510 50 674 1 725 107 1 34 142 5 0 I 6 1383 17:15 17:30 38 242 54 334 27 443 1 471 62 1 19 82 3 0 1 4 891 17:30 17:45 14 110 28 152 10 187 1 198 23 0 10 33 2 0 1 3 386 17:45 18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 1 Hour EB: Millwood Pike WB: Millwood Pike NB: Victory Rd. SB: Victory Rd. Period N,S, Begining Left Thru Right Total Lcft Thru Right Total Left Thru Right Total Left Thru Right Total E & W 7:45 25 537 115 677 34 418 0 452 67 0 17 84 7 2 11 20 1233 pPeak A.M. Peak PhIF = 0.92 PI IF = 0.89 PIIF = 0.84 PHF = 0.42 0.97 16:45 88 491 92 671 60 912 1 973 147 3 40 190 10 1 1 12 1846P.M. Peak PHF = 0.92 PI -IF = 0.89 PIIF = 0.79 PHF = 0.60 0.91 Intersection: E-W: Millwood Pike N-S: I Prince Frederick Dr Location lWinchester, VA Weather Dry File Name) Count Byjhk Input By hk Count Date 5/31/2005 15 Minute EB: Millwood Pike WB: Millwood Pike NB: Custer Avenue SB: Prince Frederick Drive 15 Min. Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:00 11 162 9 182 13 89 0 102 2 2 3 7 3 8 20 31 322 7:00 7:15 13 142 15 170 19 106 0 125 2 2 6 10 5 9 22 36 341 7:15 7:30 7 156 11 174 23 129 3 155 1 6 3 10 2 9 21 32 371 7:30 7:45 17 169 11 197 20 119 0 139 1 5 7 13 4 16 30 50 399 7:45 8:00 15 173 11 199 17 131 1 149 3 7 3 13 5 7 23 35 396 8:00 8:15 8 124 7 139 10 128 1 139 1 7 3 11 5 9 25 39 328 8:15 8:30 13 135 7 155 8 142 1 151 3 5 8 16 5 8 23 36 358 8:30 8:45 17 150 8 175 9 157 3 169 2 3 4 9 5 6 27 38 1 391 1 8:45 A.M.Tota] 101 1211 79 1391 119 1001 9 1129 15 37 37 89 34 72 191 297 2906 A.M.To[al 16:00 23 133 4 160 9 188 8 205 12 5 13 30 3 2 4 9 404 16:00 16:15 24 135 7 166 12 197 12 221 11 5 15 31 6 2 3 11 429 16:15 16:30 27 145 7 179 14 212 9 235 14 4 17 35 5 5 5 15 464 16:30 16:45 33 154 8 195 14 222 17 253 15 7 16 38 5 5 4 14 500 16:45 17:00 35 169 6 210 15 236 15 266 18 7 19 44 2 7 3 12 532 17:00 17:15 31 188 9 228 16 243 22 281 15 8 21 44 4 6 6 16 569 17:15 17:30 25 174 6 205 22 235 25 282 12 6 16 34 4 8 3 15 536 17:30 17:45 34 159 6 199 17 227 19 263 13 7 15 35 1 6 4 11 508 17:45 P.M. Total 232 1257 53 1542 119 1760 127 2006 110 49 132 291 30 41 32 103 3942 P.M. Total I Hour EB: Millwood Pike WB: Millwood Pike NB: Custer Avenue SB: Prince Frederick Drive I Hour Period N,S, Period Begining Left Thru Right Total Lcft Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:00 48 629 46 723 75 443 3 521 6 15 19 40 14 42 93 149 1433 7:00 7:15 52 640 48 740 79 485 4 568 7 20 19 46 16 41 96 153 1507 7:15 7:30 47 622 40 709 70 507 5 582 6 25 16 47 16 41 99 156 1494 7:30 7:45 53 601 36 690 55 520 3 578 8 24 21 53 19 40 101 160 1481 7:45 8:00 53 582 33 668 44 558 6 608 9 22 18 49 20 30 98 148 1473 8:00 16:00 107 567 26 700 49 819 46 914 52 21 61 134 19 14 16 49 1797 16:00 16:15 119 603 28 750 55 867 53 975 58 23 67 148 18 19 15 52 1925 16:15 16:30 126 656 30 812 59 913 63 1035 62 26 73 161 16 23 18 57 2065 16:30 16:45 124 685 29 838 67 936 79 1082 60 28 72 160 15 26 16 57 2137 16:45 17:00 125 690 27 842 70 941 81 1092 58 28 71 157 11 27 16 54 2145 17:00 1 1lour EB: Millwood Pike WB: Millwood Pike NB: Custer Avenue SB: Prince Frederick Drive Period N,S, Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W 7:15 52 640 48 740 79 485 4 568 7 20 19 46 16 41 96 153 1507 6Pcak A.M. Peak PHF = 0.93 PHF = 0.92 PHF = 0.88 PHF = 0.77 0.94 17:00 125 690 27 842 70 941 81 1092 58 28 71 157 Il 27 16 54 2145P.M. Peak PHF = 0.92 PHF = 0.97 PI -IF = 0.89 PHF = 0.84 0.94 Intersection: E-W: IROUTE 50 _ N-S: Sulfers rings Locationj winchester,va Weather Dry File Namel Count By JJP Input By JJP Count Date 5/30/2005 15 Minute EB: ROUTE 50 WB: ROUTE 50 NB: SB: Sulfersprings 15 Min. Period N,S, Period Begining Left Thru Right Total Left Thou Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:00 18 141 0 159 0 44 4 48 0 0 0 0 27 0 19 46 253 7:00 7:15 21 144 0 165 0 56 7 63 0 0 0 0 28 0 23 51 279 7:15 7:30 26 154 0 180 0 73 5 78 0 0 0 0 33 0 29 62 320 7:30 7:45 29 161 0 190 0 85 8 93 0 0 0 0 41 0 33 74 357 7:45 8:00 34 158 0 192 0 97 6 103 0 0 0 0 33 0 37 70 365 8:00 8:15 34 145 0 179 0 101 5 106 0 0 0 0 32 0 41 73 358 8:15 8:30 29 140 0 169 0 99 7 106 0 0 0 0 27 0 40 67 342 8:30 8:45 24 129 0 153 0 103 9 112 0 0 0 0 21 0 36 57 322 8:45 A.M. Total 215 1172 0 1387 0 658 51 709 0 0 0 0 242 0 258 500 2596 A.M. To[al 16:00 39 141 0 180 0 185 26 211 0 0 0 0 23 0 25 48 439 16:00 16:15 43 144 0 187 0 199 33 232 0 0 0 0 16 0 33 49 468 16:15 16:30 48 149 0 197 0 215 34 249 0 0 0 0 19 0 35 54 500 16:30 16:45 51 154 0 205 0 233 39 272 0 0 0 0 23 0 36 59 536 16:45 17:00 52 161 0 213 0 245 44 289 0 0 0 0 33 0 35 68 570 17:00 17:15 44 158 0 202 0 239 43 282 0 0 0 0 29 0 44 73 557 17:15 17:30 39 150 0 189 0 236 39 275 0 0 0 0 21 0 36 57 521 17:30 17:45 36 141 0 177 0 228 35 263 0 0 0 0 17 0 35 52 492 17:45 P.M. T 1 352 1198 0 1550—F 0 1780 293 2073 0 0 0 0 1 181 0 279 46 Fp.M. Total I Hour EB: ROUTE 50 WB: ROUTE 50 NB: SB: Sulfersprings l Hour Period N,S, Period Begining Left Thru Right Total Lcft Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:00 94 600 0 694 0 258 24 282 0 0 0 0 129 0 104 233 1209 7:00 7:15 110 617 0 727 0 311 26 337 0 0 0 0 135 0 122 257 1321 7:15 7:30 123 618 0 741 0 356 24 380 0 0 0 0 139 0 140 279 1400 7:30 7:45 126 604 0 730 0 382 26 408 0 0 0 0 133 0 151 284 1422 7:45 8:00 121 572 0 693 0 400 27 427 0 0 0 0 113 0 154 267 1387 8:00 16:00 181 588 0 769 0 832 132 964 0 0 0 0 81 0 129 210 1943 16:00 16:15 194 608 0 802 0 892 150 1042 0 0 0 0 91 0 139 230 2074 16:15 16:30 195 622 0 817 0 932 160 1092 0 0 0 0 104 0 150 254 2163 16:30 16:45 186 623 0 809 0 953 165 1118 0 0 0 0 106 0 151 257 2184 16:45 17:00 171 610 0 781 0 948 161 1109 0 0 0 0 100 0 150 250 2140 17:00 1 Flour EB: ROUTE 50 WB: ROUTE 50 NB: SB: Sulfersprings Period N,S, Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W pPeak 7:45 126 604 0 730 0 382 26 408 0 0 0 0 133 0 151 284 1422 A.M. Peak PHF = 0.95 PHF = 0.96 PHF = PHF = 0.96 0.97 16:45 186 623 0 809 0 953 165 I118 0 0 0 0 106 0 151 257 2184P.M. Peak PHF = 0.95 PHF = 0.97 PHF = PHF = 0.88 0.96 Intersection: E-W: lCostello Drive N-S: I Prince Frederick Drive Location Winchester, VA Weather Dry File Namel Count ByJSD Input By SD Count Date 6/l/2005 15 Minute EB: Fairfield Inn WB: Costello Dr NB: Prince Frederick Dr SB: Prince Frederick Dr. 15 Min. Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:00 4 0 4 8 22 1 12 35 0 135 15 150 15 114 0 129 322 7:00 7:15 3 1 4 8 25 3 14 42 0 148 16 164 17 150 2 169 383 7:15 7:30 4 1 2 7 30 3 13 46 1 154 17 172 23 189 0 212 437 7:30 7:45 10 0 3 13 42 1 21 64 0 165 23 188 24 125 3 152 417 7:45 8:00 12 1 6 19 32 0 15 47 1 120 24 145 23 137 1 161 372 8:00 8:15 9 0 5 14 20 0 18 38 2 116 16 134 16 132 0 148 334 8:15 8:30 4 1 4 9 27 1 11 39 0 141 22 163 22 131 1 154 365 8:30 8:45 2 1 3 6 15 0 12 27 0 131 18 149 37 156 4 197 379 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 9:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:15 9:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 9:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A.M. Total 48 5 31 84 213 9 116 338 4 1110 151 1265 177 1134 11 1322 3009 A.M. Total 16:00 2 4 3 9 46 0 59 105 0 147 37 184 37 156 0 193 491 16:00 16:15 4 1 5 10 48 0 58 106 1 167 35 203 40 160 1 201 520 16:15 16:30 3 2 5 10 48 0 50 98 1 182 35 218 38 133 2 173 499 16:30 16:45 6 3 4 13 67 3 60 130 0 219 49 268 56 171 1 228 639 16:45 17:00 3 1 5 9 46 1 45 92 2 202 56 260 67 140 3 210 571 17:00 17:15 2 1 2 5 44 0 55 99 0 196 54 250 69 151 0 220 574 17:15 17:30 4 1 3 8 43 2 51 96 2 159 60 221 85 149 4 238 563 17:30 17:45 2 0 1 3 31 1 42 74 0 160 45 205 61 140 1 202 484 17:45 19:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 18:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:15 18:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:30 18:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:45 P.M.Total 26 13 28 67 373 7 420 800 6 1432 371 1809 453 1200 12 1665 4341 P.M.Total 1 Hour EB: Fairfield hm WB: Costello Dr NB: Prince Frederick Dr SB: Prince Frederick Dr I Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:00 21 2 13 36 119 8 60 187 1 602 71 674 79 578 5 662 1559 7:00 7:15 29 3 15 47 129 7 63 199 2 587 80 669 87 601 6 694 1609 7:15 7:30 35 2 16 53 124 4 67 195 4 555 80 639 86 583 4 673 1560 7:30 7:45 35 2 18 55 121 2 65 188 3 542 85 630 85 525 5 615 1488 7:45 8:00 27 3 18 48 94 1 56 151 3 508 80 591 98 556 6 660 1450 8:00 8:15 15 2 12 29 62 1 41 104 2 388 56 446 75 419 5 499 1078 8:15 8:30 6 2 7 15 42 1 23 66 0 272 40 312 59 287 5 351 744 8:30 8:45 2 1 3 6 15 0 12 27 0 131 18 149 37 156 4 197 379 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 9:00 16:00 15 10 17 42 209 3 227 439 2 715 156 873 171 620 4 795 2149 16:00 16:15 16 7 19 42 209 4 213 426 4 770 175 949 201 604 7 812 2229 16:15 16:30 14 7 16 37 205 4 210 419 3 799 194 996 230 595 6 831 2283 16:30 16:45 15 6 14 35 200 6 211 417 4 776 219 999 277 611 8 896 2347 16:45 17:00 11 3 11 25 164 4 193 361 4 717 215 936 282 580 8 870 2192 17:00 17:15 8 2 6 16 118 3 148 269 2 515 159 676 215 440 5 660 1621 17:15 17:30 6 1 4 11 74 3 93 170 2 319 105 426 146 289 5 440 1047 17:30 17:45 2 0 1 3 31 1 42 74 0 160 45 205 61 140 1 202 484 17:45 18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 1 Hour EB: Fairfield Inn WB: Costello Dr NB: Prince Frederick Dr SB: Prince Frederick Dr I Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:15 29 3 15 47 129 7 63 199 2 587 80 669 87 601 6 694 1609 7:15 A.M. Peak PIIF = 0.62 PIIF = 0.78 PIIF = 0.89 PHF = 0.82 0.92 A.M. Peak 16:45 15 6 14 35 200 6 211 417 4 776 219 999 277 611 8 896 2347 16:45 P.M. Peak PIIF = 0.67 PIIF = 0.80 PIIF = 0.93 PIIF = 0.94 0.92 P.M. Peak A Traffic Impact Analysis of Carpers Valley Development Located in: Frederick County, Virginia Prepared for: Carpers Valley Development, LLC 480 Jubal Early Drive, Suite 330 Winchester, VA 22601 Prepared by: Patton Harris Rust & Associates Engineers. Surveyors. Planners. Landscape Architects. 10212 Governor Lane Blvd, Suite 1007 Williamsport, MD21795 PIP T 301.223.4010 F 301.223.6831 February 8, 2008 f= F i 1 4 2008 OVERVIEW Report Summary Patton Harris Rust & Associates (PHR+A) has prepared this document to present the traffic impacts associated with the proposed Caipers Valley development located along the south side of Route 50 (Millwood Pike), between Prince Frederick Drive and Victory Road, in Frederick County, Virginia. The proposed development is comprised of 128 multi -family units, 422 townhouse units and 540,000 square feet of retail and 360,000 square feet of office. PHR+A has provided analysis for three (3) scenarios: Scenario 1 assumes the fill build -out with access to be provided via Coverstone Drive (future roadway) located along the south side of Route 50 (Millwood Pike), opposite Sulphur Springs Road, Scenario 2 assumes the fill build -out with access to be provided via a proposed site -driveway (fixture roadway) located along the south side of Route 50 (Millwood Pike), opposite hiverlee Way and Scenario 3, a combination of the two (2) aforementioned scenarios, assumes the full build -out with access to be provided via both Coverstone Drive and the proposed site -driveway located opposite hlverlee Way. Figure 1 is provided to illustrate the location of the proposed Caipers Valley Development with respect to the surrounding roadway network. Methodology The traffic impacts accompanying the Carpers Valley Development were obtained through a sequence of activities as the narratives that follow document: • Assessment of background traffic including other pla;med projects in the area of impact, • Calculation of trip generation for the proposed Caipers Valley Development, • Distribution and assigmrient of the Carpers Valley Development generated trips onto the completed roadway network, • Analysis of capacity and level of service using the Synchro 7 for existing and future conditions. Assumed Improvements The following assumptions are incorporated in the analysis based upon the scoping session between the Virginia Department of Transportation (VDOT) and PHR+A. • 3% growth rate along Sulphur Springs Road and 2% growth rate along Route 50 and Route 522, respectively, per year through year 2015. 2% growth rate along Sulphur Springs Road and 1 % growth rate along Route 50 and Route 522, respectively, from year 2015 through year 2025. • Future re-aligiunent of the intersection of Route 522 and Route 50. I� P"R+A 1 A Tragic Impact Analysis of Cnrpers Valle>> Development Project Number: 13415-1-3 February 8, 2008 Page I No Scale r Q Apple o Blossom Mall /f SITE ==;�,:.,,, _ 'n15R.H. - •� �5U fri ��`�.��'��. 1 `.. to - -- -- v Winchester n' ",,�Regional`Airpoft " All �' !', \ E-� ::. r1?• •.Rio"�. I, I Figure 1 Vicinity Map: Carpers Valley Development, in Frederick County, VA I� Pi--TR+A i A Traffic Impact Analysis of Careers Valley Development Project Number: 13415-1-3 February 8, 2008 Page 2 EXISTING CONDITIONS PHR+A conducted Weekday AM/PM peak hour and Saturday Mid -day peak hour manual turning movement counts at the intersections of Route 50 (Millwood Pike)/Victory Road, Route 50 (Millwood Pike)/Sulphur Springs Road, Route 50 (Millwood Pike)/Prince Frederick Drive/Custer Avenue, Route 522 (Front Royal Pike)/Costello Drive and Prince Frederick Drive/Costello Drive. ADT (Average Daily Traffic) was established along each of the study area roadway links using a "k" factor (the ratio of PM peak hour traffic volumes to 24-hour traffic volumes) of 7.9% and 8.3% for Route 50 (Millwood Pike) and Route 522 (Front Royal Pike), respectively, based upon the published Virginia Department of Transportation (VDOT) 2006 traffic count data. Figure 2 shows the existing Weekday and Saturday ADT as well as Weekday AM/PM peak hour and Saturday Mid -day peak hour traffic volumes at key locations within the study area. Figure 3 shows the existing lane geometry and Weekday AM/PM peak hour and Saturday Mid -day peak hour levels of service at the study area intersections. PHR+A has provided Table 1 to show the existing Weekday AM/PM and Saturday Mid- day peak hour levels of service and 95`h percentile back of queue for each lane group. All traffic count data and SYNCHRO level of service worksheets are included in the Appendix section of the report. P"R+A L JL A TraCic Impact Anahisis of Carpers Valley Development Project Number: 13415-1-3 February 8, 2008 Page 3 No Scale Figure 2 ` `to j r w � � Weekday 1 Saturday ADT -F- AM Peak Hour(PM Peak Hour)[SAT Peak Hourl Existing Traffic Conditions A Traffic Impact Analysis of Carpers Vallev Development Project Number: 13415-1-3 February 8, 2008 Page 4 No Scale �e�r�J �.►i�; �c ignalizea SO 1` Intersection `C LOS=B(B)1BI/ signalized Intersection LOS=A(B)ICI �`C r /d/Cic, -*N A, moo -I- Figure 3 Signalized Intersection LOS=B(A)IBI :Ute �o .rsf 1< 10 Unsignalized �r6 Intersection J N AAP Denotes stop sign control IDenotes traffic signal control * Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) [SAT Peak Hour] Note: See Table 1 for levels of service by "Lane Group" Existing Lane Geometry and Levels of Service A Ti of is Impact Ali crh sis of Cawers Valley Developmew P"R Project Number: 13415-1-3 February 8, 2008 Page 5 'rabic 1 Existing Traffic Conditions Levels of Service and Back of Queue (95'%) Results Intersection rtnfltc Control Lane Croup/ Approach Ahl Peak (lour I'hl Peal: flour SAT Peal: (lour LOS Back of Queue LOS Back of Queue LOS Back of Queue Route 522 & Costello Drive Signalized g EB/LT D 25.0 C 250 D 25.0 EB/R C 25.0 A 25.0 D 25.0 EB LOS C C D WB/L C 75.0 D 112.0 F 189.0 WB/LT C 75.0 D 110.0 F 194.0 WB/R B '50 B 52.0 C 133.0 WB LOS C C D NB/L A 25.0 A 25.0 A 25.0 NBrr Lane I A 79.0 A 940 A 45.0 NBrr Lane 2 NB/TR Nil LOS A A A SB/L A 41 0 C 245.0 E 3330 SBrr A 124.0 A 118.0 A 59 0 SBrrR SB LOS A A C Overall LOS A ❑ C Prince Frederick Drive & Costello Drive Unsignalized EB/L A 25.0 B 25.0 A 25.0 EB/R - - - - - - NB/LT A 25.0 A 250 A 25.0 SB/TR - - - - - - Route 50 & Prince Frederick Drive Signalized EB/L B 29.0 D 140.0 C 830 EBrr Lane I C 157.0 B 83.0 B 111.0 EBrr Lane 2 EB/R A 25.0 A 25.0 A 25.0 EB LOS C B R WB/L C 64.0 B 33.0 ' B 54.0 WBrr C II5.0 B 153.0 8 131.0 WBlrR WB LOS C B B NB/LT A 25.0 B 98.0 B 44.0 NB/R A 250 A 32.0 A 1 25.0 NB LOS A B A SB/LTR A 1 76.0 B 7 72.0 A 1 44.0 SB LOS A B A Overall LOS B B B Route 50 & Inverlec Drive Unsignalized ERrr Lane I - - - - - - EBlr Lane 2 Warr Lane I WB/r Lane 2 WB/R - - - - - - SB/R Rothe 50 & Covcrstone Drive/Sulphur Springs Road Signalized EB/L A 28.0 C 99.0 C 147.0 EBrr Lane I B 96.0 A 50.0 A 58.0 EBrr Lane 2 EB LOS B B B W 13rr Lane 1 A 58.0 A 122.0 A 89.0 WB(I' Lane 2 WB/R A 1 25.0 A 1 25.0 A 25.0 WR LOS A A A SB/LR B 89.0 B 64.0 B 159.0 SB LOS B R B Overall LOS B A B Route 50 & Victory Road Victory Unsignalized EB/L A 25.0 A 25.0 A 25.0 EBrr Lane I EBrr Lane 2 EB/R - - - - - - WB/L A 25.0 A 25.0 A 25.0 w Brr WB TR NB/LTR C 29.0 E 92.0 C 25.0 SB/LTR B 25.0 B 250 A 25.0 � PHP 1 * Assurned 25 feet Vehicle Length EB = Eastbound, WB =Westbound, NB = Northbound, SB = Sorthbound L: Left,'CThni, R: Right A Traffic Impact Analluis of Ca/pels Valley Development Project Number: 13415-1-3 February 8, 2008 Page 6 2025 BACKGROUND CONDITIONS PHR+A has provided analysis for three (3) scenarios: Scenario 1 assumes the full build -out with access to be provided via Coverstone Drive (future roadway) located along the south side of Route 50 (Millwood Pike), opposite Sulphur Springs Road, Scenario 2 assumes the full build -out with access to be provided via a proposed site -driveway (future roadway) located along the south side of Route 50 (Millwood Pike), opposite hiverlee Way and Scenario 3, a combination of the two (2) aforementioned scenarios, assumes the full build -out with access to be provided via both Coverstone Drive and the proposed site - driveway located opposite Inverlee Way. To obtain 2025 base conditions, PHR+A applied annual growth rates of three percent (3%) to the existing traffic volumes along Sulphur Springs Road and two percent (2%) to the existing traffic volumes along Route 50 and Route 522, respectively, per year through year 2015. Annual growth rates of 2% and 1 % were applied to Sulphur Springs Road and Route 50/Route 522, respectively, from year 2015 through year 2025. Additionally, all trips relating to specific future "other developments" located within the vicinity of the proposed development were included. Using the 7"' Edition of ITE's Trip Generation Report, PHR+A has provided Table 2 to summarize the 2025 "other development" trip generation. Table 2 2025 "Other Development" Trin C:Pnrratinn Snmmnry Code Land Use Amount AM Peak Hour In Out Total PM Peak Hour In Out Total ADT Sat Peak Hour In Out Total ADT Ravens Subdivision * 210 Single -Family Detached 115units 22 67 90 78 44 122 1,150 61 52 113 1,200 Total 1 22 67 90 78 44 122 1,150 61 52 113 1,200 UI the _So units proposea for the Kavens lubdl Vlson development, 4/0 units are occupted. Figures 4a through 4c show the 2025 background Weekday and Saturday ADT as well as Weekday AM/PM peak hour and Saturday Mid -day peak hour traffic volumes at key locations throughout the study area for Scenarios 1, 2 and 3, respectively. Figures 5a ' through 5c show the respective Weekday AM/PM peak hour and Saturday Mid -day peak hour levels of service at the study area intersections. Tables 3a through 3e are provided to show the 2025 background Weekday AM/PM and Saturday Mid -day peak hour levels of ' service and 95"' percentile back of queue for each lane group for Scenarios 1, 2 and 3, respectively. All SYNCHRO level of service worksheets are included in the Appendix section of this report. A Traffic Impact Analysis oiCmojec NValleyumb Development Project Number: 13415-1-3 PHR-+A February 8, 2008 1 1 Page 7 No Scale 0 w Road % ►,er It jCD a J � b 2, o a Weekday1 Saturday ADT A AM Peak Hour(PM Peak Hour)[SAT Peak Hou► l Figure 4a Scenario #1 2025 Background Traffic Conditions A Tin/ ►c Impact Analysis of Cnrojec Num Development Project NumUcr: ] 3415-1-3 R+AFebruary 8, 2008 8 PH 8 No Scale J2j)/1g ///(ajs �► J��'(� JI 9/ 9 IFigure 4b � ry /6/JJSI(J 191(l9712 %%A i�r` SSp��)/IJI (Iq)6q� gS1Ja 72(68)�8�� /�qql °J pJd'y� / O 00 ��/ SITE J fre ryo1 `'% % '�,__-� SITE r so 1 a .CO . I CD U� d PT-TR+A JL I 1 un ur Sprlr lgs Road 1�198( I` z ZN \L Weekday ADT Saturday ADT AM Peak I-Iour(PM Peak Hour)[SAT Peak Hour] Scenario #2 2025 Background Traffic Conditions A Traffic Impact Anal ,s�of Caipers Vallee Development Anal )s�of Carers Vallee Development Project Number: 13415-1-3 February 8, 2008 Page 9 11 No Scale Road �o �CD 01 �:fo to wci i �:eCD d �CD Q�c�m W e a Weekday ADT Saturday ADT A AM Peak Hour(PM Peak Hour)[SAT Peak Hour] Figure 4c Scenario #3 2025 Background 'Traffic Conditions A Tra fc Impact Analysis o Cmpers Valley Development Project Number: 13415-1-3 February 8, 2008 Page 10 No Scale Signalized Intersection LOS=B(B)IC <,`V� P A c �j G S (cam Unsignalized `tee ° Drft,e Intersection S �s tee, q tic G��91 +7P gi�os� �N Unsignalized Intersection Signalized Intersection o \♦jy t� °o LOS=B(B)(Cj y, SITE dA. c)\c\ SITE �';i ♦`O` Sf 'O �r � �m Signalized "Suggested 2 Intersection Improvements" LOS=A(A)lA Signalization 50 J Z 4°aJ �9J� v ,,,jgSRoad Jan + i Y Unsignalized oaa �r9�1 Intersection 50 � Denotes stop sign control 9 q Denotes traffic signal control * Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) [SAT Peale Hour] Note: See Table 3a for levels of service by "Lane Group" / \ Note: Funding for "Suggested Improvements" has yet to be indentified I I I Figure 5a Scenario #1 2025 Background Lane Geometry and Levels of Service A TroT is Impact Analysis of Carpets Valle)) Development Project Number: 13415-1-3 February 8, 2008 Page 11 No Scale GG S:rlized 50 G1 Intersection � ` i.nS=rvrurit / / Unsignalized Intersection a / t� /a 5l I: Signalized "Suggested Intersection Improvements" LOS=A(B)IAI Signalization Signalized Intersection LOS=B(B)ICl IC (t1 `�i q iM 3 c ` ��Costello / Unsignalized ��e, S,`� j 50 Intersection / oc' q{ q / 471* Signalized �`►' C{S i/� Intersection o0 LOS=B(B)IC G�NC,\ o /A. 9� SITE 'ke `` Sul hur Springs Road 522 SITE 0 1*6 t Colt, .�oae 10 1 Signalized "Suggested Intersection Improvements" Unsignalized LOS=A(A)IA Signalization °yaw ry, Intersection ° xG 5o G��l �` 50 J Q)Denotes stop sign control Denotes traffic signal control * Denotes Unsignalized Critical Movement AM Peale Hour (PM Peak Hour) [SAT Peak Hour] Note: See Table 3b for levels of service by "Lane Group" PT TP '+ / Note: Funding for "Suggested Improvements" has yet to be indentified Figure 5b Scenario #2 2025 Background Lane Geometry and Levels of Service II PHR+A 1 A Traffic hnpact Analysis of Carpers 1lalley Development Project Number: 13415-1-3 February 8, 2008 Page 12 a� ! �GL No Scale 9l��J���'►i���rcJ/c 50 GAG signalized 1� Intersection `v LOS=B(C)IB)/ Signalized Intersection LOS=B(B)ICI G L T �t �t Crc( C'°stet/° ! Unsignalized Dime I» tersectimi 4-1 !9 G ` : ,. �S Signalized IntctseB)I j%' SITE a'' °°d Los=Bi)IcI `c� qti, Alke ` G�o �M SITE % �o 0 �� . oleo ' R �t��; 0 0 Signalized "Suggested Intersection Improvements" LOS=A(A)IA Signalization 6 ROad 1�lt1,\ Unsignalized \ryJ Intersection y y/� �1G`oc�9,p may/ Denotes stop sign control Denotes traffic signal control * Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) [SAT Peak Hour] Note: See Table 3c for levels of service by "Lane Group" A Note: Funding for "Suggested Improvements" has yet to be indentified Figure 5c Scenario # 3 2025 Background Lane Geometry and Levels of Service A Traffic Impact Anah)sis of Capers Valley Development Project Number: 13415-1-3 February 8, 2008 Page 13 11 Table 3a Scenario #1 - 2025 Background Traffic Conditions Levels of Service and Back of Queue (95'%) Results Inlcrseclion Traffic Control Lane Group/ Approach AM peak flour 1'M Peak (lour SAT Peal: Flour LOS Back of Queue LOS Back of Queue LOS Back of Queue Route 522 & Costello Drive Signalized ED/LT C 25.0 C 25.0 C 25.0 EB/R C 25.0 A 25.0 C 25.0 EB LOS C C C WB/L c 75.0 C 87.0 D 108.0 WB/LT C 75.0 c 86.0 D 111.0 WB/R B 25.0 B 50.0 A 37.0 i1'B LOS C c B NB/L A 25.0 C 25.0 c 25.0 NBIT Lane I B 156.0 C 276.0 C 202.0 NB(F Lane 2 NB/TR NB LOS B C C SB/L C 74.0 C 193.0 C 509.0 SBrF A 163.0 A 215.0 A 125.0 SBlI R SB LOS A B C Overall LOS B B C Prince Frederick Drive & Costello Drivc Unsignalized EB/L A 25.0 B 25.0 A 25.0 EB/R NB/LT A 25.0 A - 25.0 - A - 25.0 SB/TR Route 50 & Prince Frederick Drive Signalized EB/L A 25.0 C 124.0 C 85.0 EBli' Lane 1 B 108.0 A 112.0 B 92.0 EB/f Lane 2 EB/R A 25.0 A 25.0 A 25.0 EB LOS B B B WB/L B 36.0 B 58.0 B 36.0 WBfF B 82.0 C 385.0 B 113.0 WB(FR WEI LOS B C B NB/LT B 26.0 C 126.0 ' B 54.0 NB/R A 1 25.0 A 1 38.0 A 25.0 NB LOS A C B SB/LTR B 104.0 C 11 120.0 B 84.0 SB LOS B C B Overall LOS B c B Route 50 & Inverlee Drive Unsignalized EB/f Lane 1 EBrF Lane 2 W Brf Lane 1 WBrF Lane 2 WB/R - - - - - - SB/R Route 50 & Coverstone Drive/SulphurSprings Road Signalized EB/L B 47.0 C 192.0 c 291.0 148.0 A 65.0 B 87.0 B B B hEBrrL.neB I B 84.0 C 374.0 C 222.0 A 25.0 A 60.0 A 39.0 B C C SB/LR B I173.0 C 1 154.0 C 329.0 SB LOS B C C Overall LOS B B C Route 50 & Victory Road Signalized EB/L A 25.0 A 46.0 A 25.0 EBrF Lane I A 105.0 A 88.0 A 66.0 EBlI' Lane 2 EB/R A 25.0 A 25.0 A 25.0 EB LOS A A A WB/L A 25.0 A 25.0 A 25.0 W B!I' A 50.0 A 200.0 A 68.0 WBrFR R'B LOS A A A D 77.0 D 119.0 D 67.0 EBLTOPS D D DC 25.0 A 25.0 A 25.0 C A A Overall LOS A A A 1 T�HIZ/1 1 ' Assumed 25 feet Vehicle Length EB = Eastbound, WB =Westbound, NB = Northbound, SB = Sonlhbonnd L: Left, T:Thnt, R: Right A Traffic Impact Anah/sis Of Calpers Valle)) Development Project Number: 13415-1-3 February 8, 2008 Page 14 Table 3b Scenario 112 - 2025 Background Traffic Conditions Levels of Service and Back of Queue Results Intersection Traffic Control lane Group/ Approach AM Peak (lour PINI Peak Ilour SAT Peak Ilour LOS Back of Queue LOS Back of Queue LOS Back of Qucue Rmac 522 R Costello Drive Signalized EB/LT C 25.0 C 25.0 D 25 0 EB/R C 25.0 A 250 C 25.0 ED LOS C C C WB/L C 67.0 C 87.0 D 143 0 WB/LT C 67.0 C 86.0 D 146.0 WB/R B 25.0 D 50.0 B 118.0 1V0 LOS C C C NM A 25.0 C 25.0 C 25.0 NBrr Lane I D 159.0 C 2760 C 315.0 NBIT Lane 2 NBrrR NB LOS B C C SB/L C 660 C 193.0 C 355.0 SBrr A 1660 A 215.0 A 117.0 SDlrR SB LOS A B C Overall LOS B B C Prince Frederick Drive & Costello Drive Unsignalizcd EB/L A 25.0 B 25.0 A 25.0 EB/R - - - N D/LT A 25.0 A 25 0 A 25.0 SDrrR Route 50 R Prince Frederick Drive Signalized EB/L A 25.0 B 87.0 A 46.0 EBrr Lane I A 131.0 A 121.0 A 120.0 EB/1' Lane 2 EB/R A 25.0 A 25.0 A 25.0 ED A A A A 31.0 B 590 C 720 A 84.0 C 385.0 C 288.0 A C C C 48.0 C 124.0 C 80.0 B 25.0 A 38.0 A 32 0 NB LOS C C C SB/LTR C 1 157.0 B 1 90.0 B 1 77.0 SB LOS C B B Overall LOS B C B Route 50 8 Invcrlee Drive Signalizcd EB/LT B 255.0 A 87.0 A 78.0 EBrr ED LOS B A A WBrr Lane I A 191.0 A 41 L0 A 108.0 1 WBrF Lane 2 WB/R A 25.0 A 25.0 A 25.0 WB LOS A A A SB/LR C 1 74.0 C 1 52.0 C 60.0 SB LOS C C C Overall LOS B A A Rare 50 & Covcrstone Drivc/Sulplmr Springs Road Signalized ED/L A 25.0 C 1920 B 234.0 EBrr Lane I A 53.0 A 65.0 A 55.0 EB/I' Lane 2 Ell LOS A B B %VBrr Lane I C 151.0 C 374.0 C 364.0 WB/T Lane 2 WB/R A 1 29.0 A 60.0 B 1 55 0 W LOS B C C SB/LR C 1 269.0 C 1 154.0 C 1 296.0 SB LOS C C C Overall LOS B B C Route 50S Victory Road Signalized ED/L A 250 A 53.0 A 25.0 EBrr Lane I A 58.0 A 1210 A 38.0 EB/I' Lane 2 EB/R A 25.0 A 25.0 A 25 0 ED LOS A A A W B/L A 250 A 25.0 A 25.0 WI, A 50.0 A 2000 A 68.0 WDrrR WB LOS A A A NB/LTR D 76.0 D 119.0 D 67.0 NB LOS D D D SB/LTR C 25.0 A 25.0 A1 25.0 SB LOS C A A Overall LOS A A A � P"PN+-A 1 ' Assumed 25 feet Vehicle Length ED = Eastbound, WB =Westbound, NB =Northbound, SB = Southbound L- LeR, T-Thru, R: Right A Traj/ic Impact Analpsis of Cagjers Vallet/ Development Project Number: 13415-1-3 February 8, 2008 Page 15 I I Table 3c Scenario 113 - 2025 Background Traffic Conditions Levels of Service and Back of Queue (95'G.) Results Intersection Traffic Control Lane Graup/ Approach ANI Peak (lour I'M Peak Hour SAT Peak Ilour LOS Back of Queue LOS Back of Queue LOS Back of Queue Roulc 522 & Costello Drive Signalized EB/LT C 25.0 C 150 D 250 EB/R C 25.0 A 25.0 C 25.0 EB LOS C C C WB/L C 67.0 C 87.0 D 143.0 WB/LT C 670 C 860 D 1,16.0 WB/R B 25.0 B 50.0 D 118.0 WB LOS C C C NB/L A 25.0 C 250 C 25.0 NBlr Lane I B 159.0 C 276.0 C 315.0 NBlr Lane NB fR NB LOS B C C SB/L C 660 C 193.0 C 355.0 SBrr AI66.0 A 215 0 A 117.0 S13 R SB LOS A B C Overall LOS B B C Hue Frederick Drive & Costello Drive 1-1-gnalized EB/L A 25.0 B 25.0 A 1 25.0 EB/R - - - NB/LT A 25.0 A 25.0 A 25 0 SB/rR Route 50 & Prince Frederick Drive Signalized E-B/L A 25.0 B 87.0 A 460 EB/r Lane I A 131.0 A 121.0 A 120.0 EBl1' Lane 2 EB/R A 1 25.0 A 25.0 A 25.0 EB LOS A A A WB/L A 31.0 13 59.0 C 72.0 W1 A 84.0 C 3850 C 288.0 WBrfR SVB LOS A C C NB/LT C 48.0 C 124.0 C 80.0 NB/R B 25.0 A 38.0 r A 32.0 NB LOS C C C SB/LTR C 1 1570 D 90.0 B 77.0 SB LOS C B B Overall LOS B C B Route 50 & Invcrlec Drive Signalized EB/LT B 2550 A 87.0 A 78.0 EB/r EB LOS B A A WBfF Lane I A 191.0 A 41 I.0 A I08.0 WBlf Lane 2 WB/R A 1 25.0 A 25.0 A 25.0 MIR LOS A A A SB/LR C 1 740 C T 52.0 C 1 60.0 SB LOS C C C Overall LOS B A A Route 50 & Coverstms Drive/Sulphur Springs Road Signalized EB/L A 25.0 C 192.0 B EBn Lane I A 53.0 A 65.0 A t__21,40 5.0 EBrr Lane 2 EB LOS A B B 1VBlr Lane I C 151.0 C 374.0 C 364.0 WB/f Lane 2 \VB/R A 29.0 A 600 B 55.0 \VB LOS B C C SD/LR C 1 269.0 C 154.0 C 29G.0 SB LOS C C C Overall LOS B B C Route 50 & Victory Road Signalized EB/L A 25.0 A 53.0 A 250 EBlf Lane I A 58.0 A 121.0 A 38.0 EB/r Lan,-2 EB/R A 25.0 A 25.0 A 25.0 EB LOS A A A WB/L A 250 A 25.0 A 25.0 wB? A 50.0 A 1 200.0 A 68.0 \VB/fR WB LOS A A A NB/LTR D 1 760 D 1 119.0 D 67.0 NB LOS D D D SB/LTR C 1 250 A 1 25.0 A I25.0 SB LOS C A A Overall LOS A A A � P"k+A 1 .4sstined 25 feet Vehicle Length EB = Eastbound, \V13 =Westbound, NB = Northbound, SB = Southbormd L: Le, T Thru, R: Right A Traffic Impact Analysis of Calpers Valley Development Project Number: 13415-1-3 February 8, 2008 Page 16 I TRIP GENERATION Using the 7th Edition of the Institute of Transportation Engineers' (ITE) Tri Generation Report, PHR+A has prepared Table 4 to summarize the trip generation for the proposed Carpers Valley development. Table 4 Proposed Development: Carpers Valley Development 202.5 Trin Generation Suns n iry Code Land Use Amount ANl Peak hour In Out Total PNI Peak Hour In Out Total ADT SAT Peak (lour In Out Total ADT 220 Apartment 128 units 13 53 66 57 31 88 920 36 36 72 749 230 TOR9lhouse/Cmtdo 422 units 49 164 213 176 100 275 2,753 128 115 247 2,787 820 Retail 540,000SF 263 168 430 915 991 1,905 20,323 1,347 1,243 2,590 26,734 710 Off -ice 360,000SF 460 63 523 82 400 482 3,577 56 48 104 789 Sub -Total 785 448 1,233 1,230 1,522 2,750 27,573 1,567 1,442 3,013 31,058 Internal Trip RerhtcHon (amv 5% 15%)- 28 28 56 55 55 109 1,469 37 37 74 1,140 Retail Pass-6j, Trip Reduction (mar 254) 54 54 108 238 238 476 5,081 324 324 648 6,683 Total 'New Trips" 1 703 366 1.069 1 937 1,229 2,165 1 21,023 1 1,207 1,082 2,292 1 23.235 rer —apter � � t t uk regmanons uy v uv t, Dw, tor. anu t rn, nnemal top reuticuons are appueu to restuenual AM peat; Hour, FM peak 1101T and .14-hour trips, respectively. TRIP DISTRIBUTION AND TRIP ASSIGNMENT The distribution of trips for Scenarios 1, 2 and 3, shown in Figures 6a through 6e, respectively, were based upon local travel patterns for the roadway network surrounding the proposed Carpers Valley site. Figures 7a through 7e show the corresponding development -generated Weekday AM/PM peak hour trips and ADT as well as Saturday Mid -day peak hour trips and ADT. 2025 BUILD -OUT CONDITIONS The Carpers Valley assigned trips (Figures 7a-7c) were added to the 2025 background traffic volumes (Figures 4a-4c) to obtain 2025 build -out conditions. Figures 8a through 8c show the 2025 build -out Weekday ADT and AM/PM peak hour traffic volumes as well as Saturday ADT and Mid -day peak hour traffic volumes at key locations throughout the study area for Scenarios 1, 2 and 3, respectively. Figures 9a through 9c show the respective Weekday AM/PM peak hour and Saturday Mid -day peak hour levels of service and lane geometry. PHR+A has provided Tables 5a through 5e to show the 2025 build -out Weekday AM/PM and Saturday Mid -day peak hour levels of service and 95t" percentile back of queue for each lane group for Scenarios 1, 2 and 3, respectively. All SYNCHRO level of service worksheets are included in the Appendix section of this report. 1 P_jR+A 1 A Tra(Tc Impact Anahtsis of Caipers Valley Development Project Number: 13415-1-3 February 8, 2008 Page 17 No Scale Residential Retail �n Figure 6a Scenario # 1 Trip Distribution Percentages s1 Traffic Impact Analysis of CarP"R+Aoje c Valley Del 3415-1-3 Project Number: 13415-] -3 February 8, 2008 Page 18 No Scale 50/. 5% 30% 45% Jy C, °Sfel10 `V 4, SITE °°� wSulphurspr��l�s Roa 522 SITE so � 15% 10% n < Co`C,/-, fle��l�e o }d got 45% 25% Residential Retail A Figure 6b Scenario # 2 Trip Distribution Percentages 1)1��R+A A Traffic Impact Anahsis ofCaiojec Numb Development Project Number: 13415-1-3 February 8, 2008 Page 19 No Scale Residential Retail Figure 6c Scenario # 3 Trip Distribution Percentages A Tr nflic Impact Analysis of Carvers a levDevelopment Project Number: 134151-3 P"R+A February 8, 2008 Page 20 No Scale x a Weekday 1 Saturday ADT AM Peak Hour(PM Peak IIour)[SAT Peak Hour] * Denotes Pass -by Trips Figure 7a Scenario #1 Development -Generated Trip Assignments A P"R+ATrn tc L��pnct Annitsis o Cn ojec Ville , Devel%memo Cn ojec Num : 134 5-1-3 Project Number: 13415-1-3 February 8, 2008 IL I Page 21 No Scale �o� 3`D ^ti r i h�l i 1 i r1 b� b 522 J 00, 0 � ����J� Jj�✓�s � S os/ello Drf�e �i~6zll �� CP,��J��� 0 2472 ` q� °o 0 SITE fi.I sal nu, Springs Roa 522d ,,�� SITE 50 3189 !p COsfeJfOb, ^'bah JS`rOS , C� < S � ° ��il oJl�B ` yes°'�edr. rn a w►�� p/ '`e `yd w 0 Weekday Saturday ADT AM Peak Hour(PM Peak Hour)[SAT Peak Hour] PT TP + * Denotes Pass -by Trips Figure 7b Scenario #2 Development -Generated Trip Assignments A Traffic Impact f1nnlysis o Cmojec Valley r:Development P"R+A Project Number: 13415-1-3 February 8, 2008 Page 22 No Scale SITE Road SITE 1 Saturday ADT AM Peak Hour(PM Peak Hotir)[SAT Peak Hour] * Denotes Pass -by Trips Figure 7c Scenario #3 Development -Generated Trip Assignments A TrnTic Impact Analysis o CaiPT--TR+Aojec Valley Development Project Number: 13415-1-3 February 8, 2008 IL 1 Page 23 \ lopb O No Scale � 2 � (j;jj )/3S31 ,(I0I9)88 6(c3 / °Ste/j0 Dr 3)/IIJ2 522 �roryq 50 3IZ3I roIFJ �O 1146mod' 22 /669I ',3, 6)690 r� SBZ� (,0 66)?82 st Ilo {, s) S 2I r�1 j6J/yam l5/ 19362 ` `SITE �o w Sulphur S O� 1 1'n„gs Road 522 �`��` �, SITE 50 15169 /2pl0ofsteJlOO� �~~`'�q` 3y9/ erstOt,e Gyd t ^ ^ Zj w �y2 ti, \b41�1ti�� O Weekday 1 Saturday ADT P,r TP + A AM Peal( Hour(PM Peal( I-Iour)[SAT Peak Hour) Figure 8a Scenario #1 2025 Build -out Traffic Conditions Traffic Impact Analysis of Capers Malley rDevelopment 134 t� -1-3 P,__TR+AProject Number: 13415-1-3 February 8, 2008 Page 24 -I- Figure 8b P"R+A Weekday 1 Saturday ADT AM Peak Hour(PM Peak Hour)[SAT Peak Hour] Scenario #2 2025 Build -out Traffic Conditions A TraTic Impact flnaNsis Of Caipers Vallet) Development Project Number: 13415-1-3 February 8, 2008 Page 25 � bb ob No Scale b 6 r`j74(Z�/GI G3)/4g /(p)I C 4)/Z8S/ /(j�) 7 I10np(IZ1S0 Ste o I 50 522 so Jz 3� 2 /sgl I(Z3! IS sl Jj 8y ._ s As22 /6j61/�z�Z�j)�j�% C Dr )350��►gi�J� O s 3I(Zz491)9�)p/��� / �ZRI a 8S8`j �` bp1 \NNp" Cd 19362 0 b� , qc°°o Ark c 2 SITE e Sul u. o` PhurSpri" S Road 522 ` `� SITE 50 15169 lj-171 62J/Z1%/Obey E `e b v` ✓ r� ,! t bD o ti Weekday O 1 Saturday ADT TJT T�'1TJ + AM Peak Hour(PM Peale Hour)[SAT Peak Hour] 1- Figure 8c Scenario #3 2025 Build -out Traffic Conditions A Traffic Impact Ann! st is of Ccnoec Volley Development P"R+AProject Number: 13415-1-3 February 8, 2008 Page 26 Signalized Intersection G\ LOS=B(C)ICI P t icy r. 3J�c°Sre„° I Unsignalized Drive Interslecti�on ell4S2 SITE C'°`e o rsfo�e do > Signalized "Suggested Intersection Improvements" Unsi nalized OS=A(A)�A� Signalization" g oaa ?,-6 Intersection 5050 9J` Denotes stop sign control i 4 a Denotes traffic signal control Denotes Unsignalized Critical Movemen ** Proffered Improvements AM Peak Hour (PM Peak Hour) [SAT Peak Hour Note: See Table 5a for levels of service by "Lane Group Nn1r • li,.nA— r— rre,..... i—I I— —+ +- t, Project Number: 13415-1-3 February 8, 2008 Page 27 No Scale signalized Intersection LOS=B(C)ICI A..M& �\ Unsignalized Intersection QDenotes stop sign control Denotes traffic signal control Denotes Unsignalized Critical Movement ** Proffered Improvements AM Peak Hour (PM Peak Hour) [SAT Peak Hourl Note: See Table 5b for levels of service by "Lane Group" Note: Funding for "Suggested Improvements" has yet to be indentified Figure 9b Scenario #2 2025 Build -out Lane Geometry and Levels of Service fl Ti q(tc Impact Analysis o1 Garners Numb r:Development 13415-1-3 P"R+A Project Number: 13415-I-3 February 8, 2008 I IL Page 28 No Scale Signalized Intersection LOS=B(C)IC1 ,� �• ��0 COsfP�/l Unsignalized r �r�t Intersection ♦ } 1 e 4 Z etc' "Suggested ers�O'�ed 0 ✓� q,\,1 nprovements" ��`e CD Y LL ignalization** d NB- 1 Left Signalized "Suggested V� Intersection Improvements" `�� fit• LOS=A(B)[AJ Signalization** Unsignalized r,6,6 Intersection 50 I �r !� �J� �`'► `�0 Denotes stop sign control Qaa�� 9�9J/ o Denotes traffic signal control 6 * Denotes Unsignalized Critical Movement Proffered Improvements AM Peak Hour (PM Peak Hour) [SAT Peak Hour] Note: See Table 5c for levels of service by "Lane Group" Note: Funding for "Suggested Improvements" has yet to be indentified Figure 9e Scenario #3 2025 Build -out Lane Geometry and Levels of Service A Ti rr(ftc /mpnct Annh sis of Cm pers ValleNUm : 13415-1-3 Project Number: 13415-1-3 PhR+A February 8, 2008 I g Page 29 Table Sa Scenario #1 - 2025 Build -out Traffic Conditions Levels of Service and Back of Oueue (95`%r) Results Intersection Traffic Control Lane Lane Group/ Approach AM Peak Hour PM Peak Hour SAT Peak Hour LOS Back of Queue LOS Back of Queue LOS Back of Queue Route 522 & Costello Drive Signalized EB/LT C 25.0 C 25.0 D 25.0 EB/R C 25.0 A 25.0 C 25.0 EB LOS C C C WB/L C 86.0 D 152.0 E 208.0 WB/LT C 86.0 D 157.0 E 211.0 WB/R B 26.0 A 58.0 A 41.0 WB LOS C C C NB/L A 25.0 C 25.0 D 25.0 NB/T Lane 1 B 203.0 C 328.0 C 232.0 NB/T Lane 2 NB/TR NB LOS B C C SB/L C 90.0 C 230.0 E 626.0 SB/T A 171.0 B 220.0 A 126.0 SB/TR SB LOS A B C Overall LOS B C C Prince Frederick Drive & Costello Drive Signalized EB/L D 67.0 E 165.0 E 138.0 EB/R B 57.0 B 1 62.0 B 88.0 EB LOS C C C NB/L A 25.0 B 130.0 D 270.0 NB/f A 37.0 B 553.0 B 578.0 NB LOS A B B SB/T A 233.0 A 137.0 C 1141.0 SB/R A 25.0 A 25.0 A 25.0 SB LOS A A C Overall LOS A B C Route & Princcee Frederick Drive Signalized EB/L B 28.0 E 213.0 C 97.0 EB/T Lane I C 248.0 D 252.0 D 262.0 EB/T Lane 2 EB/R A 25.0 A 111.0 B 220.0 EB LOS B C C WB/L D 161.0 C 242.0 D 465.0 WB/T B 95.0 C 467.0 C 249.0 WB/TR WB LOS B C C NB/L C 95.0 E 402.0 E 494.0 NB/LT C 97.0 E 416.0 E 491.0 NB/R B 32.0 B 102.0 A 77.0 NB LOS C D D SB/L D 61.0 D 54.0 E 73.0 SB/T D 98.0 E 72.0 E 62.0 SB/R B 44.0 B 38.0 B 37.0 SB LOS C D C Overall LOS B C C * Assumed 25 feet Vehicle Length EB = Eastbound, WB =Westbound, NB = Northbound, SB = Suthbound L: Left, T:Thru, R: Right A Tr•ar(rc Impact Ana&sis of Carpers Valley Development Project Number: 13415-1-3 February 8, 2008 Page 30 Table 5a (Continued) Scenario #1 - 2025 Build -out Traffic Conditions Levels of Service and Back of Oueue (95'%,) Results Route 50 & Inverlee Drive Unsignalized EB/T Lane 1 EB/T Lane 2 WB/f Lane I WBlf Lane 2 WB/R - - SB/R Route 50 & Coverstone Drive/SUlphur Springs Road Signalized EB/L Lane I D 52.0 D 135.0 D 163.0 EB/L Lane 2 EB/f A 77.0 A 111.0 C 223.0 EB/TR EB LOS B B C WB/L D 90.0 D 149.0 D 136.0 WB/f Lane 1 B 191.0 B 211.0 C 352.0 WB/I' Lame 2 WB/R A 25.0 A 32.0 A 25.0 WB LOS B B C NB/L C 73.0 D 33.0 D 68.0 NB/f C 41.0 D 157.0 C 112.0 NB/R B 44.0 A 29.0 A 34.0 NB LOS C C B SB/L D 179.0 D 81.0 C 102.0 SB/TR C 146.0 D 272.0 D 442.0 SB LOS C D D Overall LOS B C C Route 50 & Victory Road Signalized EB/L A 25.0 A 86.0 A 25.0 EB/T Lane 1 A 25.0 A 26.0 A 25.0 EB/T Lane 2 EB/R A 25.0 A 25.0 A 25.0 EB LOS A A A WB/L A 25.0 A 25.0 A 25.0 WB/T A 76.0 A 298.0 A 122.0 WB/TR WB LOS A A A NB/LTR D 1 76.0 D 127.0 D 1 67.0 NB LOS D D D SB/LTR C 25.0 A 25.0 A 25.0 SB LOS C A A Overall LOS A A A 1 A- * Assumed 25 feet Vehicle Length EB = Eastbound, WB =Westbound, NB = Northbound, SB = SouthbOUnd L: Left, T:Thru, R: Right A Traffic Impact Analysis of Carpers Valley Development Project Number: 13415-1-3 February 8, 2008 Page 31 u Table 5b Scenario #2 - 2025 Build -out Traffic Conditions Levels of Service and Back of Oueue (95`%,) Results Intersection Traffic Control Lane Group/ Approach AM Peak Flom• PM Peak Hour SAT Peak FIour LOS Back of Queue LOS Back of Queue LOS Back of Queue Route 522 & Costello Drive Signalized EB/LT D 25.0 C 25.0 D 25.0 EB/R C 25.0 A 25.0 C 25.0 EB LOS I D C D WB/L D 87.0 E 176.0 D 189.0 WB/LT D 87.0 E 181.0 D 194.0 WB/R A 25.0 B 58.0 A 89.0 WB LOS D D C NB/L A 25.0 C 25.0 D 25.0 NB/T Lane 1 B 197.0 C 230.0 D 240.0 NB/T Lane 21 NB/TR NB LOS B C D SB/L D 109.0 D 270.0 D 635.0 SB/T A 182.0 A 195.0 A 127.0 SB/TR SB LOS B B C Overall LOS B C C Prince Frederick Drive & Costello Drive Signalized EB/L D 61.0 D 142.0 D 65.0 EB/R B 64.0 B 1 59.0 B 51.0 EB LOS C C C NB/L A 25.0 B 138.0 C 215.0 NB/f A 1 38.0 A 433.0 A 212.0 NB LOS A A B SB/TR A 1 234.0 C 697.0 A 1 121.0 SB LOS A C A Overall LOS A B B Route 50 & Prince Frederick Drive Signalized EB/L C 36.0 F 198.0 D 124.0 EB/T Lane I C 263.0 C 213.0 C 205.0 EB/T Lane 2 EB/R A 61.0 A 38.0 A 96.0 EB LOS B C B WB/L C 103.0 D 261.0 D 218.0 WB/T C 238.0 D 520.0 B 213.0 WB/TR WB LOS C D C NB/L C 82.0 D 385.0 D 367.0 NB/LT C 84.0 D 402.0 D 363.0 NB/R B 30.0 A 25.0 A 25.0 NB LOS C C C SB/LT D 109.0 E 112.0 D 66.0 SB/R B 44.0 C 46.0 B 51.0 SB LOS C D I C Overall LOS C C C P"R+-A * Assumed 25 feet Vehicle Length EB = Eastbound, WB =Westbound, NB = Northbound, SB = Southbound L: Left, T:Tluu, R: Right A Tra[Lic Impact Anal �sl is ofCarpers Malley Development Project Number: 13415-1-3 February 8, 2008 Page 32 11 Table 5b (continued) Scenario #2 - 2025 Build -out Traffic Conditions Levels of Service and Back of Queue (95%) Results Route 50 & lnverlee Drive Signalized EB/L B 25.0 B 37.0 C 35.0 EB/1' Lane l C 347.0 B 313.0 C 291.0 EB/T Lane 2 EB/R B 25.0 A 25.0 B 35.0 EB LOS C B C WB/L C 104.0 B 133.0 C 275.0 WB/r Lane 1 A 41.0 A 50.0 A 30.0 WB/I' Lane 2 WB/R A 25.0 A 25.0 A 25.0 WB LOS A A B NB/LTR C 1 120.0 C 1 321.0 C 1 210.0 NB LOS C C C SB/L D 48.0 D 39.0 D 55.0 SB/TR A 25.0 A 25.0 A 25.0 SB LOS B C B Overall LOS B B B Route 50 & Coverstone Drive/Sulphur Springs Road Signalized EB/L A 55.0 E 430.0 D 362.0 EB/T Lane 1 A 126.0 A 76.0 A 37.0 EB/T Lane 2 EB LOS A C C WBff Lane 1 B 197.0 C 347.0 C 358.0 W13/1' Lane 2 WB/R A 25.0 A 31.0 A 44.0 WB LOS B C C SB/L C 192.0 E 102.0 D 208.0 SB/R A 88.0 B 111.0 C 477.0 SB LOS B C C Overall LOS B C C Route 50 & Victoiy Road Signalized EB/L A 25.0 C 124.0 A 25.0 EB/T Lane 1 A 170.0 B 188.0 A 93.0 EB/T Lane 2 EB/R A 25.0 A 25.0 A 25.0 EB LOS A B A WB/L A 25.0 B 32.0 A 25.0 WB/T A 116.0 B 485.0 A 122.0 WB/TR WB LOS A B A NB/LTR D 1 75.0 C 1 113.0 D 1 67.0 NB LOS D D SB/LTR C 25.0 A 25.0 ]IA A 25.0 SB LOS C A Overall LOS A B A * Assumed 25 feet Vehicle Length EB = Eastbound, WB =Westbound, NB = Northbound, SB = Southbound L: Left, TMi u, R: Right A Traffic Impact Anal sl is Of Caipers Valley Development Project Number: 13415-1-3 February 8, 2008 Page 33 I � I 11 u 11 I I ,rable 5c Scenario #3 - 2025 Build -out Traffic Conditions Levels of Service and Back of Queue (95%) Results Inter Cmitrsection ntr col Lane Group/ Approach AM Peak Hour PNI Peale 1lom• SAT Peak Hour LOS Back of Queue LOS Back of Queue LOS Back of Queue Route 522 & Costello Drive Signalized EB/LT D 25.0 C 25.0 D 25.0 EB/R C 25.0 A 25.0 C 25.0 EB LOS D C C WB/L D 109.0 D 136.0 E 208.0 WB/LT D 110.0 D 138.0 E 211.0 WB/R A 25.0 A 34.0 A 41.0 WB LOS D C C NB/L A 25.0 C 25.0 D 25.0 NII/T Lane 1 B 194.0 C 306.0 C 232.0 NB/T Lane 2 NB/TR NB LOS B C C SB/L D 109.0 C 275.0 E 626.0 SB/T A 180.0 B 226.0 A 126.0 SB/TR SB LOS B B C Overall LOS B C C Prince Frederick Drive & Costello Drive Signalized EB/L D 47.0 D 114.0 D 111.0 EB/R B 63.0 B 60.0 B 62.0 EB LOS C C C NB/L A 25.0 A 77F770.0 E 178.0 NB/f A 1 44.0 A 285.0 A 347.0 NB LOS A A B SB/TR B 301.0 C 1 425.0 C 835.0 SB LOS B C C Overall LOS B B C Route 50 & Prince Frederick Drive Signalized EB/L C 36.0 F 261.0 F 186.0 EB/T Lane 1 C 283.0 B 201.0 D 244.0 EB/T Lane 2 EB/R A 60.0 A 25.0 A 98.0 EB LOS C C C WB/L C 133.0 D 290.0 D 272.0 WB/T C 244.0 B 228.0 C 286.0 WB/TR WB LOS C B C NB/L D 91.0 D 418.0 D 362.0 NB/LT D 93.0 D 415.0 D 362.0 NB/R B 47.0 B 115.0 A 53.0 NB LOS C D D SB/LT D 109.0 E 87.0 D 66.0 SB/R B 44.0 D 67.0 B 49.0 SB LOS C D C Overall LOS C C C � pjR+-A I 1 * Assumed 25 feet Vehicle Length EB = Eastbound, WB =Westbound, NB = Northbound, SB = Southbound L: Left, T:Tluu, R: Right A TraCLic Impact Analysis ofCarners Vallev Development Project Number: 13415-1-3 February 8, 2008 Page 34 Table Sc (continued) Scenario #3 - 2025 Build -out Traffic Conditions Levels of Service and Back of Oueue (95%) Results Route 50 & Inverlee Drive Signalized EB/L B 25.0 B 55.0 B 25.0 EB/LT C 316.0 B 325.0 B 222.0 EB/TR EB/R B 25.0 A 63.0 A 32.0 EB LOS C B B WB/L C 116.0 A 25.0 C 150.0 WB/1' Lane 1 B 239.0 A 491.0 B 370.0 WB/I' Lane Z WB/R B 25.0 A 25.0 A 25.0 WB LOS B A B NB/LTR C 1 61.0 D 1 162.0 C 1 150.0 NB LOS C D C SB/L D 50.0 D 34.0 A 25.0 SB/TR A 25.0 C 44.0 C 37.0 SB LOS B C B Overall LOS C B B Route 50 & Coverstone Drive/Sulphur Springs Road Signalized EB/L C 84.0 E 291.0 D 284.0 EB/T C 260.0 A 56.0 B 179.0 EB/TR EB LOS C C C WB/L B 54.0 C 115.0 C 133.0 WB/f Lane 1 B 178.0 C 580.0 C 372.0 WB/f Lane 2 WB/R A 25.0 A 91.0 A 30.0 WB LOS B C C NB/L B 25.0 C 25.0 C 25.0 NB/f B 25.0 D 180.0 C 82.0 NB/R A 34.0 B 57.0 A 25.0 NB LOS B C C SB/LT D 235.0 D 214.0 D 300.0 SB/R A 34.0 A 52.0 A 67.0 SB LOS C C C Overall LOS B C C Route 50 & Victory Road Signalized EB/L A 25.0 B 94.0 A 25.0 EB/T Lane 1 A 44.0 A 215.0 A 218.0 EB/T Lane 2 EB/R A 25.0 A 25.0 A 25.0 EB LOS A A A WB/L A 25.0 A 26.0 A 25.0 WB/T A 76.0 A 393.0 A 122.0 WB/TR WB LOS A A A NB/LTR D 77.0 D 130.0 D 67.0 NB LOS D D D SB/LTR C 1 25.0 A 1 25.0 A 1 25.0 SB LOS C A A Overall LOS A B A P"R+-A JL I * ASSUnIed 2S feet Vehicle Length EB = Eastbound, WB =Westbound, NB = Northbound, SB = Southbound L: Left, T:Thiu, R: Right A Traffic Impact Analysis Of Carpers Valley Development Project Number: 13415-1-3 February 8, 2008 Page 35 CONCLUSION Per Synchro analysis results, assuming the suggested improvements, all the study area intersections will maintain overall levels of service "C" or better during 2025 build - out conditions for all three scenarios. The following describes the improvements suggested for the study area intersections during 2025 build -out conditions for each scenario to maintain overall levels of service "C" or better: ➢ Scenario I (access via Coverstone Drive): • Route 50/Prince Frederick Drive/Custer Avenue: one northbound left -turn lane and one southbound left -run and right -turn lane will be required. • Prince Frederick Drive/Costello Drive: Signalization, one northbound left -turn lane and one southbound right -turn lane will be required. • Route 50/Sulphur Springs Road/Coverstone Drive: one eastbound, westbound & southbound left -turn lane and 4t" leg in northbound direction will be required. • Route 50/Victory Road: Signalization will be required. ➢ Scenario 2 (access via Site -Drive opposite Inverlee Way): • Route 50/Prince Frederick Drive/Custer Avenue: one northbound left -turn lane and one southbound right -turn lane will be required. • Prince Frederick Drive/Costello Drive: Signalization and one northbound left - turn lane will be required. • Route 50/Inverlee Way/Site-Drive: Signalization, one eastbound left -turn & right -turn lane, one westbound left -turn lane, one southbound left -turn lane and 4°i leg in northbound direction will be required. • Route 50/Sulphur Springs Road: one southbound left -turn lane will be required. • Route 50/Victory Road: Signalization will be required. ' ➢ Scenario 3 (access via Coverstone Drive & Site -Drive opposite Inverlee Way): • Route 50/Prince Frederick Drive/Custer Avenue: one northbound left -turn lane ' and one southbound right -turn lane will be required. • Prince Frederick Drive/Costello Drive: Signalization and one northbound left - turn lane will be required. • Route 50/Inverlee Way/Site-Drive: Signalization, one eastbound left -turn & right -turn lane, one westbound left -turn lane, one southbound left -turn lane and 4°i leg in northbound direction will be required. • Route 50/Sulphur Springs Road/Coverstone Drive: one westbound left -turn lane, one southbound right -turn lane and 4"' leg in northbound direction will be required. ' • Route 50/Victory Road: Signalization will be required. Table 6 is provided below to summarize the improvements required at each of the study ' area intersections during 2025 build -out conditions for all three (3) scenarios. ' A Traffic Impact A nah sis of Carpels ValleyNumb Der 3415-1-3 Project Number: 13415-1-3 P-IRA February 8, 2008 Page 36 Table 6 Summary of Results 202S Build -nut Traffic Conditions I n Irovements required to maintain overall LOS "C" or better No. Itit ersection Direction Scenario I Scenario 2 Scenario 3 eastbound - Ron[ c 50/Prince Westbound - I Frederick Drive/Custer Menoe Northbound - I lell-turn Irate - I Ieft-turn lane - I left -turn lane Southbound - I left-lum & right -turn lane - 1 rigltu-turn lane - Easlbou nd 2 Prince Frederick Westbound - Signalizalion Signalizalion Signalizalion Drive/Costello Drive Northbound - I lelt-turn lane - I left -turn lane - I left-lurn Irate Southbound - I right-wrn Irate - Eastbound - 1 left-lum & right -turn lane - 1 left -turn & righl-turn lane 3 Route 50/Inverlee Westbound -No lmprovemcnl5 - I left -turn lane Sigtalization - I left-lurn lane Signalizalion Wa /Site -Drive Y Northbound -41h leg - 4th leg Southbound - I left -turn lane - 1 left -turn lane Eastbound - 1 left -turn lane - Route 50/Sulphur Westbound - I leli-turn lane - I IeR-turn lane 4 Springs Road Northbound - 4th leg - 41h leg Soulhbound - I lelt-turn lane - I left-wrn lane - I right -turn lane Eastbound - 5 Roune 50/Viclory Westbound - Signaliration Sigmlizmion Signalizalion Road Northbound - Southbound - - - Easlbound 6 Route 522/Coslello Westbound -No Irrproventents No lunproventenls - No Improvements Drive Northbound Southbound The applicant will work with VDOT/County to accommodate pedestrian and bicycle facilities adjacent to the site. NOTE: Funding for the aforementioned improvements, except signalization, has yet to be determined. A Traffic Impact Analt/sis ofCarpers Malley Development Project Number: 13415-1-3 February 8, 2008 Page 37 11 11 11 APPENDIX I S_ynehro Worksheets Carpers Valley Development Existing Conditions _AM 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group EBL EBT WBT WBR SBL" SBR Lane Configurations tt tt if r Volume (vph) 0 633 442 5 0 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 0 3312 3312 1583 0 1611 Flt Permitted Satd. Flow (perm) 0 3312 3312 1583 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 ' Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 0 703 491 6 0 56 Shared Lane Traffic (%) Lane Group Flow (vph) 0 703 491 6 0 56 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 0 ' Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane ' Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 22.2% ICU Level of Service A Analysis Period (min)15 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Existing Conditions _AM 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group'- EBL EBT_ ~- *Bf � -WBR� ' �SBL - >SBR- � Lane Configurations tt tt r Volume (vph) 57 576 360 52 138 87 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.948 Flt Protected 0.950 0.970 Satd. Flow (prot) 1770 3312 3312 1583 1713 0 Flt Permitted 0.516 0.970 Satd. Flow (perm) 961 3312 3312 1583 1713 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 58 41 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 63 640 400 58 153 97 Shared Lane Traffic (%) Lane Group Flow (vph) 63 640 400 58 250 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm Perm Protected Phases 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Existing Conditions _AM 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group . EBL . EBT WBT . WBR SBL' . 'SBR Detector Phase 2 2 6 6 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 ' Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 49.0 49.0 49.0 49.0 41.0 0.0 Total Split (%) 54.4% 54.4% 54.4% 54.4% 45.6% 0.0% Maximum Green (s) 43.0 43.0 43.0 43.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min None None Min Act Effct Green (s) 13.6 13.6 13.6 13.6 10.4 ' Actuated g/C Ratio 0.37 0.37 0.37 0.37 0.29 v/c Ratio 0.18 0.52 0.32 0.09 0.48 Control Delay 9.6 10.8 9.1 3.4 13.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.6 10.8 9.1 3.4 13.0 LOS A B A A B Approach Delay 10.7 8.4 13.0 ' Approach LOS B A B 90th %ile Green (s) 19.3 19.3 19.3 19.3 15.3 90th %ile Term Code 70th %ile Green (s) Gap 16.0 Gap 16.0 Hold 16.0 Hold 16.0 Gap 12.1 70th %ile Term Code Gap Gap Hold Hold Gap 50th %ile Green (s) 13.2 13.2 13.2 13.2 10.1 ' 50th %ile Term Code Gap Gap Hold Hold Gap 30th %ile Green (s) 11.7 11.7 11.7 11.7 8.7 30th %ile Term Code Gap Gap Hold Hold Gap 10th %ile Green (s) 8.9 8.9 8.9 8.9 6.8 10th %ile Term Code Gap Gap Hold Hold Gap Queue Length 50th (ft) 8 46 27 0 32 Queue Length 95th (ft) 28 96 58 14 89 Internal Link Dist (ft) 2598 2453 2093 Turn Bay Length (ft) 290 135 Base Capacity (vph) 631 2175 2175 1059 1007 Starvation Cap Reductn 0 0 0 0 0 ' Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.10 0.29 0.18 0.05 0.25 Intersection Summary"� Area Type: Other Cycle Length: 90 Actuated Cycle Length: 36.4 Natural Cycle: 40 ' Patton Harris Rust & Associates Synchro 7 - Report Page 3 Carpers Valley Development Existing Conditions _AM 4: Millwood Pk & SulDhur SD Rd 2/7/2008 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 10.3 Intersection LOS: B Intersection Capacity Utilization 42.9% ICU Level of Service A Analysis Period (min)15 90th %ile Actuated Cycle: 46.6 70th %ile Actuated Cycle: 40.1 50th %ile Actuated Cycle: 35.3 30th %ile Actuated Cycle: 32.4 10th %ile Actuated Cycle: 27.7 Splits and Phases: 4: Millwood Pk & Sulnhijr Sn Rd o2 o4 49 s .', 41'si 06 ❑ 77 Synchro 7 - Report ' Patton Harris Rust & Associates Page 4 Carpers Valley Development Existing Conditions _AM 7: Millwood Pk & 21712008 Lane Group EBU EBL . EBT EBR WBL . WBT WBR : NBL NBT. .. NBR . SBL . . SBT Lane Configurations tt r tT +T+ 4 Volume (vph) 10 9 549 116 28 284 0 57 1 13 1 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.976 0.910 Flt Protected 0.950 0.950 0.961 0.994 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Flt Permitted 0.950 0.950 0.961 0.994 Said. Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 11 10 610 129 31 316 0 63 1 14 1 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 21 610 129 31 316 0 0 78 0 0 9 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment RNA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop Intersection Summary. Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Existing Conditions _AM 7: Millwood Pk & 2/7/200s Lane Group SBR Lan4onfig u rations Volume (vph) 5 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Fit Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control Intersection,Siammary.. k h Synchro 7 - Report Patton Harris Rust & Associates Page 6 Carpers Valley Development Existing Conditions _AM 15: Costello Dr & Route 522 2/7/2008 Lane Group EBL EBT • EBR WBL . ' WBT. WBR NBC NBT NBR SBL SBT SBR Lane Configurations *' r '� 4 r ) ttT+ '� 0 Volume (vph) 5 5 1 128 0 21 0 531 67 67 557 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 0 0 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.983 0.997 Fit Protected 0.976 0.950 0.950 0.950 Satd. Flow (prot) 0 1818 1583 1681 1681 1583 1863 4526 0 1770 3163 0 Fit Permitted 0.976 0.950 0.950 0.388 Satd. Flow (perm) 0 1818 1583 1681 1681 1583 1863 4526 0 723 3163 0 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 1 23 35 3 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 6 6 1 142 0, 23 0 590 74 74 619 12 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 12 1 71 71 23 0 664 0 74 631 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) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Perm Perm Protected Phases 4 4 8 8 2 6 Permitted Phases 4 8 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Existing Conditions _AM 15: Costello Dr & Route 522 2/7/2008 41- f 7,* 1,10.# Lane Group . EBL EBT : . EBR...-°; WBL WBT. ; WBR NBL ;: ''NBT NBR SBL SBT. SBR Detector Phase 4 4 4 8 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 16.0 16.0 16.0 23.0 23.0 23.0 51.0 51.0 0.0 51.0 51.0 0.0 Total Split (%) 17.8% 17.8% 17.8% 25.6% 25.6% 25.6% 56.7% 56.7% 0.0% 56.7% 56.7% 0.0% Maximum Green (s) 10.0 10.0 10.0 17.0 17.0 17.0 45.0 45.0 45.0 45.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? 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 Max Max Max Max Act Effct Green (s) 6.6 6.6 9.2 9.2 9.2 57.6 57.6 57.6 Actuated g/C Ratio 0.07 0.07 0.11 0.11 0.11 0.72 0.72 0.72 v/c Ratio 0.09 0.01 0.37 0.37 0.12 0.20 0.14 0.28 Control Delay 35.5 27.0 34.2 34.2 14.2 4.8 6.7 5.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.5 27.0 34.2 34.2 14.2 4.8 6.7 5.6 LOS D C C C B A A A Approach Delay 34.9 31.4 4.8 5.8 Approach LOS C C A A 90th %ile Green (s) 7.2 7.2 7.2 12.0 12.0 12.0 45.0 45.0 45.0 45.0 90th %ile Term Code Gap Gap Gap Gap Gap Gap MaxR MaxR MaxR MaxR 70th %ile Green (s) 0.0 0.0 0.0 9.2 9.2 9.2 45.0 45.0 45.0 45.0 70th %ile Term Code Skip Skip Skip Gap Gap Gap MaxR MaxR MaxR MaxR 50th %ile Green (s) 0.0 0.0 0.0 8.1 8.1 8.1 45.0 45.0 45.0 45.0 50th %ile Term Code Skip Skip Skip Gap Gap Gap MaxR MaxR MaxR MaxR 30th %ile Green (s) 0.0 0.0 0.0 7.0 7.0 7.0 45.0 45.0 45.0 45.0 30th %ile Term Code Skip Skip Skip Gap Gap Gap MaxR MaxR MaxR MaxR 10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 114.0 114.0 114.0 114.0 10th %ile Term Code Skip Skip Skip Skip Skip Skip Dwell Dwell Dwell Dwell Queue Length 50th (ft) 4 0 27 27 0 26 8 40 Queue Length 95th (ft) 22 5 75 75 21 79 41 124 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 Base Capacity (vph) 204 178 337 337 336 3288 524 2292 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.01 0.21 0.21 0.07 0.20 0.14 0.28 Intersection Summary . Area Type: Other Cycle Length: 90 Actuated Cycle Length: 79.5 Natural Cycle: 40 Synchro 7 - Report Patton Harris Rust & Associates Page 8 Carpers Valley Development 15: Costello Dr & Route 522 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.37 Intersection Signal Delay: 8.3 Intersection Capacity Utilization 46.0% Analysis Period (min) 15 90th %ile Actuated Cycle: 82.2 70th %ile Actuated Cycle: 66.2 50th %ile Actuated Cycle: 65.1 30th %ile Actuated Cycle: 64 10th %ile Actuated Cycle: 120 Slits and Phases: 15: Costello Dr & Route 522 Intersection LOS: A ICU Level of Service A Existing Conditions _AM 2/7/2008 I o2 o4 08 51 s 16s x23s ' 06 51 s Patton Harris Rust & Associates Synchro 7 - Report Page 9 Carpers Valley Development Existing Conditions _AM 18: Millwood Pk & Cluster Ave. 2/712008 Lane Group. EBL� � .-EBT � `: EBR WBL. °. ,.WBT - � .WBR <> NBL NBT ,-:' NBR `-4 � SBL �,:� SBT = SBR Lane Configurations '� tt r tT+ *T r Volume (vph) 31 552 64 72 407 4 9 31 25 14 88 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.935 Flt Protected 0.950 0.950 0.989 0.996 Satd. Flow (prot) 1770 3312 1583 1770 3310 0 0 1842 1583 0 1735 0 Flt Permitted 0.459 0.323 0.939 0.985 Satd. Flow (perm) 855 3312 1583 602 3310 0 0 1749 1583 0 1716 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 71 1 28 60 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 34 613 71 80 452 4 10 34 28 16 98 106 Shared Lane Traffic (%) Lane Group Flow (vph) 34 613 71 80 456 0 0 44 28 0 220 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 8 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 10 Carpers Valley Development Existing Conditions _AM 18: Millwood Pk & Cluster Ave. 2/7/2008 Lane Group. EBL - . EBT' EBR WBL. . WBT -- WBR' - ,NBL :.NBT NBR,� -SBL�,, , SBT SBR Detector Phase 2 2 2 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 50.0 50.0 50.0 50.0 50.0 0.0 40.0 40.0 40.0 40.0 40.0 0.0 Total Split (%) 55.6% 55.6% 55.6% 55.6% 55.6% 0.0% 44.4% 44.4% 44.4% 44.4% 44.4% 0.0% Maximum Green (s) 44.0 44.0 44.0 44.0 44.0 34.0 34.0 34.0 34.0 34.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 10 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Min Min Act Effct Green (s) 17.6 17.6 17.6 17.6 17.6 34.1 34.1 34.1 Actuated g/C Ratio 0.28 0.28 0.28 0.28 0.28 0.53 0.53 0.53 v/c Ratio 0.14 0.67 0.15 0.48 0.50 0.05 0.03 0.23 Control Delay 18.3 24.2 5.5 29.5 21.0 8.7 4.0 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.3 24.2 5.5 29.5 21.0 8.7 4.0 7.2 LOS B C A C C A A A Approach Delay 22.1 22.3 6.9 7.2 Approach LOS C C A A 90th %ile Green (s) 24.3 24.3 24.3 24.3 24.3 34.0 34.0 34.0 34.0 34.0 90th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Hold Hold 70th %ile Green (s) 20.3 20.3 20.3 20.3 20.3 34.0 34.0 34.0 34.0 34.0 70th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Hold Hold 50th %ile Green (s) 17.5 17.5 17.5 17.5 17.5 34.0 34.0 34.0 34.0 34.0 50th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Hold Hold 30th %ile Green (s) 14.7 14.7 14.7 14.7 14.7 34.0 34.0 34.0 34.0 34.0 30th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Hold Hold 10th We Green (s) 12.3 12.3 12.3 12.3 12.3 34.0 34.0 34.0 34.0 34.0 10th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) 10 110 0 26 77 7 0 29 Queue Length 95th (ft) 29 157 24 64 115 25 12 76 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 418 1619 810 294 1619 936 860 946 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.38 0.09 0.27 0.28 0.05 0.03 0.23 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 63.8 Natural Cycle: 40 ' Synchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development Existing Conditions _AM 18: Millwood Pk & Cluster Ave. 21712008 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.67 Intersection Signal Delay:19.4 Intersection LOS: B Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period (min)15 90th %ile Actuated Cycle: 70.3 70th %ile Actuated Cycle: 66.3 50th %ile Actuated Cycle: 63.5 30th %ile Actuated Cycle: 60.7 10th %ile Actuated Cycle: 58.3 SDIIts and Phases: 18: Millwood Pk & Cluster Ave. " o2 ' o4 50 s r, z rw E. 40 06 6} I'' 08 50 Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Existing Conditions _AM 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 -' - 4\ t Lane Group ` EBL EBR NBL NBT SBT:- :: SBR . Lane Configurations r +T T Volume (vph) 53 52 7 12 85 121 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.921 Flt Protected 0.950 0.981 Satd. Flow (prot) 1770 1583 0 1827 1716 0 At Permitted 0.950 0.981 Satd. Flow (perm) 1770 1583 0 1827 1716 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 59 58 8 13 94 134 Shared Lane Traffic (%) Lane Group Flow (vph) 59 58 0 21 228 0 Enter Blqcked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.9% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development Existing Conditions _PM 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group; :. EB,, ' EBT::.WBT.� WBR. ;. SBL` ..°,SBR '' '.. ..., Lane Configurations tt tt r Volume (vph) 0 563 947 24 0 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 0 3312 3312 1583 0 1611 Flt Permitted Satd. Flow (perm) 0 3312 3312 1583 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 0 626 1052 27 0 22 Shared Lane Traffic (%) Lane Group Flow (vph) 0 626 1052 27 0 22 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop intersection Surpmary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.2% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Existing Conditions _PM 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group EBL . EBT WBT WBR SBL SBR- Lane Configurations tt tt r Volume (vph) 163 400 873 163 43 98 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.906 Flt Protected 0.950 0.985 Satd. Flow (prot) 1770 3312 3312 1583 1662 0 Flt Permitted 0.271 0.985 Satd. Flow (perm) 505 3312 3312 1583 1662 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 181 106 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 181 444 970 181 48 109 Shared Lane Traffic (%) Lane Group Flow (vph) 181 444 970 181 157 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm Perm Protected Phases 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 2 CG[De[SValley Development Existing Conditions _P�� 4' Millwood ��k/���Ulh�� Rd 2��O08 .,, * �- k� L � _� v, � Switch Phase Minimum Initial (s) 6.0 6.0 8.0 6.0 8.0 Minimum Split (s) 110 12.0 12.0 12.0 12.0 Total Split kd 71.0 71.0 71.0 71.0 19.0 0.0 Total Split (%) 78.9% 78.9% 78.9% 78.9% 211% 0.0% Maximum Green bJ 65.0 65.0 85.0 65.0 13.0 Yellow Time (o) 4.0 4.0 4.0 4.0 4.0 All -Red Time kd lO 2.0 2.0 2.0 2.0 Lost Time Adjust bA &O 0.0 0.0 0.0 0.0 0.0 Total Lost Time (o) 0.0 6.0 6.0 6.0 8.0 4.0 Load/Lag Load'LagOpUmizo? Vehicle Extension (u) 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min None None Min Act Effct Green (s) 22.0 22.0 22.0 22.0 7.8 Actuated O/CRatio 0.52 0.52 0.52 0.52 0.18 v/cRabo 070 028 0.57 020 0.40 Control Delay 231 57 7.8 1.5 121 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 231 57 7.9 1.5 121 LUG C A A A B . Approach Delay 10.7 6.9 121 AppmaohLOS B A B OUth%i|eGreen (o) 42.4 42.4 42.4 424 117 SOth %i|aTerm Code Gap Gap Hold Hold Gap 7Oth%i|oGreen (o) 25.8 25.8 25.8 25.8 81 70th %ile Term Code Gap Gap Hold Hold Gap 5Oth%i|eGreen (o) 18.8 18.8 10.8 18.8 87 GOth %ileTerm Code Hold Hold Gap Gap Gap 30th %i|oGreen (s) 15.7 15J 15.7 157 6.0 30h%ileTerm Code Hold Hold Gap Gap Min 10th %i|aGreen (o) 121 121 121 121 6.0 10h%ileTerm Code Hold Hold Gap Sap Min Queue Length 5Oth#0 25 23 63 O O Queue Length 05thUD 90 SO 122 17 84 Internal Link Dist (fU 2508 2453 2003 Turn Bay Length (#) 280 135 Base Capacity (vph) 388 2543 2543 1258 548 Starvation Cap Roducto 0 O O 0 U SpiUbaokCap Ruductn 0 0 0 O O Storage Cap Roductn 0 O O U O Reduced wtRatio 0.47 017 0.38 0.14 028 , Area Type: Other Cycle Length: 0O Actuated Cycle Length: 42.7 Synchm7 Report Patton Harris Rust &Associates Page3 Carpers Valley Development Existing Conditions _PM 4: Millwood Pk & Sulphur Sp Rd 21712008 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.70 Intersection Signal Delay: 8.6 Intersection LOS: A Intersection Capacity Utilization 56.6% ICU Level of Service B Analysis Period (min) 15 90th %ile Actuated Cycle: 66.1 70th %ile Actuated Cycle: 45.9 50th We Actuated Cycle: 37.5 30th %ile Actuated Cycle: 33.7 10th %ile Actuated Cycle: 30.1 Spins ana F'nases: 4: MII0000 NK & 6uipnur 5p Ka o2 \,I o4 71 d19 s . 06 Synchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Existing Conditions _PM 7: Millwood Pk & 2/7/2008 Lane Group_ EBU EBL - ; EBT. EBR . ,", -WBL _ WBT .WBR' � NBL NBT ° . NBR- .:__ SBL " .SBT- Lane Configurations tt r '� tT, Volume (vph) 69 7 388 85 34 749 0 108 3 8 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.991 0.865 Flt Protected 0.950 0.950 0.957 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Flt Permitted 0.950 0.950 0.957 Satd. Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 77 8 431 94 38 832 0 120 3 9 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 85 431 94 38 832 0 0 132 0 0 12 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop Intersection Sucnma Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.2% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Existing Conditions _PM 7: Millwood Pk & 2/7/2008 Lane Group SBR . ; . .. Lan4onfigurations Volume (vph) 11 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd, Flow (prot) 0 Flt Permitted Satd, Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control Intersection -Summary ' Synchro 7 - Report Patton Harris Rust & Associates Page 6 Carpers Valley Development Existing Conditions _PM 15: Costello Dr & Route 522 217/2008 Lane Group. .. = ; :- EBL;EBT. .� EBR . WBL.. ; WBT .'; WBR ,�: "NBL' NBT NBR` Lane Configurations ' ttT+ tT Volume (vph) 6 3 0 146 3 127 1 735 125 236 644 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 0 0 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.978 0.998 Flt Protected 0.966 0.950 0.954 0.950 0.950 Satd. Flow (prot) 0 1799 1863 1681 1688 1583 1770 4519 0 1770 3165 0 Flt Permitted 0.966 0.950 0.954 0.369 0.287 Satd. Flow (perm) 0 1799 1863 1681 1688 1583 687 4519 0 535 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 141 56 3 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 7 3 0 162 3 141 1 817 139 262 716 11 Shared Lane Traffic (%) 49% Lane Group Flow (vph) 0 10 0 83 82 141 1 956 0 262 727 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) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Perm Perm Protected Phases 4 4 8 8 2 6 Permitted Phases 4 8 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Existing Conditions _PM 15: Costello Dr & Route 522 2/7/2008 Lane Group EBL LBT EBR WBL , - WBT WBR NBL NBT ,. NBR SBL SBT , SBR Detector Phase 4 4 4 8 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6,0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 24.0 24.0 24.0 12.0 12.0 12,0 54.0 54.0 0.0 54.0 54.0 0.0 Total Split (%) 26.7% 26.7% 26.7% 13.3% 13.3% 13.3% 60.0% 60.0% 0.0% 60.0% 60.0% 0.0% Maximum Green (s) 18.0 18.0 18.0 6.0 6.0 6.0 48.0 48.0 48.0 48.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? 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 Max Max Max Max Act Effct Green (s) 6.2 6.0 6.0 6.0 48.2 48.2 48.2 48.2 Actuated g/C Ratio 0.08 0.09 0.09 0.09 0.70 0.70 0.70 0.70 v/c Ratio 0.07 0.56 0.55 0.53 0.00 0.30 0.70 0.33 Control Delay 34.4 48.3 47.8 14.5 5.0 4.4 21.0 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 , Total Delay 34.4 48.3 47.8 14.5 5.0 4.4 21.0 5.0 LOS C D D B A A C A Approach Delay 34.4 32.6 4.4 9.2 Approach LOS C C A A 90th %ile Green (s) 7.0 7.0 7.0 6.0 6.0 6.0 48.0 48.0 48.0 48.0 90th %ile Term Code Gap Gap Gap Max Max Max MaxR MaxR MaxR MaxR 70th %ile Green (s) 0.0 0.0 0.0 6.0 6.0 6.0 48.0 48.0 48.0 48.0 70th %ile Term Code Skip Skip Skip Max Max Max MaxR MaxR MaxR MaxR 50th %ile Green (s) 0.0 0.0 0,0 6.0 6.0 6.0 48.0 48.0 48.0 48.0 50th %ile Term Code Skip Skip Skip Max Max Max MaxR MaxR MaxR MaxR 30th %ile Green (s) 0.0 0.0 0.0 6.0 6.0 6.0 48,0 48.0 48.0 48.0 30th %ile Term Code Skip Skip Skip Max Max Max MaxR MaxR MaxR MaxR 10th %ile Green (s) 0.0 0.0 0.0 6.0 6.0 6.0 48.0 48,0 48,0 48.0 10th %ile Term Code Skip Skip Skip Max Max Max MaxR MaxR MaxR MaxR Queue Length 50th (ft) 4 34 33 0 0 34 43 41 Queue Length 95th (ft) 19 #112 #110 52 2 94 #245 118 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) Base Capacity (vph) 360 148 148 268 483 3195 376 2227 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.56 0,55 0.53 0.00 0.30 0.70 0.33 Intersection Summary" Area Type: Other Cycle Length: 90 Actuated Cycle Length: 68.6 Natural Cycle: 75 Synchro 7 - Report Patton Harris Rust & Associates Page 8 Existing Conditions _PM 2/7/200s Carpers Valley Development 15: Costello Dr & Route 522 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.70 Intersection Signal Delay: 10.5 Intersection LOS: B Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period (min)15 90th %ile Actuated Cycle: 79 70th %ile Actuated Cycle: 66 50th %ile Actuated Cycle: 66 30th %ile Actuated Cycle: 66 10th %ile Actuated Cycle: 66 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Costello Dr & Route 522 t o2 o4 'f oa 54 s 24�- 12 06 54"s. w .r Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development 18: Millwood Pk & Cluster Ave. Lane Group Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Existing Conditions _PM 2/7/2008 EBL - . EBT : EBR WBL WBT WBR NBL NBT .' 'NBR . SBL SBT SBR tt r tT 4 r 146 493 14 68 811 17 73 50 85 11 49 67 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 100 0 225 0 0 360 0 0 1 1 1 0 0 1 0 0 1.00 0.95 1.00 1.00 0.95 0.9! 0.850 0.997 0.950 0.950 1770 3312 1583 1770 3306 1 0.242 0.447 451 3312 1583 833 3306 1 Yes Ye 16 5 30 30 2981 2256 67.8 51.3 0.90 0.90 0.90 0.90 0.90 0.9 2% 9% 2% 2% 9% 21, 162 548 16 76 901 1 162 548 16 76 920 No No No No No N Left Left Right Left Left Rig[ 12 12 0 0 16 16 1.00 1.00 1.00 1.00 1.00 1.0 15 9 15 1 2 1 1 2 Left Thru Right Left Thru 20 100 20 20 100 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 Perm Perm Perm 2 6 2 2 6 Patton Harris Rust & Associates 1.00 1.00 1.00 1.00 1.00 1.00 0.850 0.929 0.971 0.996 0 1809 1583 0 1724 0 0.753 0.972 0 1403 1583 0 1682 0 Yes Yes 94 56 30 30 1558 610 35.4 13.9 0.90 0.90 0.90 0.90 0.90 0.90 2% 2% 2% 2% 2% 2% 81 56 94 12 54 74 0 137 94 0 140 0 No No No No No No Left Left Right Left Left Right 0 0 0 0 16 16 1.00 1.00 1.00 1.00 1.00 1.00 15 9 15 9 1 2 1 1 2 Left Thru Right Left Thru 20 100 20 20 100 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 Perm Perm Perm 8 4 8 8 4 Synchro 7 - Report Page 10 [|8[Den3Valley Development Existing Conditions _���� Millwood1�MillwoodPk�� Cluster Ave. 2��O08 � �- It \. | J � �� ~� � �� ^� _ Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split kA 12.0 120 12.0 12.8 12.0 12.0 12.0 12.0 12.0 12.0 Total Split(s) 88.0 88.0 66.0 06.0 610 0.0 24.0 24.0 24.0 24.0 24.0 &O Total Split(9) 73.3% 73.3% 73.3% 73.3% 73.3% 0.0% 267% 287% 267% 267% 26.7% 0.0% Maximum Green (s) 00.0 60.0 80.0 60.0 00.0 18.0 18.0 18.0 18.0 18.0 Yellow Time kd 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 10 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OD 0.0 0.0 0.0 Total Lost Time hA 8.8 6.0 8.0 8.0 6.0 4.0 8.0 8.0 6.0 8.0 6.0 4.8 Lead/Lag Load'LagDpUmizo? Vehicle Extension (x) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Rooa|| Mode None None None None None Max Max Max Min Min Act EffctGreen (a) 23.7 237 237 237 23.7 18.6 18.5 18.5 Actuated g/CRatio 0/0 O/Q 0.43 O/Q 043 0.34 0.34 0.34 wtRoUo 0.83 0.38 0.02 021 0.64 029 018 023 Control Delay 48.3 10.5 37 10.0 13.5 18.8 5.8 122 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.3 10.5 3.7 10.0 13.5 . 18.8 6.8 122 LUb D 8 A B 8 B A 8 Approach Delay 18.4 13.2 13.5 122 Approach LOS 8 8 B B SUth %i|oGreen (s) 411 411 411 411 411 18.0 18.0 18.0 18.0 18.0 80th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Hold Hold 70th %ileGreen &A 27.8 27.9 27.0 27.9 27.0 18.0 18.0 18.0 18.0 18.0 70th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Hold Hold 50th %ileGreen (s) 20.8 20.8 20.8 20.8 20.8 18.0 18.0 18.0 18.0 18.0 50th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Hold Hold 30th %ileGreen bA 181 181 181 181 181 18.0 18.0 18.0 18.0 18.0 30th %ile Term Code Hold Hold Hold Gap Sap MaxR MaxR MaxR Hold Hold 10b%UoGreen kA 14.7 147 147 147 14.7 18.0 18.0 18.0 18.0 18.0 10h%&*Term Code Hold Hold Hold Gap Gap MoxR MaxR MuxR Hold Hold Queue Length 5UthU8 42 57 O 14 111 28 U 16 Queue Length Q5th(M) #140 83 7 33 153 08 32 72 Internal Link DiotUD 2001 2176 1478 530 Turn Bay Length #0 100 225 360 Base Capacity (vph) 301 2208 1081 556 2208 478 589 687 Starvation Cap Roducm U O O O O O O 0 SpiUbaokCap Roductn 0 O 0 8 0 O 0 0 Storage Cap Radudn O U 0 O O O O O Reduced wtRatio 0.54 0.25 0.02 014 0.42 029 0.18 023 cti Area Type: Other Cycle Length: 0U Actuated Cycle Length: 54.5 Natural Cycle: 50 Synom7'Report Carpers Valley Development Existing Conditions _PM 18: Millwood Pk & Cluster Ave. 21712008 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.83 Intersection Signal Delay: 15.0 Intersection LOS: B Intersection Capacity Utilization 60.0% ICU Level of Service B Analysis Period (min)15 90th %ile Actuated Cycle: 71.1 70th %ile Actuated Cycle: 57.9 50th %ile Actuated Cycle: 50.8 30th %ile Actuated Cycle: 48.1 10th %ile Actuated Cycle: 44.7 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 18: Millwood Pk & Cluster Ave. 02 t o4 66 24s :. . 4-- 06 �} I 08 Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Existing Conditions _PM 19: Costello Dr & Pr. Frederick Dr. 21712008 Lane,.Group _ �EBL ,,- EBR . _=NBL NBT : SBT., �.= SBR Lane Configurations r +T T ' Volume (vph) 118 12 34 70 24 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 , Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util, Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.897 Flt Protected 0.950 0.984 Satd. Flow (prot) 1770 1583 0 1833 1671 0 Flt Permitted 0.950 0.984 ' Satd. Flow (perm) 1770 1583 0 1833 1671 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 131 13 38 78 27 86 Shared Lane Traffic (%) ' Lane Group Flow (vph) 131 13 0 116 113 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane ' Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free ' lntersection,,Su mmary n�ti... 4 . Area Type: Control Type: Unsignalized Other , Intersection Capacity Utilization 25.4% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 13 C Carpers Valley Development Existing Conditions —SAT 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group EBL: EBT WBT WBR SBL SBR Lane Configurations tt tt r r Volume (vph) 0 532 678 18 0 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 0 3312 3312 1583 0 1611 Flt Permitted Satd. Flow (perm) 0 3312 3312 1583 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 0 591 753 20 0 32 Shared Lane Traffic (%) Lane Group Flow (vph) 0 591 753 2Q 0 32 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary_ , Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 28.7% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Existing Conditions -SAT 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 -*. �,- k, > EBL >EB WBT. ,WBR,- Lane Configurations tt tt r Volume (vph) 235 297 450 65 82 246 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.899 Fit Protected 0.950 0.988 Satd. Flow (prot) 1770 3312 3312 1583 1655 0 Fit Permitted 0.469 0.988 Said. Flow (perm) 874 3312 3312 1583 1655 0 Right Turn on Red Yes Yes Said. Flow (RTOR) 72 169 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 261 330 500 72 91 273 Shared Lane Traffic (%) , Lane Group Flow (vph) 261 330 500 72 364 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm Perm Protected Phases 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Existing Conditions -SAT 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group .EBL". ,EBT;_ WBT WBR SBL SBR .. Detector Phase 2 2 6 6 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 58.0 58.0 58.0 58.0 32.0 0.0 Total Split (%) 64.4% 64.4% 64.4% 64.4% 35.6% 0.0% Maximum Green (s) 52.0 52.0 52.0 52.0 26.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min None None Min Act Effct Green (s) 20.5 20.5 20.5 20.5 12.2 Actuated g/C Ratio 0.44 0.44 0.44 0.44 0.26 v/c Ratio 0.67 0.22 0.34 0.10 0.65 Control Delay 20.1 8.2 8.9 2.7 15.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 20.1 8.2 8.9 2.7 15.5 LOS C A A A B Approach Delay 13.4 8.1 15.5 Approach LOS B A B 90th %ile Green (s) 41.0 41.0 41.0 41.0 22.6 90th %ile Term Code Gap Gap Hold Hold Gap 70th %ile Green (s) 25.9 25.9 25.9 25.9 14.7 70th %ile Term Code Gap Gap Hold Hold Gap 50th %ile Green (s) 18.4 18.4 18.4 18.4 11.1 50th %ile Term Code Gap Gap Hold Hold Gap 30th %ile Green (s) 13.8 13.8 13.8 13.8 8.6 30th %ile Term Code Gap Gap Hold Hold Gap 10th %ile Green (s) 9.3 9.3 9.3 9.3 6.2 10th %ile Term Code Gap Gap Hold Hold Gap Queue Length 50th (ft) 44 23 36 0 37 Queue Length 95th (ft) 147 58 89 17 159 Internal Link Dist (ft) 2598 2453 2093 Turn Bay Length (ft) 290 135 Base Capacity (vph) 596 2259 2259 1102 837 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.44 0.15 0.22 0.07 0.43 Intersection Summary. Area Type: Other Cycle Length: 90 Actuated Cycle Length: 46.3 Natural Cycle: 50 Synchro 7 - Report Patton Harris Rust & Associates Page 3 Carpers Valley Development Existing Conditions —SAT 4: Millwood Pk & Sulahur So Rd 2/7/2008 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 11.9 Intersection LOS: B Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 90th %ile Actuated Cycle: 75.6 70th %ile Actuated Cycle: 52.6 50th %ile Actuated Cycle: 41.5 30th %ile Actuated Cycle: 34.4 10th %ile Actuated Cycle: 27.5 Splits and Phases: 4: Millwood Pk & Sulohur So Rd —M" o2 o4 FS $ : 7 32.$ ,K o6 Cpp Synchro 7 - Report Patton Harris Rust & Associates Page 4 11 Carpers Valley Development Existing Conditions -SAT 7: Millwood Pk & 21712008 - - t Lane Group '- EBU EBL , EBT "; EBR .; , WBL .: WBT `_ WBR NBL ' NBT . - NBR . : SBL SBT, Lane Configurations tt r tT 4 Volume (vph) 6 2 390 39 13 399 0 48 0 14 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.969 0.865 Fit Protected 0.950 0.950 0.963 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1738 0 0 1611 Flt Permitted 0.950 0.950 0.963 Satd. Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1738 0 0 1611 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 7 2 433 43 14 443 0 53 0 16 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 9 433 43 14 443 0 , 0 69 0 0 2 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment RNA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop Intursection`Surnmary . Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 27.9% ICU Level of Service A Analysis Period (min)15 Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Existing Conditions —SAT 7: Millwood Pk & 2/7/2008 Lane Group,. SBR. Lan4onfigurations Volume (vph) 2 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control Intersec#ion Summary',} r. Synchro 7 - Report ' Patton Harris Rust & Associates Page 6 Carpers Valley Development Existing Conditions -SAT 15: Costello Dr & Route 522 21712008 Lane'Group EBL . EBT EBR WBL' WBT WBR : NBL NBT ; .NBR- 'SBL . 'SBT SBR Lane Configurations +T r *T r ) ttT+ '� tT Volume (vph) 4 1 2 170 1 299 1 411 166 544 362 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 0 0 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.957 0.999 Flt Protected 0.962 0.950 0.953 0.950 0.950 Satd. Flow (prot) 0 1792 1583 1681 1686 1583 1770 4490 0 1770 3166 0 Flt Permitted 0.962 0.950 0.953 0.514 0.397 Satd. Flow (perm) 0 1792 1583 1681 1686 1583 957 4490 0 740 3166 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 332 184 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 4 1 2 189 1 332 1 457 184 604 402 3 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 5 2 94 96 332 1 641 0 604 405 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) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Perm Perm Protected Phases 4 4 8 8 2 6 Permitted Phases 4 8 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Existing Conditions -SAT 15: Costello Dr & Route 522 2/7/2008 Lane Group',,,., ' EBL . EBT. ,EBR WBL WBT. WBR ' NBL ' NBT'`. NBR SBL. SBT : -.SBR Detector Phase 4 4 4 8 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 15.0 15.0 15.0 13.0 13.0 13.0 92.0 92.0 0.0 92.0 92.0 0.0 Total Split (%) 12.5% 12.5% 12.5% 10.8% 10.8% 10.8% 76.7% 76.7% 0.0% 76.7% 76.7% 0.0% Maximum Green (s) 9.0 9.0 9.0 7.0 7.0 7.0 86.0 86.0 86.0 86.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? 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 Max Max Max Max Act Effct Green (s) 6.2 6.2 7.0 7.0 7.0 86.2 86.2 86.2 86.2 Actuated g/C Ratio 0.05 0.05 0.07 0.07 0.07 0.80 0.80 0.80 0.80 v/c Ratio 0.05 0.02 0.85 0.87 0.80 0.00 0.18 1.02 0.16 Control Delay 54.0 37.5 105.5 109.0 21.3 3.0 2.1 56.0 3.0 Queue Delay 010 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.0 37.5 105.5 109.0 21.3 3.0 2.1 56.0 3.0 LOS D D F F C A A E A Approach Delay 49.3 52.6 2.1 34.7 Approach LOS D D A C 90th %ile Green (s) 6.8 6.8 6.8 7.0 7.0 7.0 86.0 86.0 86.0 86.0 90th %ile Term Code Gap Gap Gap Max Max Max MaxR MaxR MaxR MaxR 70th %ile Green (s) 0.0 0.0 0.0 7.0 7.0 7.0 86.0 86.0 86.0 86.0 70th %ile Term Code Skip Skip Skip Max Max Max MaxR MaxR MaxR MaxR 50th %ile Green (s) 0.0 0.0 0.0 7.0 7.0 7.0 86.0 86.0 86.0 86.0 50th %ile Term Code Skip Skip Skip Max Max Max MaxR MaxR MaxR MaxR 30th %ile Green (s) 0.0 0.0 0.0 7.0 7.0 7.0 86.0 86.0 86.0 86.0 30th %ile Term Code Skip Skip Skip Max Max Max MaxR MaxR MaxR MaxR 10th %ile Green (s) 0.0 0.0 0.0 7.0 7.0 7.0 86.0 86.0 86.0 86.0 10th %ile Term Code Skip Skip Skip Max Max Max MaxR MaxR MaxR MaxR Queue Length 50th (ft) 3 0 67 68 0 0 16 298 22 Queue Length 95th (ft) 17 9 #189 #194 #133 2 45 #333 59 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 Base Capacity (vph) 134 121 110 110 413 767 3634 593 2537 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.02 0.85 0.87 0.80 0.00 0.18 1.02 0.16 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 107.6 Natural Cycle: 120 Synchro 7 - Report Patton Harris Rust & Associates Page 8 Carpers Valley Development Existing Conditions —SAT 15: Costello Dr & Route 522 2/7/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.02 Intersection Signal Delay: 29.4 Intersection LOS: C ' Intersection Capacity Utilization 68.2% ICU Level of Service C Analysis Period (min)15 90th %ile Actuated Cycle: 117.8 70th %ile Actuated Cycle: 105 50th %ile Actuated Cycle: 105 30th %ile Actuated Cycle: 105 10th %ile Actuated Cycle: 105 ' # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Costello Dr & Route 522 02 o4 o$ 06 "'mr,% ., . Synchro 7 - Report ' Patton Harris Rust & Associates Page 9 Carpers Valley Development An. KA:II......-r Mf- O 11I... 1__ A.._ Existing Conditions -SAT n1-71nnn0 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT .SBR Lane Configurations tt r tT ft r Volume (vph) 115 496 29 82 566 11 40 36 56 14 32 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util, Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.997 0.850 0.909 Flt Protected 0.950 0.950 0.974 0.995 Satd. Flow (prot) 1770 3312 1583 1770 3306 0 0 1814 1583 0 1685 0 Flt Permitted 0.346 0.416 0.821 0.974 Satd. Flow (perm) 645 3312 1583 775 3306 0 0 1529 1583 0 1649 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 32 4 62 108 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 128 551 32 91 629 12 44 40 62 16 36 108 Shared Lane Traffic (%) Lane Group Flow (vph) 128 551 32 91 641 0 0 84 62 0 160 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 D-iff-I Oh"- 7 7 4 4 A Patton Harris Rust & Associates Synchro 7 - Report Page 10 CG[D8[8Valley Development EXiStiOgC0Dditi0OS_S/\T 18: Millwood Pk & Cluster Ave. 2/7/2008 Lane Group", EBL, Switch Phase Minimum Initial kd 6.0 6.0 8.0 6.0 8.0 6.0 8.0 8.0 8.0 8.0 Minimum Split kA 12.0 120 12.0 128 120 12.0 12.0 12.0 110 12.0 Total Split kA 59.0 59.0 59.0 59.0 59.0 0.0 31.0 31.0 31.0 31.0 31.0 0.0 Total Split/%Q 65.8% 65£% 85.8% 85.6% 65.8% 0.0% 344% 34.4% 34.4% 34.4% 34.4% 0.0% Maximum Green (s) 53.0 53.0 53.0 53.0 53.0 25.0 25.0 25.0 25.8 25.0 Yellow Time (n) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time hA 2.0 2.0 2.0 lO 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time kA 8.0 6.8 6.0 6.0 8.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lao Lead'LagOoUmize? Vehicle Extension (o) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Nona None None None Max Max Max Min Min Act E0ctGreen (n) 17.0 17.0 17.0 17.0 17.0 252 252 252 Actuated g8CRatio 0.31 0.31 0.31 0.31 0.31 0.46 0.46 0.46 wtRaUo 0.83 0.53 0.08 0.37 0.62 0.12 0.08 0]0 Control Delay 307 17.0 5.3 18.8 182 10.5 3.9 51 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 307 17.0 5.3 18.8 18.2 10.5 3.0 51 LUb C 8 A B B B A A Approach Delay 18.0 18.3 77 51 AppmaohLOS 8 B A A 00th %i|oGreen (o) 25.7 257 25J 25.7 257 26.0 25.0 25.0 25.0 25.0 00th %i|aTerm Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Hold Hold 70th %i|aGreen (s) 18.2 192 192 192 182 25.0 25.0 25.0 25.0 25.0 7Oth%i|aTerm Code Gap Gap Gap Hold Hold MoxR MaxR MaxR Hold Hold 50th %i|aGreen (o) 15.0 15.0 15.0 15.0 15.9 25.0 25.0 26.0 25.0 25.0 50th %ile Term Code Hold Hold Hold Gap Gap MaxR MuxR MaxR Hold Hold 30th %ileGreen (s) 14.4 14.4 14.4 14.4 14.4 25.0 25.0 25.0 26.0 25.0 30th %ile Term Code Hold Hold Hold Gap Gap MaxR MaxR MaxR Hold Hold 10h%ileGreen kA 114 11.4 11.4 11.4 11.4 25.0 25.0 25.0 25.0 25.0 10h%ileTerm Code Hold Hold Hold Gap Gap MadR MaxR MaxR Hold Hold Queue Length 5Oth(ft) 34 74 O 22 89 14 0 8 Queue Length 05th/fU 83 111 14 54 131 44 10 44 Internal Link Dist (#A 2801 2176 1478 530 Turn Bay Length U0 100 225 360 Base Capacity (vph) 380 1950 845 456 1040 708 768 823 Starvation Cap Rodudn O U 0 8 O O O O SpiUbaokCap Roductn O O 0 O O O O 0 Storage Cap Roductn U O O 8 O O O O Reduced wtRatio 0.34 028 0.03 0.20 0.33 012 0.08 010 Area Type: Other Cycle Length: 0O Actuated Cycle Length: 54.3 Natural Cycle: 40 8ynom7 Report Carpers Valley Development 18: Millwood Pk & Cluster Ave. Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.63 Intersection Signal Delay: 16.5 Intersection Capacity Utilization 52.5% Analysis Period (min) 15 90th %ile Actuated Cycle: 62.7 70th %ile Actuated Cycle: 56.2 50th %ile Actuated Cycle: 52.9 30th %ile Actuated Cycle: 51.4 10th %ile Actuated Cycle: 48.4 Splits and Phases: 18: Millwood Pk & Cluster Ave. Intersection LOS: B ICU Level of Service A Existing Conditions —SAT 2/7/2008 " o2 t o4 598 `;:;! 31 s +1- 06 t 08 59 s Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Existing Conditions —SAT 19: Costello Dr & Pr. Frederick Dr. 2/712008 Lane Group. s. ,_'EBL, -,EBW', NBT .�,:�SBT- Lane Configurations' Volume (vph) 100 12 13 13 20 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.884 Flt Protected 0.950 0.976 Satd. Flow (prot) 1770 1583 0 1818 1647 0 At Permitted 0.950 0.976 Satd. Flow (perm) 1770 1583 0 1818 1647 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 111 13 14 14 22 133 Shared Lane Traffic (%) Lane Group Flow (vph) 111 13 0 28 155 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free fntersection.Sui mmary, � Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.5% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 1: 2025 Background Conditions _AM 2: Millwood Pk & Inverlee Way 2/7/2008 Lane.Group . EBL , EBT WBT WBR SBL SBR Lane Configurations tt tt r Volume (vph) 0 837 561 16 0 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util, Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 0 3312 3312 1583 0 1611 Flt Permitted Satd. Flow (perm) 0 3312 3312 1583 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj, Flow (vph) 0 930 623 18 0 93 Shared Lane Traffic (%) Lane Group Flow (vph) 0 930 623 18 0 93 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary , ' Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 27.4% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 1 C8[De[3Valley Development Scenario 1: 2025 Background Conditions AM4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Ideal Flow (vpho0 1000 1900 1000 1008 1900 1800 Storage Length 88 200 135 O O Storage Lanes 1 1 1 O Taper Length 0U 25 25 25 25 Lane UbiFactor 1.00 0.95 0.85 1.00 1.00 1.00 Frt 0.850 0,947 F|tPmtocted 0.050 0.870 Sntd.Flow (pm8 1770 3312 3312 1583 1711 O F|tPenni8od 0470 0.070 SuN.Flow (ponn) 875 3312 3312 1583 1711 U Right Turn onRed Yes Yes Gatd.Flow (RTDF) 87 32 Link Speed (mph) 55 55 35 Link Distance (f) 2678 2533 2173 Travel Time (o) 332 31.4 42.3 Peak Hour Factor 0.90 0.80 0.80 0.00 0.00 0.80 Heavy Vehicles (%) 2% 9% O% 2% 2% 2% Adj. Flow (vph) 99 831 408 87 230 147 Shared Lane Traffic (%) ' Lane Group Flow (voh) 00 831 486 87 377 O Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right ModionVWdth00 30 40 12 LinkO0fsnt(f) O O O Cmoowm|kVMdth(M) 18 18 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 16 O 15 9 Number ofDetectors 1 2 2 1 1 Detector Template Left Thm Thm Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector /#0 O O O O O Detector 1 Position(8) O O O O O Detector Size(f) 20 8 8 20 20 Detector Type C|+Ex C|+Ex C|+Ex Q+Ex C|+Ex Detector 1Channel Detector 1Extend (a) 0.0 0.0 0.0 0.0 0.0 Detector 1Queue hA 0.0 8.0 0.0 0.0 0.8 Detector 1Delay (a) 0.0 0.0 0.0 0.0 0.0 Detector 2Positinn80 94 94 Detector 2Sizo(00 8 G Detector 2Type C|+Ex C|+Ex Detector 2Channel Detector Extend /u\ 0.0 0.0 Turn Type Penn Penn Protected Phases 2 8 4 Permitted Phases 2 6 Synom7'Report Carpers Valley Development Scenario 1: 2025 Background Conditions _AM 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group EBL EBT WBT WBR SBL -. SBR - Detector Phase 2 2 6 6 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 65.0 65.0 65.0 65.0 25.0 0.0 Total Split (%) 72.2% 72.2% 72.2% 72.2% 27.8% 0.0% Maximum Green (s) 59.0 59.0 59.0 59.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min None None Min Act Effct Green (s) 18.8 18.8 18.8 18.8 18.2 Actuated g/C Ratio 0.38 0.38 0.38 0.38 0.37 v/c Ratio 0.30 0.65 0.39 0.13 0.58 Control Delay 13.1 15.2 11.9 3.3 16.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.1 15.2 11.9 3.3 16.5 LOS B B B A B Approach Delay 15.0 10.6 16.5 Approach LOS B B B 90th %ile Green (s) 25.3 25.3 25.3 25.3 19.0 90th %ile Term Code Gap Gap Hold Hold Max 70th %ile Green (s) 21.5 21.5 21.5 21.5 19.0 70th %ile Term Code Gap Gap Hold Hold Max 50th %ile Green (s) 18.7 18.7 18.7 18.7 18.6 50th %ile Term Code Gap Gap Hold Hold Gap 30th %ile Green (s) 16.0 16.0 16.0 16.0 17.8 30th %ile Term Code Gap Gap Hold Hold Gap 10th %ile Green (s) 13.8 13.8 13.8 13.8 16.3 10th %ile Term Code Gap Gap Hold Hold Gap Queue Length 50th (ft) 19 100 52 0 74 Queue Length 95th (ft) 47 148 84 19 173 Internal Link Dist (ft) 2598 2453 2093 Turn Bay Length (ft) 290 135 Base Capacity (vph) 579 2192 2192 1077 674 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.17 0.38 0.23 0.08 0.56 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 49.2 Natural Cycle: 40 Synchro 7 - Report Patton Harris Rust & Associates Page 3 Carpers Valley Development Scenario 1: 2025 Background Conditions _AM 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay: 13.9 Intersection LOS: B Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period (min) 15 90th %ile Actuated Cycle: 56.3 70th %ile Actuated Cycle: 52.5 50th %ile Actuated Cycle: 49.3 30th %ile Actuated Cycle: 45.8 10th %ile Actuated Cycle: 42.1 Splits and Phases: 4: Millwood Pk & Sulohur So Rd --IN" o2 o4 65 s 25 s 06 r Synchro 7 - Report Patton Harris Rust & Associates Page 4 11 Carpers Valley Development Scenario 1: 2025 Background Conditions _AM 7: Millwood Pk & Victory Road 2/7/2008 .* -P� �4- *\ r Lane Group EBU EBL EBT LBR WBL WBT', . WBR NBL NBT OR''SBL SBT Lane Configurations Vi tt r tT Volume (vph) 10 9 727 116 28 370 0 57 1 13 1 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.976 0.910 Fit Protected 0.950 0.950 0.961 0.994 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Fit Permitted 0.950 0.950 0.961 0.994 Said. Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 11 10 808 129 31 411 0 63 1 14 1 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 21 808 129 31 411 0 0 78 0 0 9 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop Intersection Summary- = Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 40.6% ICU Level of Service A Analysis Period (min)15 Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 1: 2025 Background Conditions _AM 7: Millwood Pk & Victory Road 2/7/2008 Lane Group . SBR Lan4onfigurations Volume (vph) 5 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Fit Protected Satd, Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control jritersection Summary mw ; r ,' Synchro 7 - Report Patton Harris Rust & Associates Page 6 Carpers Valley Development Scenario 1: 2025 Background Conditions _AM 15: Costello Dr & Route 522 2/7/2008 Lane Group ', ' . EBL EBT . EBR ' WBL WBT '.. WBR NBL ` . NBT NBR : ..SBL SBT .' SBR Lane Configurations +T r +T r ) ttT+ '� tT Volume (vph) 5 5 1 128 0 21 0 677 67 67 717 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.987 0.998 Fit Protected 0.976 0.950 0.950 0.950 Said. Flow (prot) 0 1818 1583 1681 1681 1583 1863 4534 0 1770 3165 0 Fit Permitted 0.976 0.950 0.950 0.950 Satd. Flow (perm) 0 1818 1583 1681 1681 1583 1863 4534 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 23 19 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 6 6 1 142 0 23 0 752 74 74 797 12 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 12 1 71 71 23 0 826 0 74 809 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 7 C8[D8[SValley Development Scenario 1: 2025 Background Conditions _AM 15: Costello Dr�� Route 522 2��0O8 ��- � �* ~� �� � ~� -+� � � \ Detector Phase 4 4 4 8 8 8 5 2 1 8 Switch Phase Minimum Initial (s) 8.0 6.0 6.0 8.0 6.0 8.0 0.0 6.0 8.0 6.0 Minimum Split bd 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split hd 22.0 22.0 210 17.0 17.0 17.0 12.0 34.0 OO 17.0 39.0 &O Total Split (%) 24.4% 24.4% 24.4% 18.9% 18.9% 18.8% 13.3% 37.8% 0.0% 18.9& 43.3% 0.0% Maximum Green kA 16.0 168 16.0 11.0 11.0 11.0 6.0 28.0 11.0 33.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time kd 2.0 lO 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust kA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.0 8.0 8.0 60 6.0 6.0 6.0 6.0 4.0 8.0 8.0 4.0 Lead/Lag Lead Lag Load Lag Load'LagDpUmize7 Yes You Yes Yes Vehicle Extension (o) 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 Nona None None Max Nona Max Act EffctGreen (o) 67 67 82 02 9.2 43.5 &.O 53.7 Actuated O/CRatio 0.08 0.88 012 012 012 0.57 011 071 wtRaUo 0.08 0.01 0.38 0.38 0]1 0.32 0.38 0.38 Control Delay 34.6 270 32.6 82.6 14.3 117 33.3 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.0 27.0 32.8 32.6 14.3 11.7 33.3 6.3 LU6 C C C C B 8 C A Approach Delay 34.0 30.0 117 8.5 AppmachLOS C C B A 00th %i|eGreen (a) 72 72 72 11.0 11.0 11.0 0.0 28.0 11.0 45.0 00th9QleTerm Code Gap Gap Gap Max Max Max Skip MuxR Max Hold 7Oth%i|oGreen (s) 0.0 0.0 0.0 01 01 81 0.0 28.0 81 43.1 7Uth%ileTerm Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold SOth %i|oGreen (o) 0.0 0.0 0.0 8.0 8.0 8.0 0.0 28.0 8.0 42.0 5Oth%ileTerm Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 30th %i|eGreen (a) 0.0 0.0 0.0 8.0 8.9 8.9 0.0 33.0 0.0 33.0 30th %ileTerm Code Skip Skip Skip Gap Gap Gap Skip Hold Skip MaxR 10th %i|oGreen /x\ 0.0 0.0 0.0 0.0 0.0 0.0 0.0 114.0 0.0 114.0 10h%ileTerm Code Skip Skip Skip Skip Skip Skip Skip Dwell Skip Dwell Queue Length 50h(ft) 4 O 28 28 O 69 38 SS Queue Length 05th (ft) 22 S 75 75 21 156 74 183 Internal Link Dist 0d 235 3029 482 723 Turn Bay Length U0 70 1000 1000 Base Capacity (vph) 321 280 251 251 258 2609 252 2241 Starvation Cap Raduotn O O O U 0 O 8 O Spi||baokCap Roduutn 8 O O O 0 0 O 0 Storage Cap Raduntn O O O O 0 U 0 0 Reduced wtRatio 0.04 0.00 028 0.28 0.08 0.32 0.20 0.36 Area Type: Other Cycle Length: 0O Actuated Cycle Length: 75.0 Natural Cycle: 60 Synom7' Report Carpers Valley Development 15: Costello Dr & Route 522 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.38 Intersection Signal Delay: 12.0 Intersection Capacity Utilization 50.4% Analysis Period (min) 15 90th %ile Actuated Cycle: 81.2 70th %ile Actuated Cycle: 64.2 50th %ile Actuated Cycle: 62 30th %ile Actuated Cycle: 51.9 10th %ile Actuated Cycle: 120 SDlits and Phases: 15: Costello Dr & Route .522 Scenario 1: 2025 Background Conditions _AM 21712008 Intersection LOS: B ICU Level of Service A " 01 I o2 o4 08 17s ;�' 134 s Kr 22s 77s : o5 I 7 o6 12s 39s Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 1: 2025 Background Conditions _AM 18: Millwood Pk & Custer Ave. 2/7/2008 Lane Group', EBL .. ` EBT . : EBR `' .WBL WBT ' ; ;WBR. "NBL Lane Configurations tt r tT *T r Volume (vph) 42 700 64 72 550 4 9 31 25 48 88 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.944 Flt Protected 0.950 0.950 0.989 0.990 Satd. Flow (prot) 1770 3312 1583 1770 3310 0 0 1842 1583 0 1741 0 Flt Permitted 0.419 0.326 0.899 0.923 Satd. Flow (perm) 780 3312 1583 607 3310 0 0 1675 1583 0 1623 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 71 2 28 33 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 47 778 71 80 611 4 10 34 28 53 98 106 Shared Lane Traffic (%) Lane Group Flow (vph) 47 778 71 80 615 0 0 44 28 0 257 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 8 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 10 Carpers Valley Development Scenario 1: 2025 Background Conditions _AM 18: Millwood Pk & Custer Ave. 2/7/2008 -.- -*, ---r 'f- 'I- 4\ t 1 Lane Group EBL EBT ... EBR WBL WBT , ,.. WBR NBL ' NBT NBR . SBL SBT SBR Detector Phase 2 2 2 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 71.0 71.0 71.0 71.0 71.0 0.0 19.0 19.0 19.0 19.0 19.0 0.0 Total Split (%) 78.9% 78.9% 78.9% 78.9% 78.9% 0.0% 21.1 % 21.1 % 21.1 % 21.1 % 21.1 % 0.0% Maximum Green (s) 65.0 65.0 65.0 65.0 65.0 13.0 13.0 13.0 13.0 13.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? 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 Max Max Max Min Min Act Effct Green (s) 15.8 15.8 15.8 15.8 15.8 13.1 13.1 13.1 Actuated g/C Ratio 0.39 0.39 0.39 0.39 0.39 0.32 0.32 0.32 v/c Ratio 0.16 0.61 0.11 0.34 0.48 0.08 0.05 0.48 Control Delay 9.1 12.2 2.9 13.1 10.6 11.9 6.2 14.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.1 12.2 2.9 13.1 10.6 11.9 6.2 14.4 LOS A B A B B B A B Approach Delay 11.3 10.9 9.7 14.4 Approach LOS B B A B 90th %ile Green (s) 21.4 21.4 21.4 21.4 21.4 13.0 13.0 13.0 13.0 13.0 90th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Max Max 70th %ile Green (s) 18.3 18.3 18.3 18.3 18.3 13.0 13.0 13.0 13.0 13.0 70th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Max Max 50th %ile Green (s) 15.9 15.9 15.9 15.9 15.9 13.0 13.0 13.0 13.0 13.0 50th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Max Max 30th %ile Green (s) 13.6 13.6 13.6 13.6 13.6 13.0 13.0 13.0 13.0 13.0 30th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Max Max 10th %ile Green (s) 11.0 11.0 11.0 11.0 11.0 13.0 13.0 13.0 13.0 13.0 10th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Max Max Queue Length 50th (ft) 7 70 0 12 52 7 0 40 Queue Length 95th (ft) 21 108 15 36 82 26 13 104 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity(vph) 563 2392 1163 438 2391 535 525 540 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.33 0.06 0.18 0.26 0.08 0.05 0.48 Intersection, a marv. ti .. r. .. Area Type: Other Cycle Length: 90 Actuated Cycle Length: 41 Natural Cycle: 40 Synchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development 18: Millwood Pk & Custer Ave. Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.61 Intersection Signal Delay: 11.5 Intersection Capacity Utilization 59.1 % Analysis Period (min)15 90th %ile Actuated Cycle: 46.4 70th %ile Actuated Cycle: 43.3 50th %ile Actuated Cycle: 40.9 30th %ile Actuated Cycle: 38.6 10th %ile Actuated Cycle: 36 Splits and Phases: 18: Millwood Pk & Custer Ave. Scenario 1: 2025 Background Conditions _AM 2/7/2008 Intersection LOS: B ICU Level of Service B 71 s 19}s . *1-- 06 I ` o$ Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 1: 2025 Background Conditions 19: Costello Dr & Pr. Frederick Dr. _AM 21712008 - 4\ Lane Group - EBL . EBR NBL, NBT . ,SBT ,.:. SBR.: - Lane Configurations r 4 T Volume (vph) 53 52 7 12 85 121 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.921 Fit Protected 0.950 0,981 Satd. Flow (prot) 1770 1583 0 1827 1716 0 Fit Permitted 0.950 0.981 Satd, Flow (perm) 1770 1583 0 1827 1716 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 59 58 8 13 94 134 Shared Lane Traffic (%) Lane Group Flow (vph) 59 58 0 21 228 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1,00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.9% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 1: 2025 Background Conditions _PM 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group EBL .: EBT WBT WBR SBL SBR Lane Configurations tt tt r if Volume (vph) 0 736 1202 63 0 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.865 Fit Protected Satd. Flow (prot) 0 3312 3312 1583 0 1611 Fit Permitted Satd. Flow (perm) 0 3312 3312 1583 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 0 818 1336 70 0 47 Shared Lane Traffic (%) Lane Group Flow (vph) 0 818 1336 70 0 47 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 43.2% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report I Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 1: 2025 Background Conditions _PM 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group , < , �, EBL . _ EBT.-, ,, WBT WBR` .. SBL- < ZBR . Lane Configurations tt tt if y Volume (vph) 247 490 1114 244 64 151 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.905 Flt Protected 0.950 0.985 Satd. Flow (prot) 1770 3312 3312 1583 1660 0 At Permitted 0.097 0.985 Satd. Flow (perm) 181 3312 3312 1583 1660 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 208 112 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 274 544 1238 271 71 168 Shared Lane Traffic (%) Lane Group Flow (vph) 274 544 1238 271 239 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1,00 1,00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type pm+pt Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 2 CG[DS[SValley Development Scenario 1: 2025 B8cknF0UOd Conditions _P�� 4: Millwood ��k/���Ul h�� Rd 2��OO8 ^ Detector Phase 5 2 O 8 4 Switch Phase Minimum Initial (o) 8.0 6.0 8.0 8.0 6.0 Minimum Split hd 12.0 12.0 12.0 12.0 12.0 Total Split kA 20.0 70.8 50.0 50.0 20.0 0.0 Total Split /%@ 222% 77.8% 55.8% 55.6% 22.2% 0.0% Maximum Green (s) 14.0 64.0 44.0 #.0 14.0 Yellow Time hd 4.0 4.0 4.0 4.0 4.0 All -Red Time kd 10 lO 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 08 0.0 0.0 0.0 Total Lost Time (o) 8.0 6.0 8.0 6.0 8.0 4.0 Lead/Lag Lead Lag Lag Leod'LagOpUmizo? Yes You Yes Vehicle Extension (o) 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min Nona None Min Act EffctGreen (o) 55.4 554 35.8 35.8 10.8 Actuated g/CRatio 070 0J0 0.48 0.48 014 wtRaUn 0.89 023 0.82 0.32 0.74 Control Delay 282 4.5 23.8 47 33.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 282 4.5 23.8 47 33.3 ' LOS C A C A C Approach Delay 117 20.4 33.3 AppmaohLOS B C C 00h%i|oGreen (s) 14.0 64.0 44.0 44.0 14.0 90h %ileTann Code Max Hold Max Max Max 70th %ileGreen &A 14.0 84.0 44.0 44.0 14.0 70th %ile Term Code Max Hold Max Max Max 50th %ileGreen kA 14.0 60.0 40.0 40.0 12.3 50th%i|oTerm Code Max Hold Gap Gap Gap 30th %i|eGreen (s) 14.0 51.0 31.0 31.0 0.0 30th %i|aTem Code Max Hold Gap Gap Sap 1Nh%ileGreen bJ 102 38.8 22.4 22.4 8.0 10th %i|aTerm Code Gap Hold Gap Gap Win Queue Length 50h (0U 78 43 276 17 63 Queue Length 05th(f0 #102 85 374 80 #154 Internal Link Dist (#U 2508 2453 2093 Turn Bay Length 80 200 135 Base Capacity (vph) 413 2438 1803 011 382 Starvation CapRoducto O O 0 O O Spi||buokCap Reductn 8 U O 0 O Storage Cap Reducm 8 O U 0 0 Reduced wtRatio 0.88 0.22 873 0.38 0.63 Synchro7 Report Carpers Valley Development Scenario 1: 2025 Background Conditions _PM 4: Millwood Pk & Sulphur Sp Rd 217/2008 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.82 Intersection Signal Delay: 18.8 Intersection LOS: B Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min)15 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 90 50th %ile Actuated Cycle: 84.3 30th %ile Actuated Cycle: 72 10th %ile Actuated Cycle: 56.6 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Millwood Pk & Sulphur SD Rd o2 o4 70s°. 20s o5 06 20 s ..: 50 s ,. Synchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Scenario 1: 2025 Background Conditions _PM 7: Millwood Pk & Victory Road 2/7/2008 \40. I Lane Group _ EBU EBL EBT 'EBR.: -:WBL .a WBT: ` .WBR NBL NOT NBR :, SBL ` .'SBT Lane Configurations tt if tT *T+ Volume (vph) 69 7 512 85 34 985 0 108 3 8 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.991 0.865 Fit Protected 0.950 0.950 0.957 Satd, Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Fit Permitted 0.950 0.950 0.957 Said, Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj, Flow (vph) 77 8 569 94 38 1094 0 120 3 9 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 85 569 94 38 1094 0 0 132 0 0 12 Enter Blocked Intersection No No No No No No No , No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop Intersectioii'Summary - Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 5 11 u I I d Carpers Valley Development Scenario 1: 2025 Background Conditions _PM 7: Millwood Pk & Victory Road 2/7/2008 4/ Lane. Group . , .., SBR Lan4onfigurations Volume (vph) 11 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 Fit Permitted Satd. Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control Intersection Summary `° _• . Synchro 7 - Report Patton Harris Rust & Associates Page 6 Carpers Valley Development Scenario 1: 2025 Background Conditions _PM 15: Costello Dr & Route 522 2/7/2008 - ` -. ---* 4- - ",\ t /* Lane Group _ EBL :EBT .. � EBR �`WBL `� . MT. �` u .WI 'NBL . NBT NBR SBL , SBT:: SBR Lane Configurations *' if 4 r ttT tT Volume (vph) 6 3 0 146 3 127 1 787 125 236 689 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.979 0.998 Flt Protected 0.966 0.950 0.954 0.950 0.950 Satd. Flow (prot) 0 1799 1863 1681 1688 1583 1770 4520 0 1770 3165 0 Flt Permitted 0.966 0.950 0.954 0.950 0.950 Satd. Flow (perm) 0 1799 1863 1681 1688 1583 1770 4520 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 141 30 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 7 3 0 162 3 141 1 874 139 262 766 11 Shared Lane Traffic (%) 49% Lane Group Flow (vph) 0 10 0 83 82 141 1 1013 0 262 777 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 1: 2025 Background Conditions _PM 15: Costello Dr & Route 522 2/712008 Lane Group EBL EBT . EBR WBL WBR .. NBL NBT NBR SBL 'SBT . SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 20.0 20.0 20.0 17.0 17.0 17.0 12.0 25.0 0.0 28.0 41.0 0.0 Total Split (%) 22.2% 22.2% 22.2% 18.9% 18.9% 18.9% 13.3% 27.8% 0.0% 31.1 % 45.6% 0.0% Maximum Green (s) 14.0 14.0 14.0 11.0 11.0 11.0 6.0 19.0 22.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag 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 None Max None Max Act Effct Green (s) 6.3 8.4 8.4 8.4 6.0 19.7 14.4 38.4 Actuated g/C Ratio 0.09 0.13 0.13 0.13 0.08 0.31 0.23 0.61 vlc Ratio 0.06 0.37 0.36 0.42 0.01 0.71 0.65 0.40 Control Delay 34.4 32.3 32.2 10.4 34.0 24.4 30.9 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.4 32.3 32.2 10.4 34.0 24.4 30.9 9.3 LOS C C C B C C C A Approach Delay 34.4 22.2 24.4 14.8 Approach LOS C C C B 90th %ile Green (s) 7.1 7.1 7.1 11.0 11.0 11.0 6.0 19.0 22.0 35.0 90th %ile Term Code Gap Gap Gap Max Max Max Max MaxR Max MaxR 70th %ile Green (s) 0.0 0.0 0.0 9.8 9.8 9.8 0.0 19.0 16.4 41.4 70th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 50th %ile Green (s) 0.0 0.0 0.0 8.4 8.4 8.4 0.0 19.0 14.0 39.0 50th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 30th %ile Green (s) 0.0 0.0 0.0 7.2 7.2 7.2 0.0 19.0 11.8 36.8 30th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 10th %ile Green (s) 0.0 0.0 0.0 6.0 6.0 6.0 0.0 19.9 9.1 35.0 10th %ile Term Code Skip Skip Skip Min Min Min Skip Hold Gap MaxR Queue Length 50th (ft) 3 28 28 0 0 110 84 54 Queue Length 95th (ft) 20 87 86 50 6 #276 193 215 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 1000 1000 Base Capacity (vph) 315 287 288 387 147 1434 558 1932 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback. Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.03 0.29 0.28 0.36 0.01 0.71 0.47 0.40 Intersection,Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 62.9 Natural Cycle: 60 Synchro 7 - Report Patton Harris Rust & Associates Page 8 Carpers Valley Development 15: Costello Dr & Route 522 Scenario 1: 2025 Background Conditions _PM 2n/2008 Control Type: Semi Act-Uncoord Maximum We Ratio: 0.71 Intersection Signal Delay: 19.9 Intersection LOS: B Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period (min) 15 90th %ile Actuated Cycle: 83.1 70th %ile Actuated Cycle: 63.2 50th %ile Actuated Cycle: 59.4 30th %ile Actuated Cycle: 56 10th %ile Actuated Cycle: 53 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Costello Dr & Route 522 01 I o2 o4 08 - 1 o5 o6 Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development 18: Millwood Pk & Custer Ave. Scenario 1: 2025 Background Conditions _PM 2/7/2008 Lane Group EBL , EBT EBR WBL WBT , WBR ' NBL' NBT NBR : ' SBL ' � ` ,SBT.,-_ SBR Lane Configurations tt r tT ft if *T+ Volume (vph) 185 626 14 68 1051 17 73 50 85 33 49 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 n n Taper Length (ft) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Fit Permitted Satd, Flow (perm) Right Turn on Red Satd, Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases 1.00 0.95 1.00 1.00 0.95 0.9 0.850 0.998 0.950 0,950 1770 3312 1583 1770 3309 0.098 0.387 183 3312 1583 721 3309 Yes Ye 16 2 30 30 2981 2256 67.8 51.3 0.90 0.90 0.90 0.90 0.90 0.9 2% 9% 2% 2% 9% 2`, 206 696 16 76 1168 1 206 696 16 76 1187 No No No No No N Left Left Right Left Left Rig[ 12 12 0 0 16 16 1.00 1.00 1.00 1.00 1.00 1.0 15 9 15 1 2 1 1 2 Left Thru Right Left Thru 20 100 20 20 100 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 pm+pt Perm Perm 5 2 6 2 2 6 Patton Harris Rust & Associates 1.00 1.00 1.00 1.00 1.00 1.00 0,850 0.939 0.971 0.989 0 1809 1583 0 1730 0 0.711 0.901 0 1324 1583 0 1576 0 Yes Yes 94 42 30 30 1558 610 35.4 13.9 0.90 0.90 0.90 0.90 0.90 0.90 2% 2% 2% 2% 2% 2% 81 56 , 94 37 54 74 0 137 94 0 165 0 No No No No No No Left Left Right Left Left Right 0 0 0 0 16 16 1.00 1.00 1.00 1.00 1.00 1.00 15 9 15 9 1 2 1 1 2 Left Thru Right Left Thru 20 100 20 20 100 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 Perm Perm Perm 8 4 8 8 4 Synchro 7 - Report Page 10 C8[D8[SValley Development Scenario 1: 2025 B8ck«[OUOd C0DditiOOS_PK� 18:Millwood Pk&Custer Ave. 2/7/2008 �-' � �* -� �� � �� --� � � \ Detector Phase 5 2 2 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 8.0 6.0 0.8 8.0 6.0 6.8 8.0 8.8 GD 6.0 Minimum Split hA 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 120 Total Split (s) 18.0 60 64.0 460 46.0 0.0 26.0 26.0 26.0 26.0 26.0 0.0 Total Split /Y@ 20.0% 711% 711% 51j% 511% 0.0% 28.0% 28.9% 28.9% 28.0% 28.0% 0.0% Maximum Green kd 12.0 580 580 40.0 400 200 200 200 200 20.0 Yellow Time bJ 4.0 4.0 4.0 4.8 4.0 4.0 4.8 4.0 4.0 4.0 All -Red Time kA 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 8.0 8.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time kA 0.0 6.0 6.0 6.0 6.0 4.0 6.0 8.0 6.0 8.0 8.0 4.0 Lead/Lag Lead Lag Lag Laad'LagOpUmizo? Yes Yes Yes Vehicle Extension (o) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Nona None None None Max Max Max Min Min Act EffctGreen (u) 522 522 522 34.8 34.8 202 202 20.2 Actuated g/CRatio 0.82 0.82 0.82 0.41 041 0.24 0.24 0.24 v/nRedo 0.83 0.34 0.82 0.26 0.87 0.43 0.21 040 Control Delay 232 8.1 2.8 18.7 30.5 34.3 7.8 25.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay' 232 8.1 2.8 187 30.5 34.3 7.0 25.0 LOS C A A B C C A C Approach Delay 11.4 29.8 23.6 25.0 AppmachLOS 8 C C C 90h %i|oGreen (n) 12.0 58.0 58.0 40.0 40.0 20.0 20.0 20.0 20.0 20.0 80th %ileTerm Code Max Hold Hold Max Max MaxR MaxR MaxR Hold Hold 70h%i|nGreen (s) 12.0 58.0 58.0 40.0 40.0 20.0 20.8 20.0 20.0 20.0 70th %i|eTerm Code Max Hold Hold Max Max MaxR MuxR MaxR Hold Hold 50th %i|aGreen (s) 12.0 55.8 55.8 37.8 37.8 20.0 20.0 20,0 20.0 20.0 5Oth%i|aTerm Code Max Hold Hold Gap Gap MaxR MaxR MaxR Hold Hold 30th %ileGreen (o) 11.9 40.0 48.9 32.0 32.0 20.0 20.0 20.0 20.0 20.0 30h%i|eTerm Code Gap Hold Hold Gap Gap MaxR MaxR MoxR Hold Hold 1Nh %i|oGnaon (a) 8.7 401 401 26.4 25.4 20.0 20.0 20.0 28.0 20.0 10h%i|oTerm Code Gap Hold Hold Gap Gap MaxR MaxR MuxR Hold Hold Queue Length 5Nb(M0 50 83 U 28 207 66 0 57 Queue Length 05th(0 124 112 7 58 385 128 38 120 Internal Link Dist 0U 2901 2176 1478 530 Turn Bay Length U0 100 225 380 Base Capacity (vph) 337 2134 1026 323 1483 316 450 408 Starvation Cap Radudn O O U 0 0 U O O SpiUbackCap Roductn O 0 U O O O O U Storage Cap Rodudx 0 U O 0 U U U O Reduced wtRatio 0.61 0.33 0.02 0.24 0.80 0.43 021 040 Area Type: Other Cycle Length: 00 Actuated Cycle Length: 844 Natural Cycle: 60 Synom7'Report Carpers Valley Development 18: Millwood Pk & Custer Ave. Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.87 Intersection Signal Delay: 22.4 Intersection Capacity Utilization 70.0% Analysis Period (min) 15 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 90 50th %ile Actuated Cycle: 87.8 30th %ile Actuated Cycle: 81.9 10th %ile Actuated Cycle: 72.1 Snlits and Phases- 18- Millwood Pk & Custer Ave. Scenario 1: 2025 Background Conditions _PM 21712008 Intersection LOS: C ICU Level of Service C o2 o4 64 s 26 s o5 o6 I' 08 18s =46s 26s' Patton Harris Rust & Associates Synchro 7 - Report Page 12 Carpers Valley Development Scenario 1: 2025 Background Conditions _PM 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 Lane Group . ': EBL..' EBR . NBL NBT' SBT , SBR ` Lane Configurations Volume (vph) 118 12 34 70 24 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util, Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.897 Flt Protected 0.950 0.984 Satd. Flow (prot) 1770 1583 0 1833 1671 0 Flt Permitted 0.950 0.984 Satd. Flow (perm) 1770 1583 0 1833 1671 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 131 13 38 78 27 86 Shared Lane Traffic (%) Lane Group Flow (vph) 131 13 0 116 113 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free litersectibn Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.4% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 1: 2025 Background Conditions —SAT 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group EBL EBT . WBT WBR SBL SBR Lane Configurations tt tt r Volume (vph) Ideal Flow (vphpl) 0 1900 701 1900 860 1900 49 1900 0 1900 55 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.865 At Protected Satd. Flow (prot) 0 3312 3312 1583 0 1611 Flt Permitted ' Satd, Flow (perm) Link Speed (mph) 0 3312 30 3312 30 1583 0 30 1611 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 0 779 956 54 0 61 Shared Lane Traffic (%) 1 Lane Group Flow (vph) 0 779, 956 54 0 61 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop ' Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.8% ICU Level of Service A Analysis Period (min)15 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 1: 2025 Background Conditions -SAT 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 .,' --+ <-- 41, Lane Group. EB , .:, EBT = .` WBT. ': ,WBR : ; "'SBL ' SBR Lane Configurations tt tt r y Volume (vph) 355 346 537 97 123 372 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.899 Flt Protected 0.950 0.988 Satd. Flow (prot) 1770 3312 3312 1583 1655 0 At Permitted 0.215 0.988 Satd. Flow (perm) 400 3312 3312 1583 1655 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 108 187 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 394 384 597 108 137 413 Shared Lane Traffic (%) Lane Group Flow (vph) 394 384 597 108 550 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type pm+pt Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 2 i Carpers Valley Development Scenario 1: 2025 Background Conditions -SAT 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group EBL EBT, WBT WBR SBL.., SBR Detector Phase 5 2 6 6 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 23.0 52.0 29.0 29.0 38.0 0.0 Total Split (%) 25.6% 57.8% 32.2% 32.2% 42.2% 0.0% Maximum Green (s) 17.0 46.0 23.0 23.0 32.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lag ' Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None None Min Act Effct Green (s) 41.8 41.8 18.7 18.7 23.7 Actuated g/C Ratio 0.54 0.54 0.24 0.24 0.30 v/c Ratio 0.77 0.22 0.75 0.23 0.87 Control Delay 26.4 10.8 34.9 7.2 32.2 ' Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 26.4 10.8 34.9 7.2 32.2 LOS C B C A C ' Approach Delay 18.7 30.6 32.2 Approach LOS B C C 90th %ile Green (s) 17.0 46.0 23.0 23.0 32.0 90th %ile Term Code Max Hold Max Max Max 70th %ile Green (s) 17.0 46.0 23.0 23.0 32.0 70th %ile Term Code Max Hold Max Max Max 50th %ile Green (s) 17.0 43.4 20.4 20.4 25.5 50th %ile Term Code Max Hold Gap Gap Gap 30th %ile Green (s) 17.0 39.2 16.2 16.2 19.5 30th %ile Term Code Max Hold Gap Gap Gap ' 10th %Ile Green (s) 14.6 32.7 12.1 12.1 12.6 10th %ile Term Code Gap Hold Gap Gap Gap Queue Length 50th (ft) 111 50 145 0 175 Queue Length 95th (ft) #291 87 222 39 #329 Internal Link Dist (ft) 2598 2453 2093 Turn Bay Length (ft) 290 135 Base Capacity (vph) 518 1867 941 527 739 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 ■ Reduced v/c Ratio 0.76 0.21 0.63 0.20 0.74 Intersection Summar Area Type: Other Cycle Length: 90 Actuated Cycle Length: 77.8 Natural Cycle: 55 Synchro 7 - Report Patton Harris Rust & Associates Page 3 Carpers Valley Development Scenario 1: 2025 Background Conditions —SAT 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 26.5 Intersection LOS: C Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 90 50th %ile Actuated Cycle: 80.9 30th %ile Actuated Cycle: 70.7 10th %ile Actuated Cycle: 57.3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Millwood Pk & Sulphur Sn Rd o2 o4 ' 38 s . 05 � 06 23 s - �� '-", , I " �` - I IRI'llSl 29 sy Synchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Scenario 1: 2025 Background Conditions -SAT 7: Millwood Pk & Victory Road 21712008 Lane Group- -EBU , - EBL. - EBT. EBR VVBL: WBT MR NBL. NBT - NBR SBIL " .SBT Lane Configurations tt r '� tl 4 ' Volume (vph) Ideal Flow (vphpl) 6 1900 2 1900 518 1900 39 1900 13 1900 534 1900 0 1900 48 1900 0 1900 14 1900 0 1900 0 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.969 0.865 Flt Protected 0.950 0.950 0.963 ' Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1738 0 0 1611 Flt Permitted 0.950 0.950 0.963 Satd. Flow (perm) Link Speed (mph) 0 1770 3312 30 1583 1770 3312 30 0 0 1738 30 0 0 1611 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 I Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 7 2 576 43 14 593 0 53 0 16 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 9 576 43 14 593, 0 0 69 0 0 2 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop ' Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.6% ICU Level of Service A Analysis Period (min) 15 r ISynchro 7 - Report Patton Harris Rust & Associates Page 5 1 Carpers Valley Development Scenario 1: 2025 Background Conditions —SAT 7: Millwood Pk & Victory Road 2/712008 W Lane Group "," SBR Lanonfigurations Volume (vph) 2 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 Fit Permitted Satd. Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control Synchro 7 - Report Patton Harris Rust & Associates Page 6 11 11 Carpers Valley Development Scenario 1: 2025 Background Conditions -SAT 15: Costello Dr & Route 522 2/7/2008 Lane Group EBL EBT EBR WBL WBT .WBR NBL NBT NBR SBL SBT SBR Lane Configurations *' r '� +T r ) ttT+ tT Volume (vph) 4 1 2 170 1 299 1 531 166 544 467 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.964 0.999 Flt Protected 0.962 0.950 0.953 0.950 0.950 Satd. Flow (prot) 0 1792 1583 1681 1686 1583 1770 4499 0 1770 3165 0 Flt Permitted 0.962 0.950 0.953 0.950 0.950 Satd. Flow (perm) 0 1792 1583 1681 1686 1583 1770 4499 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 332 74 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 4 1 2 189 1 332 1 590 184 604 &19 3 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 5 2 94 96 332 1 774 0 604 522 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split pm+ov Prot Prot Protected Phases 4 4 8 8 1 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 1: 2025 Background Conditions -SAT 15: Costello Dr & Route 522 2/7/2008 Lane Group EBL ..,°iEBT�` EBR' ` WBL .-`WBT..:�WBR' NBL'> NBT ': NBR=� SBL:. ' SBT SBR Detector Phase 4 4 4 8 8 1 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 22.0 22.0 22.0 14.0 14.0 34.0 42.0 20.0 0.0 34.0 12.0 0.0 Total Split (%) 24.4% 24.4% 24.4% 15.6% 15.6% 37.8% 46.7% 22.2% 0.0% 37.8% 13.3% 0.0% Maximum Green (s) 16.0 16.0 16.0 8.0 8.0 28.0 36.0 14.0 28.0 6.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead -Lag Optimize? Yes 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 None Max None Max Act Effct Green (s) 6.1 6.1 7.7 7.7 41.9 6.0 14.1 28.2 46.2 Actuated g/C Ratio 0.08 0.08 0.11 0.11 0.60 0.08 0.20 0.40 0.66 v/c Ratio 0.04 0.02 0.51 0.52 0.31 0.01 0.81 0.85 0.25 Control Delay 35.0 25.5 41.5 41.9 2.0 35.0 33.0 34.3 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.0 > 25.5 41.5 41.9 2.0 35.0 33.0 34.3 7.1 LOS C C D D A C C C A Approach Delay 32.3 16.4 33.0 21.7 Approach LOS C B C C 90th %ile Green (s) 6.4 6.4 6.4 8.0 8.0 28.0 6.0 14.0 28.0 36.0 90th %ile Term Code Gap Gap Gap Max Max Max Min MaxR Max Hold 70th %ile Green (s) 0.0 0.0 0.0 8.0 8.0 28.0 0.0 14.0 28.0 48.0 70th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 50th %ile Green (s) 0.0 0.0 0.0 8.0 8.0 28.0 0.0 14.0 28.0 48.0 50th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 30th %ile Green (s) 0.0 0.0 0.0 8.0 8.0 28.0 0.0 14.0 28.0 48.0 30th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 10th %ile Green (s) 0.0 0.0 0.0 6.4 6.4 28.0 0.0 14.0 28.0 48.0 10th %ile Term Code Skip Skip Skip Gap Gap Max Skip MaxR Max Hold Queue Length 50th (ft) 2 0 38 40 0 0 101 217 32 Queue Length 95th (ft) 13 7 #108 #111 37 5 #202 #509 125 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 1000 1000 Base Capacity (vph) 320 284 192 192 1079 580 961 710 2081 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.01 0.49 0.50 0.31 0.00 0.81 0.85 0.25 Intersection -Summary. Area Type: Other Cycle Length: 90 Actuated Cycle Length: 70.2 Natural Cycle: 80 Synchro 7 - Report Patton Harris Rust & Associates Page 8 Carpers Valley Development Scenario 1: 2025 Background Conditions —SAT 15: Costello Dr & Route 522 21712008 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.85 Intersection Signal Delay: 24.2 Intersection LOS: C Intersection Capacity Utilization 70.5% ICU Level of Service C Analysis Period (min)15 90th %ile Actuated Cycle: 80.4 70th %ile Actuated Cycle: 68 50th %ile Actuated Cycle: 68 30th %ile Actuated Cycle: 68 10th %ile Actuated Cycle: 66.4 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Costello Dr & Route 522 ` ' 01 I o2 4,4 08 3#4, s 20s22 s l 05 06 42 s x. 12 s ,�. Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 1: 2025 Background Conditions -SAT 18: Millwood Pk & Custer Ave. 2/7/2008 Lane Group EBL,: ,, EBT :EBR . ," ,WBL WBT � ,.MBR' ,; .NBC' : NBT "SBL , "SBT. SBR Lane Configurations tt Volume (vph) 146 629 29 82 744 11 40 36 56 40 32 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.998 0.850 0.922 Flt Protected 0.950 0.950 0.974 0.988 Satd. Flow (prot) 1770 3312 1583 1770 3308 0 0 1814 1583 0 1697 0 Flt Permitted 0.297 0.376 0.766 0.906 Satd. Flow (perm) 553 3312 1583 700 3308 0 0 1427 1583 0 1556 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 32 4 62 63 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 162 699 32 91 827 12 44 40 62 44 36 108 Shared Lane Traffic (%) I Lane Group Flow (vph) 162 699 32 91 839 0 0 84 62 0 188 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 8 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 10 J Carpers Valley Development Scenario 1: 2025 Background Conditions -SAT 18: Millwood Pk & Custer Ave. 2/7/2008 --* --p. fir ' ,-- `- 4� t ,* I. 41 Lane Group EBL EBT . EBR . WBL `WBT . WBR NBL NBT - NBR '.SBL SBT , SBR Detector Phase 2 2 2 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 71.0 71.0 71.0 71.0 71.0 0.0 19.0 19.0 19.0 19.0 19.0 0.0 Total Split (%) 78.9% 78.9% 78.9% 78.9% 78.9% 0.0% 21.1 % 21.1 % 21.1 % 21.1 % 21.1 % 0.0% Maximum Green (s) 65.0 65.0 65.0 65.0 65.0 13.0 13.0 13.0 13.0 13.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? 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 Max Max Max Min Min Act Effct Green (s) 19.1 19.1 19.1 19.1 19.1 13.3 13.3 13.3 Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.43 0.30 0.30 0.30 v/c Ratio 0.69 0.49 0.05 0.30 0.59 0.20 0.12 0.37 Control Delay 26.0 10.1 2.9 10.6 11.1 15.9 6.2 13.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.0 10.1 2.9 10.6 11.1 15.9 6.2 13.0 LOS C B A B B B A B Approach Delay 12.7 11.1 11.8 13.0 Approach LOS B B B B 90th %ile Green (s) 30.9 30.9 30.9 30.9 30.9 13.0 13.0 13.0 13.0 13.0 90th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Max Max 70th %ile Green (s) 22.4 22.4 22.4 22.4 22.4 13.0 13.0 13.0 13.0 13.0 70th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Hold Hold 50th %ile Green (s) 17.5 17.5 17.5 17.5 17.5 13.0 13.0 13.0 13.0 13.0 50th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Hold Hold 30th %ile Green (s) 14.4 14.4 14.4 14.4 14.4 13.0 13.0 13.0 13.0 13.0 30th %ile Term Code Hold Hold Hold Gap Gap MaxR MaxR MaxR Hold Hold 10th %ile Green (s) 12.6 12.6 12.6 12.6 12.6 13.0 13.0 13.0 13.0 13.0 10th %ile Term Code Hold Hold Hold Gap Gap MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) 30 61 0 14 77 15 0 22 Queue Length 95th (ft) 85 92 9 36 113 54 24 84 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity(vph) 399 2392 1152 506 2390 425 515 507 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.29 0.03 0.18 0.35 0.20 0.12 0.37 Intersection Summary , Area Type: Other Cycle Length: 90 Actuated Cycle Length: 44.6 Natural Cycle: 40 Synchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development Scenario 1: 2025 Background Conditions —SAT 18: Millwood Pk & Custer Ave. 2/7/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.69 Intersection Signal Delay: 12.0 Intersection LOS: B Intersection Capacity Utilization 60.5% ICU Level of Service B Analysis Period (min) 15 90th %ile Actuated Cycle: 55.9 70th %ile Actuated Cycle: 47.4 50th %ile Actuated Cycle: 42.5 30th %ile Actuated Cycle: 39.4 10th %ile Actuated Cycle: 37.6 SDllts and Phases- 18- Millwnnrl Pk & Custar Ava 02 o4 1 sON 19'' o6 I 08 Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 1: 2025 Background Conditions —SAT 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 II t Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations r *T T+ Volume (vph) 100 12 13 13 20 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.884 Flt Protected 0.950 0.976 Satd. Flow (prot) 1770 1583 0 1818 1647 0 Flt Permitted 0.950 0.976 Satd. Flow (perm) 1770 1583 0 1818 1647 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 111 13 14 14 22 133 Shared Lane Traffic (%) Lane Group Flow (vph) 111 13 0 28 155 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.5% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 1: 2025 Background Conditions —AM —IMP 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group .EBL .: EBT WBT WBR"` SBL ,;:' SBR , Lane Configurations tt tt r r Volume (vph) 0 837 561 16 0 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0,865 Flt Protected Satd. Flow (prot) 0 3312 3312 1583 0 1611 Flt Permitted Satd. Flow (perm) 0 3312 3312 1583 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 0 930 623 18 0 93 Shared Lane Traffic (%) Lane Group Flow (vph) 0 930 623 18 0 93 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1,00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop m " Iritersectioh Sumimary 'Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 27.4% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 1: 2025 Background Conditions 4: Millwood Pk & Sulphur Sp Rd -AM -IMP 2/7/2008 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r y Volume (vph) 89 748 446 78 207 132 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0,947 Flt Protected 0.950 0.970 Satd. Flow (prot) 1770 3312 3312 1583 1711 0 Flt Permitted 0.470 0.970 Satd. Flow (perm) 875 3312 3312 1583 1711 0 Right Turn on Red Yes Yes Satd, Flow (RTOR) 87 32 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 99 831 496 87 230 147 Shared Lane Traffic (% Lane Group Flow (vph) 99 831 496 87 377 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm Perm Protected Phases 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 2 C8[De[SValley Development Scenario 1: 2025 B8Ckn[OUDdC0Oditi0OS_/\M_IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Switch Phase Minimum Initial (s) 6.0 6.0 8.0 6.0 8.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 65.0 65.0 85.0 85.0 25.0 KO Total Split (%) 722% 72.2% 72.2% 722% 27.8% 0.0% Maximum Green (s) 58.0 58.0 59.0 59.0 18.0 Yellow Time (o) 4.0 4.0 4.0 4.0 4.8 All -Red Time kA 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time bA 6.0 6.0 6.0 8.0 8.0 4.0 Loud/Lag Laod'LagOoUmba? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min None None Min Act EfctGreen bA 188 18.8 18.8 18.8 182 Actuated gKCRatio 0.38 0.38 0.38 0.38 0.37 wtRaUn 0.30 0.85 0.39 0.13 0.58 Control Delay 131 152 11.9 3.3 18.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13] 152 11.0 3.3 18.5 . LOS B 8 B A 8 Approach Delay 15.0 10.0 16.5 AppmechLOS B B B 80th %i|eGreen hd 25.3 25.3 25.3 25.3 10.0 SOth %i|eTerm Code Gap Gap Hold Hold Max 70th %i|eGreen (s) 21.5 21.5 21.5 21.5 19.0 70th %ileTerm Code Gap Sap Hold Hold Max 50th %i|eGreen (s) 187 187 18.7 187 18.6 50th%ileTerm Code Gap Gap Hold Hold Gap 30th %i|eGreen (s) 16.0 16.0 18.0 18.0 17.8 30h %ileTonn Code Gap Gap Hold Hold Gap 1Oth %i|eGreen (s) 13.8 13.8 13.8 13.8 10.3 10h %ile Tonn Code Gap Gap Hold Hold Gap Queue Length 5Oth (M) 10 100 52 0 74 Queue Length Q5th 08 47 148 82 18 173 |nhoma| Link Diot(ft) 2598 2453 2003 Turn Bay Length /0 200 135 Base Capacity (vph) 579 2192 2182 1077 874 Starvation Cap Roductn O O O O O Spi||baokCap Raductn U O O 0 U Storage Cap Redudn O O O O O Reduced wcRatio 0.17 0.38 023 0.08 0.58 Area Type: Other Cycle Length: 0O Actuated Cycle Length: 482 Natural Cycle: 4O 3ynchm7 Report Patton Harris Rust &Associates Page 3 Carpers Valley Development Scenario 1: 2025 Background Conditions —AM —IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.65 Intersection Signal Delay: 13.9 Intersection LOS: B Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period (min) 15 90th %ile Actuated Cycle: 56.3 70th %ile Actuated Cycle: 52.5 50th %ile Actuated Cycle: 49.3 30th %ile Actuated Cycle: 45.8 10th %ile Actuated Cycle: 42.1 Splits and Phases: 4: Millwood Pk & Sulohur So Rd --1 ' o2 o4 65s - 25s 06 65 s Synchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Scenario 1: 2025 Background Conditions -AM -IMP 7: Millwood Pk & Victory Road 2/7/2008 Lane Group . EBU EBL: EBT EBR WBL, WBT": WBR ..:. NBL ` . NBT. <<`: NBR ' . SBL SBT Lane Configurations tt r Volume (vph) 10 9 727 116 28 370 0 57 1 13 1 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.976 0.910 Flt Protected 0.950 0.950 0.961 0.994 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Flt Permitted 0.511 0.345 0.761 0.960 Satd. Flow (perm) 0 952 3312 1583 643 3312 0 0 1384 0 0 1627 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 129 11 6 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 11 10 808 129 31 411 0 63 1 14 1 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 21 808 129 31 411 0 0 78 0 0 9 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 20 100 20 20 100 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 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 2 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 1: 2025 Background Conditions —AM —IMP 7: Millwood Pk & Victory Road 2/7/2008 Lane Group SBR Lan4onfigurations Volume (vph) 5 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj, Flow (vph) 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Patton Harris Rust & Associates Synchro 7 - Report Page 6 Carpers Valley Development Scenario 1: 2025 Background Conditions -AM -IMP 7: Millwood Pk & Victory Road 2/7/2008 Lane Group EBU EBL -:. EBT ' EBR WBL WBT, : WBR NBL ,NBT. NBR'., SBL , SBT Detector Phase 2 2 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 52.0 52.0 52.0 52.0 68.0 68.0 0.0 22.0 22.0 0.0 22.0 22.0 Total Split (%) 57.8% 57.8% 57.8% 57.8% 75.6% 75.6% 0.0% 24.4% 24.4% 0.0% 24.4% 24.4% Maximum Green (s) 46.0 46.0 46.0 46.0 62.0 62.0 16.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Min C-Min C-Min None None None None Act Effct Green (s) 71.7 71.7 71.7 71.7 71.7 9.9 9.9 Actuated g/C Ratio 0.80 0.80 0.80 0.80 0.80 0.11 0.11 v/c Ratio 0.03 0.31 0.10 0.06 0.16 0.48 0.05 Control Delay 3.6 3.9 0.9 3.8 3.3 41.7 23.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.6 3.9 0.9 3.8 3.3 41.7 23.9 LOS A A A A A D C Approach Delay 3.5 3.3 41.7 23.9 Approach LOS A A D C 90th %ile Green (s) 63.7 63.7 63.7 63.7 63.7 63.7 14.3 14.3 14.3 14.3 90th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 70th %ile Green (s) 66.4 66.4 66.4 66.4 66.4 66.4 11.6 11.6 11.6 11.6 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 68.3 68.3 68.3 68.3 68.3 68.3 9.7 9.7 9.7 9.7 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 70.1 70.1 70.1 70.1 70.1 70.1 7.9 7.9 7.9 7.9 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 84.0 84.0 84.0 84.0 84.0 84.0 0.0 0.0 0.0 0.0 10th %ile Term Code Coord Coord Coord Coord Coord Coord Skip Skip Skip Skip Queue Length 50th (ft) 2 61 0 4 26 36 2 Queue Length 95th (ft) 9 105 14 13 50 77 15 Internal Link Dist (ft) 2453 972 1694 425 Turn Bay Length (ft) 90 675 70 Base Capacity (vph) 758 2639 1287 512 2639 255 294 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 0.03 0.31 0.10 0.06 0.16 0.31 0.03 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 1: 2025 Background Conditions —AM —IMP 7: Millwood Pk & Victory Road 2/7/2008 4/ Lane Group SBR Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) 0.0 Total Split (%) Maximum Green (s) 0.0% Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio vlc Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary . Synchro 7 - Report Patton Harris Rust & Associates Page 8 Carpers Valley Development Scenario 1: 2025 Background Conditions —AM —IMP 7: Millwood Pk & Victory Road 2/7/2008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.48 Intersection Signal Delay: 5.6 Intersection LOS: A Intersection Capacity Utilization 43,9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 7: Millwood Pk & Victory Road — o2 ,4 1 1 22}s'=:' 8 - 06 Carpers Valley Development Scenario 1: 2025 Background Conditions 15: Costello Dr & Route 522 -AM -IMP 2/7/2008 Lane Group EBL EBT EBR WBL ' WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T r +T r ) ttT+ tT Volume (vph) 5 5 1 128 0 21 0 677 67 67 717 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 0 0 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1,00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.987 0.998 Flt Protected 0.976 0.950 0.950 0.950 Satd, Flow (prot) 0 1818 1583 1681 1681 1583 1863 4534 0 1770 3165 0 Flt Permitted 0.976 0.950 0.950 0.950 Satd. Flow (perm) 0 1818 1583 1681 1681 1583 1863 4534 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 23 19 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 6 6 1 142 0 23 0 752 74 74 797 12 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 12 1 71 71 23 0 826 0 74 809 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) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 10 C8[De[SValley Development Scenario 1: 2025 Background Conditions -AM -IMP 15: Costello[)[�� ROUf8 522 Y7 OU8 4 Lane Switch Phase Minimum Initial (s) 8.0 6.0 6.0 6.0 8.0 6.0 8.0 6.0 6.0 8.0 Minimum Split kd 12.0 12.0 12.0 12.0 12.8 12.0 12.0 12.0 12.0 12.0 Total Split kd 22.0 22.0 22.0 17.0 17.0 170 12.0 34.0 0.0 170 39.0 0.0 Total Split(%) 24.4% 24.4% 24.4% 18.9% 18.9% 18.9% 13.3% 37.8% 0.0% 18.0% 43.3% 0.0% Maximum Green bA 18.0 160 16.0 11.0 11.0 11.0 60 28.0 11.0 33.0 Yellow Timo(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 lO 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust bd 0.0 &O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time hA 6.0 6.0 8.0 6.0 8.0 6.0 6.0 8.0 4.0 8.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag Load'LagOpUmizo? Yes Yes Yes You Vehicle Extension /o\ 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 None Max None Max Act Effct Green (s) 67 87 0.2 92 0.2 43.5 0.0 537 Actuated g/CRatio 0.08 0.08 012 012 012 0.57 011 071 wcRuUo 0.08 0.01 0.36 0.38 011 0.32 0.38 0.36 Control Delay 34.6 27.0 32.6 32.6 14.3 11.7 33.3 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.6 27.0 32.8 32.6 14.3 117 33.3 6.3 LUb C C C C B B C A Approach Delay 34.0 30.0 11.7 8.5 AppmachLDS C C B A 00th %i|aGreen (a) 72 7.2 72 11.0 11.0 11.0 0.0 28.0 11.0 45.0 00h %ileTonn Code Gap Gap Gap Max Max Max Skip MmxR Max Hold 70th %ileGreen (s) 0.0 0.0 0.0 01 9.1 01 0.0 28.0 91 43] 70th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 50th %ileGreen kd 0.0 &O 0.0 8.0 8.0 8.0 0.0 28.0 8.0 42.0 50th %i|eTerm Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 30th %i|aGreen kA 0.0 0.0 0.0 6.8 8.9 6.0 0.0 33.0 0.0 33.0 30th %i|oTerm Code Skip Skip Skip Gap Gap Gap Skip Hold Skip MaxR 10th %i|aGreen (x) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 114.0 0.0 114.0 10h%i|oTerm Code Skip Skip Skip Skip Skip Skip Skip Dwell Skip Dwell Queue Length 5Nh(MU 4 U 26 26 U 80 28 55 Queue Length 0Sth/fU 22 5 75 75 21 158 74 163 Internal Link Diot(8) 235 3020 482 723 Turn Bay Length (0U 70 Base Capacity (vph) 321 280 251 251 256 2809 252 2241 Starvation Cap Roductn O O U U 8 O O 0 Spi||backCap Rndudn 8 O O O 0 O U U Storage Cap Rnductn O O O 0 8 0 O O Reduced wtRatio 0.04 0.00 028 0.28 0.09 0.32 029 0.38 c um Area Type: Other Cycle Length: 00 Actuated Cycle Length: 75.O Natural Cycle: 60 Synom7 Report Patton Harris Rust &Associates Page1i Carpers Valley Development 15: Costello Dr & Route 522 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.38 Intersection Signal Delay: 12.0 Intersection Capacity Utilization 50.4% Analysis Period (min) 15 90th %ile Actuated Cycle: 81.2 70th %ile Actuated Cycle: 64.2 50th %ile Actuated Cycle: 62 30th %ile Actuated Cycle: 51.9 10th %ile Actuated Cycle: 120 Splits and Phases: 15: Costello Dr & Route 522 Scenario 1: 2025 Background Conditions —AM —IMP 2/7/2008 Intersection LOS: B ICU Level of Service A 01 o2 4 o4 oS 17s L134s ":22s ,17s. 05 06 12s 3 9 s Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 1: 2025 Background Conditions -AM -IMP 18: Millwood Pk & Custer Ave. 2/7/2008 Lahe Group- EBL EBT'_ EBR ° -WBL WBT ,.' WBR NBL, NBT- ` "NBR SBL: SBT'°° SBR Lane Configurations tt r tT +T r Volume (vph) 42 700 64 72 550 4 9 31 25 48 88 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.944 Fit Protected 0.950 0.950 0.989 0.990 Satd. Flow (prot) 1770 3312 1583 1770 3310 0 0 1842 1583 0 1741 0 Fit Permitted 0.419 0.326 0.899 0.923 Said. Flow (perm) 780 3312 1583 607 3310 0 0 1675 1583 0 1623 0 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 71 2 28 33 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 47 778 71 80 611 4 10 34 28 53 98 106 Shared Lane Traffic (%) Lane Group Flow (vph) 47 778 71 80 615 0 0 44 28 0 257 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 8 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 1: 2025 Background Conditions -AM -IMP 18: Millwood Pk & Custer Ave. 2/7/2008 Lane Group EBL - EBT EBR WBL. ' WBT, ' . WBR NBL NBT. NBR . 'SBL SBT , SBR Detector Phase 2 2 2 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 71.0 71.0 71.0 71.0 71.0 0.0 19.0 19.0 19.0 19.0 19.0 0.0 Total Split (%) 78.9% 78.9% 78.9% 78.9% 78.9% 0.0% 21.1 % 21.1 % 21.1 % 21.1 % 21.1 % 0.0% Maximum Green (s) 65.0 65,0 65.0 65.0 65.0 13.0 13.0 13.0 13.0 13.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6,0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? 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 Max Max Max Min Min Act Effct Green (s) 15.8 15.8 15.8 15.8 15.8 13.1 13.1 13.1 Actuated g/C Ratio 0.39 0.39 0.39 0.39 0.39 0.32 0.32 0.32 v/c Ratio 0.16 0.61 0.11 0.34 0.48 0.08 0.05 0.48 Control Delay 9.1 12.2 2.9 13.1 10.6 11.9 6.2 14.4 Queue Delay 0.0 0.0 0.0 0.0 ' 0.0 0.0 0.0 0.0 Total Delay 9.1 12.2 2.9 13.1 10.6 11.9 6.2 14.4 LOS A B A B B B A B Approach Delay 11.3 10.9 9.7 14.4 Approach LOS B B A B 90th %ile Green (s) 21.4 21.4 21.4 21.4 21.4 13.0 13.0 13.0 13.0 13.0 90th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Max Max 70th %ile Green (s) 18.3 18.3 18.3 18.3 18.3 13.0 13.0 13.0 13.0 13.0 70th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Max Max 50th %ile Green (s) 15.9 15.9 15.9 15.9 15.9 13.0 13.0 13.0 13.0 13.0 50th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Max Max 30th %ile Green (s) 13.6 13.6 13.6 13.6 13.6 13.0 13.0 13.0 13.0 13.0 30th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Max Max 10th %ile Green (s) 11.0 11.0 11.0 11.0 11.0 13.0 13.0 13.0 13.0 13.0 10th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Max Max Queue Length 50th (ft) 7 70 0 12 52 7 0 40 Queue Length 95th (ft) 21 108 15 36 82 26 13 104 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 563 2392 1163 438 2391 535 525 540 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.33 0.06 0.18 0.26 0.08 0.05 0.48 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 41 Natural Cycle: 40 Synchro 7 - Report Patton Harris Rust & Associates Page 14 Carpers Valley Development Scenario 1: 2025 Background Conditions —AM —IMP 18: Millwood Pk & Custer Ave. 2/7/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.61 Intersection Signal Delay: 11.5 Intersection Capacity Utilization 59.1% Analysis Period (min) 15 90th %ile Actuated Cycle: 46.4 70th %ile Actuated Cycle: 43.3 50th %ile Actuated Cycle: 40.9 30th %ile Actuated Cycle: 38.6 10th %ile Actuated Cycle: 36 Splits and Phases: 18: Millwood Pk & Custer Ave. Intersection LOS: B ICU Level of Service B " o2 t.> o4 06 t 03 7.1 s 19.s gg Patton Harris Rust & Associates Synchro 7 - Report Page 15 11 Carpers Valley Development Scenario 1: 2025 Background Conditions —AM —IMP 19: Costello Dr & Pr. Frederick Dr. 21712008 Lane Group EBL EBR., NBL NBT SBT SBR- Lane Configurations r +T T Volume (vph) 53 52 7 12 85 121 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.921 Fit Protected 0.950 0.981 Satd. Flow (prot) 1770 1583 0 1827 1716 0 Fit Permitted 0.950 0.981 Satd. Flow (perm) 1770 1583 0 1827 1716 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 59 58 8 13 94 134 Shared Lane Traffic (%) Lane Group Flow (vph) 59 58 0 21 228 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary . Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.9% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 16 Carpers Valley Development Scenario 1: 2025 Background Conditions —PM —IMP 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group EBL EBT WBT . WBR SBL 6BR Lane Configurations tt tt r r Volume (vph) 0 736 1202 63 0 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.865 At Protected Satd. Flow (prot) 0 3312 3312 1583 0 1611 Flt Permitted Satd. Flow (perm) 0 3312 3312 1583 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 0 818 1336 70 0 47 Shared Lane Traffic (%) Lane Group Flow (vph) 0 818 1336 70 0 47 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 43.2% ICU Level of Service A Analysis Period (min)15 Synchro 7 - Report ' Patton Harris Rust & Associates Page 1 I I U Carpers Valley Development Scenario 1: 2025 Background Conditions -PM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/712008 Lane Group EBL EBT WBT WBR SBL; SBR Lane Configurations tt tt r Volume (vph) 247 490 1114 244 64 151 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.905 At Protected 0.950 0.985 Satd. Flow (prot) 1770 3312 3312 1583 1660 0 Flt Permitted 0.097 0.985 Satd. Flow (perm) 181 3312 3312 1583 1660 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 208 112 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 274 544 1238 271 71 168 Shared Lane Traffic (%) Lane Group Flow (vph) 274 544 1238 271 239 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type pm+pt Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 2 C8FD8[GValley Development Scenario 1: 2025 B8Ckn[0Und Conditions -PM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Detector Phase S 2 0 8 4 Switch Phase Minimum Initial (u) 8.0 8.0 6.0 8.0 6.0 Minimum Split (s) 12.0 12.0 12.8 12.0 12.0 Total Split(s) 20.0 70.0 500 500 200 0.0 Total Split(%) 22.2% 77.8% 55.8% 55.6% 222% 0.0% Maximum Green (s) 14.0 64.0 44.0 44.0 14.0 Yellow Time bA 48 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust kA 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (o) 8.0 8.0 0.8 6.0 8.0 4.0 Load/Lag Lead Lag Lag Lead -Lag Optimize? Yon Yes Y*» Vehicle Extension (a) 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None None Min Act EffctGreen (o) 55.4 55.4 35.8 35.8 10.8 Actuated g/CRatio 070 0J0 046 048 014 wtRuUo 0.88 0.23 0.82 0.32 0.74 Control Delay 282 4.5 23.9 4.8 33.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 262 4.5 23.9 48 33.3, LOS C A C A C Approach Delay 117 20.5 33.3 AppmaohL0S B C C OO(h96i|eGreen (o) 14.0 84.0 44.0 44.0 14.0 SOth %i|eTerm Code Max Hold Max Max Max 70th %i|nGreen (o) 14.0 84.0 44.0 44.0 14.0 70th %ileTerm Coda Max Hold Max Max Max 5Oth96i|oGreen (u) 14.0 00.0 40.0 40.0 12.3 60th %KeTerm Code Max Hold Gap Gap Gap 30th %i|eGreen (a) 14.0 51.0 31.0 31.0 9.0 30th %ileTonn Code Max Hold Gap Gap Gap 1Oth %i|aGreen (s) 102 38.8 22.4 22.4 8.0 10th %UoTonn Code Gap Hold Gap Gap Min Queue Length SCthUU 76 43 276 17 83 Queue Length 06th (fU #102 85 374 60 #154 Internal Link Dist (#) 2508 2453 2003 Turn Bay Length (0) 200 135 Base Capacity (vph) 413 2438 1803 911 382 Starvation Cap Roduotn O 0 O O 0 Spi||baokCap Reduotn O 0 U O 0 Storage Cap Roduntn U 0 0 O O Reduced wcRatio 0.88 022 073 0.30 0.63 Area Type: Other Cycle Length: 0O Actuated Cycle Length: 7&G Natural Cycle: 8O Synom7'Report Carpers Valley Development Scenario 1: 2025 Background Conditions —PM —IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.82 Intersection Signal Delay: 18.9 Intersection LOS: B Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 90 50th %ile Actuated Cycle: 84.3 30th %ile Actuated Cycle: 72 10th %ile Actuated Cycle: 56.6 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Millwood Pk & Sulphur Sp Rd o2 �"" o4 70 s 20 s'. . o5 art— 06 20 s 50 s Synchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Scenario 1: 2025 Background Conditions -PM -IMP 7: Millwood Pk & Victory Road 2/7/2008 EBU' EBL EBT;" "'EBR ` WBL" WBT; . WBR.. . NBL'.'" NBTz: NBR SBL: ' SBT Lane Configurations tt r tT Volume (vph) 69 7 512 85 34 985 0 108 3 8 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.991 0.865 Flt Protected 0.950 0.950 0.957 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 At Permitted 0.236 0.438 0.737 Satd. Flow (perm) 0 440 3312 1583 816 3312 0 0 1360 0 0 1611 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 94 4 90 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 77 8 569 94 38 1094 0 120 3 9 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 85 569 94 38 1094 0 0 132 0 0 12 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 20 100 20 20 100 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 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 2 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 1: 2025 Background Conditions —PM —IMP 7: Millwood Pk & Victory Road 21712008 4/ Lane Group SBR LanWonfigu rations Volume (vph) 11 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Fit Protected Said. Flow (prot) 0 Fit Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Said. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Synchro 7 - Report Patton Harris Rust & Associates Page 6 Carpers Valley Development 7: Millwood Pk & Victory Road Scenario 1: 2025 Background Conditions -PM -IMP 2/7/2008 Lane Group . . EBU �' ` EBL " EBT. EBR" ,. WBL- WBT WBR = NBL '-. NBT-"' NBR - SBL' SBT Detector Phase 2 2 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 62.0 62.0 62.0 62.0 62.0 62.0 0.0 28.0 28.0 0.0 28.0 28.0 Total Split (%) 68.9% 68.9% 68.9% 68.9% 68.9% 68.9% 0.0% 31.1 % 31.1 % 0.0% 31.1 % 31.1 % Maximum Green (s) 56.0 56.0 56.0 56.0 56.0 56.0 22.0 22.0 22.0 22.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Min C-Min C-Min None None None None Act Effct Green (s) 64.3 64.3 64.3 64.3 64.3 13.7 13.7 Actuated g/C Ratio 0.71 0.71 0.71 0.71 0.71 0.15 0.15 v/c Ratio 0.27 0.24 0.08 0.07 0.46 0.63 0.04 Control Delay 8.4 5.2 1.4 5.3 6.8 46.8 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.4 5.2 1.4 5.3 6.8 46.8 0.2 LOS A A A A A D A Approach Delay 5.1 6.8 46.8 0.2 Approach LOS A A D A 90th %ile Green (s) 58.3 58.3 58.3 58.3 58.3 58.3 19.7 19.7 19.7 19.7 90th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 70th %ile Green (s) 61.8 61.8 61.8 61.8 61.8 61.8 16.2 16.2 16.2 16.2 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 64.2 64.2 64.2 64.2 64.2 64.2 13.8 13.8 13.8 13.8 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 66.7 66.7 66.7 66.7 66.7 66.7 11.3 11.3 11.3 11.3 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 70.3 70.3 70.3 70.3 70.3 70.3 7.7 7.7 7.7 7.7 10th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold Queue Length 50th (ft) 15 50 0 6 118 69 0 Queue Length 95th (ft) 46 88 16 18 200 119 0 Internal Link Dist (ft) 2453 972 1694 425 Turn Bay Length (ft) 90 675 70 Base Capacity (vph) 314 2365 1157 583 2365 335 462 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 0.27 0.24 0.08 0.07 0.46 0.39 0.03 Synchro 7 - Report ' Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 1: 2025 Background Conditions —PM —IMP 7: Millwood Pk & Victory Road 2/7/2008 4/ Lane Group . SBR -.. ... Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) 0.0 Total Split (%) 0.0% Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Ihtersecton Summary. Synchro 7 - Report Patton Harris Rust & Associates Page 8 Carpers Valley Development Scenario 1: 2025 Background Conditions —PM —IMP 7: Millwood Pk & Victory Road 217/2008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.63 Intersection Signal Delay: 8.8 Intersection LOS: A Intersection Capacity Utilization 60.5% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 7: Millwood Pk & Victory Road "* o2 o4 7 — 06 08 28s Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 1: 2025 Background Conditions -PM -IMP 15: Costello Dr & Route 522 2/7/2008 - --,, f- -4-- 4- - I 1* # 41 Lane -Group, EBL. ,._-.ERT,, ;EBR.-�� ,WBL� WBT.." WBR.� .� NBL;.�-.°=NBT ��. NBR- ��; -SBL _- :'SBT �: SBR Lane Configurations +1 r r ) ttT+ tT Volume (vph) 6 3 0 146 3 127 1 787 125 236 689 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 0 0 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.979 0.998 Fit Protected 0.966 0.950 0.954 0.950 0.950 Satd. Flow (prot) 0 1799 1863 1681 1688 1583 1770 4520 0 1770 3165 0 Fit Permitted 0.966 0.950 0.954 0.950 0.950 Satd. Flow (perm) 0 1799 1863 1681 1688 1583 1770 4520 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd, Flow (RTOR) 141 30 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 7 3 0 162 3 141 1 874 139 262 766 11 Shared Lane Traffic (%) 49% Lane Group Flow (vph) 0 10 0 83 82 141 1 1013 0 262 777 0 Enter Blocked Intersection No No No No No No No No No No No Nc Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Righi Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 c 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 10 C8[D8nSValley Development Scenario 1: 2025 B8Ck«FOUOd[|0Oditi0DS_PM_IMP 15:Costello [}F& Route 522 2/7/2008 ~� �� *- I,� � � --I-� � � \ Detector Phase 4 4 4 8 8 8 5 2 1 0 Switch Phase Minimum Initial (s) 6.8 8.0 6.0 6.0 6.0 6.8 8.0 8.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split bA 20.0 20.0 20.0 17.8 17.0 17.0 12.0 25.0 0.0 28.0 41.0 0.0 Total Split (%) 222% 22.2% 22.2% 18.0% 18.8% 18.9% 13.3% 27.8% 0.0% 311% 45.6% 0.0% Maximum Green (s) 14.0 14.0 14.0 11.0 11.0 11.0 6.0 19.0 22.0 3I0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time bA lU lO 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time kA 8.0 6.0 8.0 0.0 8.0 6.0 6.0 6.0 4.0 6.8 8.0 4.0 Lead/Lag Lead Lag Lead Lag Load'LagOpUmizo? Yes Yes Yes Yes Vehicle Extension (o) 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 Nona None Max None Max Act EffctGreen (s) 6.3 8.4 8.4 84 8.0 187 14.4 38.4 Actuated oKCRatio 0.00 013 0.13 013 0.08 0.31 0.23 0.61 wtRaUo 0.08 0.37 0.36 0.42 0.01 071 0.86 0.40 Control Delay 34.4 32.3 322 10.4 34.0 244 30.9 9.3 Queue Delay 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.4 32.3 322 10.4 34.0 24.4 30.0 9.3 LOS C C C B C C C A Approach Delay 34.4 222 24.4 14.8 AppmoohLOS C C C B 0Uth%i|eGreen (o) 71 71 71 11.0 11.0 11.0 8.8 19.0 22.0 35.0 90h %i|oTerm Code Gap Gap Gap Max Max Max Max MaxR Max MaxR 7Uth%i|aGreen (s) 0.0 0.0 0.0 0.8 0.8 8.8 0.0 18.0 184 41.4 70b%i|eTerm Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 50h%i|eGreen (u) 0.0 0.0 0.0 8.4 84 8.4 0.0 18.0 14.0 30.0 50th %ile,Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 30hY6i|eGreen (x) 0.0 0.0 0.0 72 72 72 0.0 19.0 11.8 38.8 3Uth96ileTerm Code Skip Skip Skip Gap Gap Gap Skip MexR Gap Hold 10h96i|aGreen (s) 0.0 0.0 0.0 6.0 8.0 8.0 0.0 19.9 91 35.0 10b%ileTerm Code Skip Skip Skip Min Min Min Skip Hold Gap MexR Queue Length 5Oth(#A 3 28 28 0 O 110 84 54 Queue Length Q5th(0A 20 87 88 50 G #276 103 215 Internal Link Dist (M) 235 3029 462 723 Turn Bay Length (ft) Base Capacity /vph\ 315 287 288 387 147 1434 558 1832 Starvation Cap Raductn O U 0 U O O O O SpiUbuokCap Rodudn O U 0 O O O O O Storage Cap Roductn O O 0 O U U 0 U Reduced wtRatio 0.03 0.20 028 0.36 0.01 0.71 0.47 0.40 Area Type: Other Cycle Length: 80 Actuated Cycle Length: G2.8 Natural Cycle: GO Synom7 Report Carpers Valley Development 15: Costello Dr & Route 522 Scenario 1: 2025 Background Conditions —PM —IMP 217/2008 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.71 Intersection Signal Delay: 19.9 Intersection LOS: B Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period (min) 15 90th %ile Actuated Cycle: 83.1 70th %ile Actuated Cycle: 63.2 50th %ile Actuated Cycle: 59.4 30th %ile Actuated Cycle: 56 10th %ile Actuated Cycle: 53 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Costello Dr & Route 522 01 I o2 o4 IV-08 28s zZ5s._20s 17s l o5 06 12s' =41 s Synchro 7 - Report Patton Harris Rust & Associates Page 12 C8[D8[SValley Development Scenario 1: 2025 B@Ckn[OUOd Conditions -PM -IMP 18: Millwood Pk& Custer Ave. 2/7/2008 � �- 1� i | J --I ~� �v� ~~ �� / � *'� '� � --� � Ideal Flow(voho8 1000 1900 1900 1800 1800 1000 1900 1900 1000 1000 1000 1000 Storage Length (ft) 100 0 225 U O 380 O U Storage Lanes 1 1 1 0 O 1 O U Taper Length 00 25 25 25 25 25 25 25 25 Lane UUi Factor 1.00 0.85 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Fd 0,850 0.998 0.850 0.939 F|tPmteoted 0.950 8.950 0.071 0.080 3utd. Flow (pm8 1770 3312 1583 1770 3308 O O 1888 1583 O 1730 0 F|tPonni8od 0.098 0.387 0711 0.801 Satd. Flow (perm) 183 3312 1583 721 3389 O O 1324 1583 O 1578 O Right Turn onRed Yes 0m 0m Yes Gatcl.Flow (RTDR) 16 2 04 42 Link Speed (mph) 30 30 30 30 Link Distance Ud 2081 2258 1558 810 Travel Time (a) 67.8 51.3 35.4 13.9 Peak Hour Factor 0.90 0.90 &QU 0.90 0.00 0.80 0.90 0.00 0.00 0.80 0.90 0.80 Heavy Vehicles 2% 0% 2% 2% 0% 2% 2% 2% 2% 2% 2% 296 Adj. Flow (vph) 206 088 16 76 1168 18 81 SG 04 37 54 74 Shared Lane Traffic (%) ' Lane Group Flow (voh) 208 608 18 76 1187 O O 137 94 O 165 O Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Loft Loft Right Left Left Right Left Left Right ModianVVidth80 12 12 O 0 LinkO0soK0 U U O O Crosswa|kVVidth(#) 16 18 18 18 Two way Left Turn Lane Headway 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 Turning Speed /mph\ 15 8 15 0 16 O 15 8 Number ofDetectors 1 2 1 1 2 1 2 1 1 2 Detector Template Loh Thm Right Loft Thm Loft Thm Right Loft Thm Leading Detector (0) 20 100 20 20 100 20 100 20 20 iOO Trailing Detector (ft) O 0 0 U O O O 0 O O Detector 1 PooiUon(#) 0 O U O O O U O 0 O Detector Size(f) 20 8 20 20 G 20 8 20 20 G Detector 1 Type C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex Detector Channel Detector 1Extend (o) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1Queue (s) 8.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1Delay (o) 0.0 0.0 0.0 0.0 0.0 0.0 8.0 0.0 0.0 0.0 Detector 2PositionUd 94 94 04 04 Detector Sizo88 8 G G 8 Detector 2Type C|+Ex C|+Ex C|+Ex C|+Ex Detector 2Channel Detector Extend (o) 0.0 0.0 0.0 0.0 Turn Type pm+pt Perm Perm Perm Perm Perm Protected Phases 5 2 8 O 4 Permitted Phases 2 2 8 8 8 4 Synnm7'Report 1 it � I 11 11 11 11 n u II II 11 n 11 11 n Carpers Valley Development Scenario 1: 2025 Background Conditions -PM -IMP 18: Millwood Pk & Custer Ave. 2/7/2008 Lane Group EBL EBT EBR WBL . WBT WBR ..: NBL NBT NBR SBL . SBT ' SBR Detector Phase 5 2 2 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 18.0 64.0 64.0 46.0 46.0 0.0 26.0 26.0 26.0 26.0 26.0 0.0 Total Split (%) 20.0% 71.1 % 71.1 % 51.1 % 51.1 % 0.0% 28.9% 28.9% 28.9% 28.9% 28.9% 0.0% Maximum Green (s) 12.0 58.0 58.0 40.0 40.0 20.0 20.0 20.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? 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 Max Max Max Min Min Act Effct Green (s) 52.2 52.2 52.2 34.8 34.8 20.2 20.2 20.2 Actuated g/C Ratio 0.62 0.62 0.62 0.41 0.41 0.24 0.24 0.24 v/c Ratio 0.63 0.34 0.02 0.26 0.87 0.43 0.21 0.40 Control Delay 23.2 8.1 2.8 18.7 30.5 34.3 7.9 25.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.2 8.1 2.8 18.7 30.5 34.3 7.9 25.0 LOS C A A B C C A C Approach Delay 11.4 29.8 23.6 25.0 Approach LOS B C C C 90th %ile Green (s) 12.0 58.0 58.0 40.0 40.0 20.0 20.0 20.0 20.0 20.0 90th %ile Term Code Max Hold Hold Max Max MaxR MaxR MaxR Hold Hold 70th %ile Green (s) 12.0 58.0 58.0 40.0 40.0 20.0 20.0 20.0 20.0 20.0 70th %ile Term Code Max Hold Hold Max Max MaxR MaxR MaxR Hold Hold 50th %ile Green (s) 12.0 55.8 55.8 37.8 37.8 20.0 20.0 20.0 20.0 20.0 50th %ile Term Code Max Hold Hold Gap Gap MaxR MaxR MaxR Hold Hold 30th %ile Green (s) 11.9 49.9 49.9 32.0 32.0 20.0 20.0 20.0 20.0 20.0 30th %ile Term Code Gap Hold Hold Gap Gap MaxR MaxR MaxR Hold Hold 10th %ile Green (s) 8.7 40.1 40.1 25.4 25.4 20.0 20.0 20.0 20.0 20.0 10th %ile Term Code Gap Hold Hold Gap Gap MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) 50 83 0 26 297 66 0 57 Queue Length 95th (ft) 124 112 7 58 385 126 38 120 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 337 2134 1026 323 1483 316 450 408 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.33 0.02 0.24 0.80 0.43 0.21 0.40 ntersection Summary. I . Area Type: Other Cycle Length: 90 Actuated Cycle Length: 84.4 Natural Cycle: 60 Patton Harris Rust & Associates Synchro 7 - Report Page 14 11 Carpers Valley Development Scenario 1: 2025 Background Conditions —PM —IMP 18: Millwood Pk & Custer Ave. 217/2008 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.87 Intersection Signal Delay: 22.4 Intersection Capacity Utilization 70.0% Analysis Period (min)15 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 90 50th %ile Actuated Cycle: 87.8 30th %ile Actuated Cycle: 81.9 10th %ile Actuated Cycle: 72.1 Splits and Phases- 18- Millwood Pk & Custer Ave. Intersection LOS: C ICU Level of Service C 02 o4 64.s 26 s 05 06 I 08 Synchro 7 - Report Patton Harris Rust & Associates Page 15 Carpers Valley Development Scenario 1: 2025 Background Conditions —PM —IMP 19: Costello Dr & Pr. Frederick Dr. 2/712008 4\ t Lane Group EBL EBR' NBL NBT SBT SBR Lane Configurations r +T T Volume (vph) 118 12 34 70 24 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.897 Flt Protected 0.950 0.984 Satd. Flow (prot) 1770 1583 0 1833 1671 0 Flt Permitted 0.950 0,984 Satd. Flow (perm) 1770 1583 0 1833 1671 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 131 13 38 78 27 86 Shared Lane Traffic (%) Lane Group Flow (vph) 131 13 0 116 113 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.4% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 16 Carpers Valley Development Scenario 1: 2025 Background Conditions —SAT —IMP 2: Millwood Pk & Inverlee Way 2/7/2008 Lane'Group EBL , - EBT WBT WBR ,!- , SBL SBR Lane Configurations tt tt r Volume (vph) 0 701 860 49 0 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 0 3312 3312 1583 0 1611 Flt Permitted Satd, Flow (perm) 0 3312 3312 1583 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 0 779 956 54 0 61 Shared Lane Traffic (%) Lane Group Flow (vph) 0 779 956 54 0 61 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary,'PS Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.8% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 1 1 Carpers Valley Development Scenario 1: 2025 Background Conditions -SAT -IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group EBL EBT WBT WBR SBL . SBR Lane Configurations tt tt r Volume (vph) 355 346 537 97 123 372 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.899 Fit Protected 0.950 0.988 Satd. Flow (prot) 1770 3312 3312 1583 1655 0 Fit Permitted 0.215 0.988 Said. Flow (perm) 400 3312 3312 1583 1655 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 108 187 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj, Flow (vph) 394 384 597 108 137 413 Shared Lane Traffic (%) Lane Group Flow (vph) 394 384 597 108 550 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type pm+pt Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 2 C8[D8[SValley Development Scenario 1: 2025 Background COOditiOO IMP 4: Millwood Pk & Sulphur S2 Rd 2///2008 Detector Phase 5 2 G 8 4 Switch Phase Minimum Initial (s) 8.8 8.8 6.0 8.0 6.0 Minimum Spli(hs) 12.0 12.8 12.0 12.0 12.0 Total Split hA %lU 52.0 20.0 208 38.8 0.8 Total Split (%) 25.6% 578% 32.2% 322% 42.2% 0.0% Maximum Green kd 10 460 20 230 32.0 Yellow Time (u) 4.0 4.0 4.0 4.0 4.0 All -Red Time lO 10 10 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 8.0 0.0 0.0 Total Lost Time (s) 6.0 8.0 8.0 6.0 8.0 4.0 Load/Lag Lead Lag Lag Lood'Lag0pUmizo? Yes Yes Yes Vehicle Extension (o) 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None None Win Act EffctGreen (a) 41.8 41.8 187 187 23.7 Actuatedg/C Ratio 0.54 0.54 0.24 0.24 0.30 mcRuUo 0.77 0.22 0.75 0.23 0.87 Cunhn| Delay 26.4 10.8 34.9 7.2 322 Queue Delay 0.0 0.0 0.0 0.0 0.0 Totd|Dn|ay 28.4 10.8 34.8 72 32.2 LOS C B C A S Approach Delay 187 30.8 322 AppmanhLOS B C C 00th %i|aGreen (u) 17.0 48.0 23.0 23.0 32.0 90th %i|aTonn Code Max Hold Max Max Max 7O\h%i|eGreen (o) 17.0 48.0 23.0 23.0 32.0 70b %i|eTonn Code Max Hold Max Max Max 50th %i|aGreen (u) 17.0 43.4 20.4 20.4 25.5 50th %i|aTenn Code Max Hold Gap Gap Gap 30h%i|oGreen (s) 17.0 392 162 162 18.5 30th %ileTerm Code Max Hold Sop Gap Gap 10th %i|eGneen (s) 14.8 327 121 121 12.8 10h%ileTerm Code Gap Hold Gap Gap Gap Queue Length 6Oth(8) 111 50 145 O 175 Queue Length 05th(0 #281 87 222 30 #320 Internal Link Dist (#0 2598 2453 2003 Turn Bay Length (ft) 290 135 Base Capacity (vph) 518 1887 941 527 730 Starvation CepRoduotn O O U 0 U Spi||baokCap Rnduotn O O O U 0 Storage Cap Roduutn 0 O O O U Reduced wtRatio 078 0.21 0.83 020 074 Area Type: Other Cycle Length: 0O Actuated Cycle Length: 77.8 Natural Cycle: 55 3ynohm7 Report Patton Harris Rust &Associates Page 3 Carpers Valley Development Scenario 1: 2025 Background Conditions —SAT —IMP 4: Millwood Pk & Sulphur SID Rd 2/712008 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.87 Intersection Signal Delay: 26.5 Intersection LOS: C Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 90 50th %ile Actuated Cycle: 80.9 30th %ile Actuated Cycle: 70.7 10th %ile Actuated Cycle: 57.3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits ana Hnases: 4: Mmwooa F'K & 5uipnur 6p NO ­11" o2 o4 05 I 06__ `;,'s 29 s Synchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Scenario 1: 2025 Background Conditions -SAT -IMP 7: Millwood Pk & Victory Road 2/7/2008 Lane Group . EBU `EBL EBT. EBR WBL , `: WBT. WBR NBL, . ; NBT NBR , SBL` SBT Lane Configurations tt r tT 4� Volume (vph) 6 2 518 39 13 534 0 48 0 14 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.969 0.865 Flt Protected 0.950 0.950 0.963 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1738 0 0 1611 Flt Permitted 0.428 0.435 0.775 Satd. Flow (perm) 0 797 3312 1583 810 3312 0 0 1399 0 0 1611 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 43 16 298 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 7 2 576 43 14 593 0 53 0 16 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 9 576 43 14 593 0 0 69 0 0 2 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 20 100 20 20 100 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 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 2 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 5 I Carpers Valley Development Scenario 1: 2025 Background Conditions —SAT —IMP 7: Millwood Pk & Victory Road 2/7/2008 Lane Group . SBR Lan4Configurations Volume (vph) 2 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Synchro 7 - Report Patton Harris Rust & Associates Page 6 Carpers Valley Development Scenario 1: 2025 Background Conditions_SAT_IMP 7: Millwood Pk & Victory Road 2/7/2008 Lane Group EBU� = EBL, EBT , EBR iWBG `"> i:WBT , WBR. NBL ''� .NBT SBL< SBT Detector Phase 2 2 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 60.0 60.0 60.0 60.0 60.0 60.0 0.0 30.0 30.0 0.0 30.0 30.0 Total Split (%) 66.7% 66.7% 66.7% 66.7% 66.7% 66.7% 0.0% 33.3% 33.3% 0.0% 33.3% 33.3% Maximum Green (s) 54.0 54.0 54.0 54.0 54.0 54.0 24.0 24.0 24.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Min C-Min C-Min None None None None Act Effct Green (s) 72.6 72.6 72.6 72.6 72.6 9.0 9.0 Actuated g/C Ratio 0.81 0.81 0.81 0.81 0.81 0.10 0.10 v/c Ratio 0.01 0.22 0.03 0.02 0.22 0.45 0.00 Control Delay 3.2 3.2 1.2 3.2 3.2 39.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.2 3.2 1.2 3.2 3.2 39.1 0.0 LOS A A A A A D A Approach Delay 3.0 3.2 39.1 0.0 Approach LOS A A D A 90th %ile Green (s) 65.1 65.1 65.1 65.1 65.1 65.1 12.9 12.9 12.9 12.9 90th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 70th %ile Green (s) 67.6 67.6 67.6 67.6 67.6 67.6 10.4 10.4 10.4 10.4 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 69.3 69.3 69.3 69.3 69.3 69.3 8.7 8.7 8.7 8.7 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 71.0 71.0 71.0 71.0 71.0 71.0 7.0 7.0 7.0 7.0 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 84.0 84.0 84.0 84.0 84.0 84.0 0.0 0.0 0.0 0.0 10th %ile Term Code Coord Coord Coord Coord Coord Coord Skip Skip Skip Skip Queue Length 50th (ft) 1 37 0 1 38 29 0 Queue Length 95th (ft) 5 66 8 7 68 67 0 Internal Link Dist (ft) 2453 972 1694 425 Turn Bay Length (ft) 90 675 70 Base Capacity (vph) 643 2672 1285 653 2672 385 648 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 0.01 0.22 0.03 0.02 0.22 0.18 0.00 Intersection Summary ,. Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green I Synchro 7 - Report Patton Harris Rust & Associates Page 7 11 11 Carpers Valley Development Scenario 1: 2025 Background Conditions —SAT —IMP 7: Millwood Pk & Victory Road 2/7/2008 4/ Lane Group SBR Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) 0.0 Total Split (%) 0.0% Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay ' Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary.` Patton Harris Rust & Associates Synchro 7 - Report Page 8 Carpers Valley Development Scenario 1: 2025 Background Conditions —SAT —IMP 7: Millwood Pk & Victory Road 2/7/2008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.45 Intersection Signal Delay: 5.0 Intersection LOS: A Intersection Capacity Utilization 34.9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 7: Millwood Pk & Victory Road 02 04 60, 3&s 06 t 08 60s, I tF .30 i Synchro 7 - Report Patton Harris Rust & Associates Page 9 I Carpers Valley Development Scenario 1: 2025 Background Conditions -SAT -IMP 15: Costello Dr & Route 522 2/712008 Lane Group EBL EBf, EBR WBL WBT . WBR; NBL NBT NBR SBL SBT SBR Lane Configurations +T r '� +T r ) ttT+ '� tT+ Volume (vph) 4 1 2 170 1 299 1 531 166 544 467 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 0 0 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.964 0.999 Flt Protected 0.962 0.950 0,953 0.950 0.950 Satd. Flow (prot) 0 1792 1583 1681 1686 1583 1770 4499 0 1770 3165 0 Flt Permitted 0.962 0.950 0.953 0.950 0.950 Satd, Flow (perm) 0 1792 1583 1681 1686 1583 1770 4499 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 332 74 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 4 1 2 189 1 332 1 590 184 604 519 3 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 5 2 94 96 332 1 774 0 604 522 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) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split pm+ov Prot Prot Protected Phases 4 4 8 8 1 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 10 Carpers Valley Development Scenario 1: 2025 Background Conditions -SAT -IMP 15: Costello Dr & Route 522 2/7/2008 Lane'Group , EBL EBT EBR WBL . WBT' WBR..' NBL NBT`E .NBR SBL:, ..SBTSBR Detector Phase 4 4 4 8 8 1 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 22.0 22.0 22.0 14.0 14.0 34.0 42.0 20.0 0.0 34.0 12.0 0.0 Total Split (%) 24.4% 24.4% 24.4% 15.6% 15.6% 37.8% 46.7% 22.2% 0.0% 37.8% 13.3% 0.0% Maximum Green (s) 16.0 16.0 16.0 8.0 8.0 28.0 36.0 14.0 28.0 6.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead -Lag Optimize? Yes 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 None Max None Max Act Effct Green (s) 6.1 6.1 7.7 7.7 41.9 6.0 14.1 28.2 46.2 Actuated g/C Ratio 0.08 0.08 0.11 0.11 0.60 0.08 0.20 0.40 0.66 v/c Ratio 0.04 0.02 0.51 0.52 0.31 0.01 0.81 0.85 0.25 Control Delay 35.0 25.5 41.5 41.9 2.0 35.0 33.0 34.3 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.0 25.5 41.5 41.9 , 2.0 35.0 33.0 34.3 7.1 LOS C C D D A C C C A Approach Delay 32.3 16.4 33.0 21.7 Approach LOS C B C C 90th %ile Green (s) 6.4 6.4 6.4 8.0 8.0 28.0 6.0 14.0 28.0 36.0 90th %ile Term Code Gap Gap Gap Max Max Max Min MaxR Max Hold 70th %ile Green (s) 0.0 0.0 0.0 8.0 8.0 28.0 0.0 14.0 28.0 48.0 70th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 50th %ile Green (s) 0.0 0.0 0.0 8.0 8.0 28.0 0.0 14.0 28.0 48.0 50th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 30th %ile Green (s) 0.0 0.0 0.0 8.0 8.0 28.0 0.0 14.0 28.0 48.0 30th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 10th %ile Green (s) 0.0 0.0 0.0 6.4 6.4 28.0 0.0 14.0 28.0 48.0 10th %ile Term Code Skip Skip Skip Gap Gap Max Skip MaxR Max Hold Queue Length 50th (ft) 2 0 38 40 0 0 101 217 32 Queue Length 95th (ft) 13 7 #108 #111 37 5 #202 #509 125 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 Base Capacity (vph) 320 284 192 192 1079 580 961 710 2081 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.01 0.49 0.50 0.31 0.00 0.81 0.85 0.25 Area Type: Other Cycle Length: 90 Actuated Cycle Length: 70.2 Natural Cycle: 80 Synchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development Scenario 1: 2025 Background Conditions —SAT —IMP 15: Costello Dr & Route 522 2/7/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.85 Intersection Signal Delay: 24.2 Intersection LOS: C Intersection Capacity Utilization 70.5% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 80.4 70th %ile Actuated Cycle: 68 50th %ile Actuated Cycle: 68 30th %ile Actuated Cycle: 68 10th %ile Actuated Cycle: 66.4 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Costello Dr & Route 522 01 t o2 .404 # 08 34s ?20s 22s '14s l o5 06 42 s ±s512 s: Patton Harris Rust & Associates Synchro 7 - Report Page 12 Carpers Valley Development Scenario 1: 2025 Background Conditions -SAT -IMP 18: Millwood Pk & Custer Ave. 2/7/2008 Lane Group EBL EBT'. , EBR °- WBL ,. WBV WBR NBL, :"NBT NBR SBL' ' ''SBT, SBR Lane Configurations tt r tT *T r +T+ Volume (vph) 146 629 29 82 744 11 40 36 56 40 32 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.998 0.850 0.922 Fit Protected 0.950 0.950 0.974 0.988 Said. Flow (prot) 1770 3312 1583 1770 3308 0 0 1814 1583 0 1697 0 Fit Permitted 0.297 0.376 0.766 0.906 Satd. Flow (perm) 553 3312 1583 700 3308 0 0 1427 1583 0 1556 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 32 4 62 63 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 162 699 32 91 827 12 44 40 62 44 36 108 Shared Lane Traffic (%) > Lane Group Flow (vph) 162 699 32 91 839 0 0 84 62 0 188 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 8 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 1: 2025 Background Conditions -SAT -IMP 18: Millwood Pk & Custer Ave. 2/7/2008 LaneGroup: :EBL ,. "EBT EBR WBL WBT.: WBR NBL, NBT NBR SBL. " SBT` SBR Detector Phase 2 2 2 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 71.0 71.0 71.0 71.0 71.0 0.0 19.0 19.0 19.0 19.0 19.0 0.0 Total Split (%) 78.9% 78.9% 78.9% 78.9% 78.9% 0.0% 21.1 % 21.1 % 21.1 % 21.1 % 21.1 % 0.0% Maximum Green (s) 65.0 65.0 65.0 65.0 65.0 13.0 13.0 13.0 13.0 13.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? 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 Max Max Max Min Min Act Effct Green (s) 19.1 19.1 19.1 19.1 19.1 13.3 13.3 13.3 Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.43 0.30 0.30 0.30 v/c Ratio 0.69 0.49 0.05 0.30 0.59 0.20 0.12 0.37 Control Delay 26.0 10.1 2.9 10.6 11.1 15.9 6.2 13.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.0 10.1 2.9 10.6 11.1 15.9 6.2 13.0 LOS C B A B B B A B Approach Delay 12.7 11.1 11.8 13.0 Approach LOS B B B B 90th %ile Green (s) 30.9 30.9 30.9 30.9 30.9 13.0 13.0 13.0 13.0 13.0 90th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Max Max 70th %ile Green (s) 22.4 22.4 22.4 22.4 22.4 13.0 13.0 13.0 13.0 13.0 70th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Hold Hold 50th %ile Green (s) 17.5 17.5 17.5 17.5 17.5 13.0 13.0 13.0 13.0 13.0 50th %ile Term Code Gap Gap Gap Hold Hold MaxR MaxR MaxR Hold Hold 30th %ile Green (s) 14.4 14.4 14.4 14.4 14.4 13.0 13.0 13.0 13.0 13.0 30th %ile Term Code Hold Hold Hold Gap Gap MaxR MaxR MaxR Hold Hold 10th %ile Green (s) 12.6 12.6 12.6 12.6 12.6 13.0 13.0 13.0 13.0 13.0 10th %ile Term Code Hold Hold Hold Gap Gap MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) 30 61 0 '14 77 15 0 22 Queue Length 95th (ft) 85 92 9 36 113 54 24 84 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 399 2392 1152 506 2390 425 515 507 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.29 0.03 0.18 0.35 0.20 0.12 0.37 Intersection Su` . _..- mmary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 44.6 Natural Cycle: 40 Synchro 7 - Report Patton Harris Rust & Associates Page 14 Carpers Valley Development Scenario 1: 2025 Background Conditions —SAT —IMP 18: Millwood Pk & Custer Ave. 2/7/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.69 Intersection Signal Delay: 12.0 Intersection Capacity Utilization 60.5% Analysis Period (min)15 90th %ile Actuated Cycle: 55.9 70th %ile Actuated Cycle: 47.4 50th %ile Actuated Cycle: 42.5 30th %ile Actuated Cycle: 39.4 10th %ile Actuated Cycle: 37.6 Splits and Phases: 18: Millwood Pk & Custer Ave. Intersection LOS: B ICU Level of Service B s 71 19s.777 - 06 1' }08 '7y 1 19 s Synchro 7 - Report Patton Harris Rust & Associates Page 15 Carpers Valley Development Scenario 1: 2025 Background Conditions —SAT —IMP 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 t t Lane Group EBL EBR 'NBL NBT: SBT SBR Lane Configurations r +T T Volume (vph) 100 12 13 13 20 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.884 At Protected 0.950 0.976 Satd. Flow (prot) 1770 1583 0 1818 1647 0 Flt Permitted 0.950 0.976 Satd. Flow (perm) 1770 1583 0 1818 1647 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 111 13 14 14 22 133 Shared Lane Traffic (%) Lane Group Flow (vph) 111 13 0 28 155 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary � - Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.5% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 16 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _AM ' 2: Millwood Pk & Inverlee Way 217/2008 Lane Group EBL ' 'EBT WBT WBR .- SBL SBR Lane Configurations +'t tt r Y ' Volume (vph) 11 803 561 16 34 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 , Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.904 Flt Protected 0.999 0.986 Satd. Flow (prot) 0 3311 3312 1583 1660 0 Flt Permitted 0.999 0.986 ' Satd. Flow (perm) 0 3311 3312 1583 1660 0 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% ' Adj. Flow (vph) 12 892 623 18 38 93 Shared Lane Traffic (%) Lane Group Flow (vph) 0 904 623 18 131 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 ' Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 ' Sign Control Free Free Stop l6_,_ .. _ _ _m _ Intersection Summary .. m.. . Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 43.7% ICU Level of Service A Analysis Period (min)15 Synchro 7 - Report ' Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _AM 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group EBL EBT WBT WBR . SBL SBR Lane Configurations tt tt r y Volume (vph) 89 748 446 78 207 132 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.947 Flt Protected 0.950 0.970 Satd. Flow (prot) 1770 3312 3312 1583 1711 0 Flt Permitted 0.355 0.970 Satd. Flow (perm) 661 3312 3312 1583 1711 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 87 30 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 99 831 496 87 230 147 Shared Lane Traffic (% Lane Group Flow (vph) 99 831 496 87 377 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type pm+pt Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 2 C8[D8[SValley Development Scenario & 3: 2025 Background Conditions _/\�� 4:K�illVVO0d[zk/���Ulh�� Rd 2��UU8 Detector Phase 5 2 8 8 4 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 6.0 Minimum Split hd 128 128 12.8 12.0 12.0 Total Splitkd 20.0 700 50.0 500 200 0.0 Total Split (%) 22.2% 77.8% 55.8% 55.8% 22.2% 0.0% Maximum Green (s) 14.0 64.0 44.0 44.0 14.0 Yellow Time kd 4.0 4.0 4.0 4,0 4.0 All -Red Time (s) 2.0 lO 2.0 2.0 2.0 Lost Time Adjust (s) 8.0 KO 0.0 0.0 0.0 0.0 Total Lost Time kA 8.0 8.0 8.0 8.0 6.0 4.0 Lead/Lag Lead Lag Lag Lead'LagDpUmize? Yes Yes You Vehicle Extension (o) 3.0 3.0 3.0 3.0 3.0 Recall Mode None C'Min Nona None Min Act EffctGreen (a) 48.0 46.0 34.4 34.4 32.0 Actuated g/CRatio 0.51 0.51 0.38 0.38 0.30 v/cRaUo 0.23 0.40 0.30 013 0.80 Control Delay 7.3 02 21.3 48 27.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 7.3 9.2 21.3 4.8 27.8 LOS A A C A C Approach Delay 0.0 18.0 27.8 AppmuohLUS A B C 0NhY6i|eGreen kd 10.1 49.3 33.2 332 287 0O(h%i|nTerm Code Gap Cuord Courd Coord Gap 7Uth%i|oGreen (o) 8.7 49.7 35.0 35.0 28.3 70th %i|oTerm Code Gap Conrd Coord Connd Gap 5Oth%i|AGreen /o\ 7.9 487 34.8 34.8 29.3 50th %i|aTerm Code Gap Coord Coord O000d Gap 3Nh%i|nGreen /o\ 72 45.9 32.7 327 321 3Oth%i|eTerm Code Gap Coord Coond Conrd Gap 10th %i|eGreen (o) 0.0 38.3 36.3 30.3 41.7 1Nh%ileTerm Code Skip Coord Coond Coord Sap Queue Length SUth8D 14 83 106 O 187 Queue Length 0Sth(0U 18 53 151 28 288 Internal Link Dist (0) 2598 2453 2093 Turn Bay Length (fU 200 135 Base Capacity (vph) 510 2355 1618 818 628 Starvation Cap Reduntn U 8 O 0 O Spi||baokCap Reduotn 0 0 O O O Storage Cap Raduoin O O 0 0 O Reduced wcRatio 0.18 0.35 0.31 0.11 0.60 Synchm7 Report Patton Harris Rust & Associates Page 3 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _AM 4: Millwood Pk & Sulphur Sp Rd 21712008 Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.60 Intersection Signal Delay: 15.8 Intersection LOS: B Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period (min) 15 Spins ana Fnases: 4: Mlllwooa F'K & Sulphur 5p Ka o2 o4 70 s ,,' lk. 20s . o5 art— 06 20 s ;< 50 s Patton Harris Rust & Associates Synchro 7 - Report Page 4 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _AM 7: Millwood Pk & Victory Road 2/7/2008 { Lane Group .. - 'EBU' EBL ,,"-EBT ;. EBR"', WBL ;WBT NBL ' .`NBT NBR-... Z13L" : tSBT. Lane Configurations tt r tT Volume (vph) 10 9 727 116 28 370 0 57 1 13 1 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.976 0.910 Flt Protected 0.950 0.950 0.961 0.994 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Flt Permitted 0.950 0.950 0.961 0.994 Satd, Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 11 10 808 129 31 411 0 63 1 14 1 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 21 808 129 31 411 0 0 78 0 0 9 Enter Blocked Intersection No No No No No No No > No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 40.6% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 5 I I Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _AM 7: Millwood Pk & Victory Road 21712008 4/ Lane Group SBR- . Lanonfigurations Volume (vph) 5 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Fit Protected Satd. Flow (prot) 0 Fit Permitted Said, Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control Intersection -Summary Synchro 7 - Report Patton Harris Rust & Associates Page 6 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _AM 15: Costello Dr & Route 522 2/7/2008 --,* " �*- 'I- t � Lane Group", ' EBL EBT : ` EBR.: WBL , WBT WBR .: ';NBL, . NBT NBR=' SBL:. SBT, ; SBR Lane Configurations ttT+ ' tT+ Volume (vph) 5 5 1 128 0 21 0 677 67 67 717 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.987 0.998 Fit Protected 0.976 0.950 0.950 0.950 Satd. Flow (prot) 0 1818 1583 1681 1681 1583 1863 4534 0 1770 3165 0 Fit Permitted 0.976 0.950 0.950 0.950 Satd. Flow (perm) 0 1818 1583 1681 1681 1583 1863 4534 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 23 16 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 6 6 1 142 0 23 0 752 74 74 797 12 Shared Lane Traffic (%) 50% 1 Lane Group Flow (vph) 0 12 1 71 71 23 0 826 0 74 809 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _AM 15: Costello Dr & Route 522 2/7/2008 * Lane Group EBL EBT : EBR, WBL , WBT .' WBR NBL ., NBT NBR SBL` SBT SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 20.0 20.0 20.0 17.0 17.0 17.0 12.0 25.0 0.0 28.0 41.0 0.0 Total Split (%) 22.2% 22.2% 22.2% 18.9% 18.9% 18.9% _ 13.3% 27.8% 0.0% 31.1 % 45.6% 0.0% Maximum Green (s) 14.0 14.0 14.0 11.0 11.0 11.0 6.0 19.0 22.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag 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 None Max None Max Act Effct Green (s) 6.7 6.7 9.1 9.1 9.1 38.1 9.0 48.8 Actuated g/C Ratio 0.08 0.08 0.12 0.12 0.12 0.54 0.12 0.69 v/c Ratio 0.08 0.01 0.34 0.34 0.11 0.34 0.35 0.37 Control Delay 30.2 24.0 28.5 28.5 12.5 13.0 29.1 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.2 24.0 28.5 28.5 12.5 13.0 29.1 6.8 LOS C C C C B B C A Approach Delay 29.7 26.2 13.0 8.7 Approach LOS C C B A 90th %ile Green (s) 7.0 7.0 7.0 11.0 11.0 11.0 0.0 19.0 11.1 36.1 90th %ile Term Code Gap Gap Gap Max Max Max Skip MaxR Gap Hold 70th %ile Green (s) 0.0 0.0 0.0 8.5 8.5 8.5 0.0 20.4 8.6 35.0 70th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Hold Gap MaxR 50th %ile Green (s) 0.0 0.0 0.0 7.6 7.6 7.6 0.0 21.4 7.6 35.0 50th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Hold Gap MaxR 30th %ile Green (s) 0.0 0.0 0.0 6.7 6.7 6.7 0.0 35.0 0.0 35.0 30th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Hold Skip MaxR 10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 114.0 0.0 114.0 10th %ile Term Code Skip Skip Skip Skip Skip Skip Skip Dwell Skip Dwell Queue Length 50th (ft) 4 0 22 22 0 68 22 54 Queue Length 95th (ft) 20 5 67 67 19 159 66 166 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 1000 1000 Base Capacity (vph) 305 267 270 270 273 2433 468 2168 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.00 0.26 0.26 0.08 0.34 0.16 0.37 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 71.2 Natural Cycle: 60 Synchro 7 - Report Patton Harris Rust & Associates Page 8 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _AM 15: Costello Dr & Route 522 2/7/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.37 Intersection Signal Delay: 12.3 Intersection LOS: B Intersection Capacity Utilization 50.4% ICU Level of Service A Analysis Period (min)15 90th %ile Actuated Cycle: 72.1 70th %ile Actuated Cycle: 55.5 50th %ile Actuated Cycle: 54.6 30th %ile Actuated Cycle: 53.7 10th %ile Actuated Cycle: 120 Snlits and Phases- 15- Costello Dr & Route 522 01 I o2 o4 08 28s. N25s; 20s. �t17s,. x 1 05 06 Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development 18: Millwood Pk & Custer Ave. Lane Group Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Fit Protected Said. Flow (prot) Fit Permitted Said. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Scenario 2 & 3: 2025 Background Conditions _AM 2/7/2008 EBL EBT` EBR . WBL WBT . WBR ' NBL ' NBT ' NBR 'SBL SBT SBR tt r tT 4 r 31 712 64 72 550 4 9 31 25 14 88 95 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 100 0 225 0 0 360 0 0 1 1 1 n n 1 n 0 1.00 0.95 1.00 1.00 0.95 0.9,r 0.850 0.999 0.950 0.950 1770 3312 1583 1770 3310 0.348 0.352 648 3312 1583 656 3310 Yes Ye: 71 1 30 30 2981 2256 67.8 51.3 0.90 0.90 0.90 0.90 0.90 0.91 2% 9% 2% 2% 9% 20i 34 791 71 80 611 34 791 71 80 615 No No No No No Ni Left Left Right Left Left Rigi- 12 12 0 0 16 16 1.00 1.00 1.00 1.00 1.00 1.0 15 9 15 1 2 1 1 2 Left Thru Right Left Thru 20 100 20 20 100 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 pm+pt Perm Perm 5 2 6 2 2 6 Patton Harris Rust & Associates 1.00 1.00 1.00 1.00 1.00 1.00 0.850 0.935 0.989 0.996 0 1842 1583 0 1735 0 0.914 0.979 0 1703 1583 0 1705 0 Yes Yes 28 48 30 30 1558 610 35.4 13.9 0.90 0.90 0.90 0.90 0.90 0.90 2% 2% 2% 2% 2% 2% 10 34 28 16 98 106 0 44 28 0 220 0 No No No No No No Left Left Right Left Left Right 0 0 0 0 16 16 1.00 1.00 1.00 1.00 1.00 1.00 15 9 15 9 1 2 1 1 2 Left Thru Right Left Thru 20 100 20 20 100 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 Perm Perm Perm 8 4 8 8 4 Synchro 7 - Report Page 10 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _AM 18: Millwood Pk & Custer Ave. 2/7/2008 - --�, ~* f-- T � � <1 Lane Group . EBL . EBT. EBR WBL . ;WBT . WBR NBL' NBT NBR '` SBL' SBT... SBR Detector Phase 5 2 2 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 18.0 64.0 64,0 46.0 46.0 0.0 26.0 26.0 26.0 26.0 26.0 0.0 Total Split (%) 20.0% 71.1 % 71.1 % 51.1 % 51.1 % 0.0% 28.9% 28.9% 28.9% 28.9% 28.9% 0.0% Maximum Green (s) 12.0 58.0 58.0 40.0 40.0 20.0 20.0 20.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? 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 C-Max C-Max C-Max C-Max Max Max Max Min Min Act Effct Green (s) 58.0 58.0 58.0 50.5 50.5 20.0 20.0 20.0 Actuated g/C Ratio 0.64 0.64 0.64 0.56 0.56 0.22 0.22 0.22 v/c Ratio 0.07 0.37 0.07 0.22 0.33 0.12 0.07 0.53 Control Delay 6.1 8.1 1.7 8.7 7.3 29.0 11.4 29.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.1 8.1 1.7 8.7 7.3 29.0 11.4 29.2 LOS A A A A A C B C Approach Delay 7.5 7.5 22.2 29.2 Approach LOS A A C C 90th %ile Green (s) 7.0 58.0 58.0 45.0 45.0 20.0 20.0 20.0 20.0 20.0 90th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Max Max 70th %ile Green (s) 6.4 58.0 58.0 45.6 45.6 20.0 20.0 20.0 20.0 20.0 70th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 50th %ile Green (s) 6.1 58.0 58.0 45.9 45.9 20.0 20.0 20.0 20.0 20.0 50th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 30th %ile Green (s) 0.0 58.0 58.0 58.0 58.0 20.0 20.0 20.0 20.0 20.0 30th %ile Term Code Skip Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 10th %ile Green (s) 0.0 58.0 58.0 58.0 58.0 20.0 20.0 20.0 20.0 20.0 10th %ile Term Code Skip Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) 6 98 0 12 51 20 0 86 Queue Length 95th (ft) 16 131 14 m31 84 48 22 157 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 567 2134 1045 368 1858 378 374 416 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.37 0.07 0.22 0.33 0.12 0.07 0.53 Interseotion Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 18 (20%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _AM 18: Millwood Pk & Custer Ave. 2/7/2008 Natural Cycle: 45 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.53 Intersection Signal Delay: 10.6 Intersection LOS: B Intersection Capacity Utilization 57.6% ICU Level of Service B Analysis Period (min)15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 18: Millwood Pk & Custer Ave. --I" o2 * o4 64 s :. 26 s -w; 05 �'6 ` 08 189 46.s- fir. 26 s., Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _AM 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 Lane Group' EBL .;°".EBR" " _NBL" NBT SBT: "" SBR Lane Configurations r Volume (vph) 53 52 7 12 85 121 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.921 Fit Protected 0.950 0.981 Satd. Flow (prot) 1770 1583 0 1827 1716 0 Fit Permitted 0.950 0.981 Satd. Flow (perm) 1770 1583 0 1827 1716 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 59 58 8 13 94 134 Shared Lane Traffic (%) Lane Group Flow (vph) 59 58 0 21 228 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection:Summary, x :tk a 5X,k Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.9% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 13 1 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _PM 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group EBL EBT WBT WBR �- SBL SBR Lane Configurations +'t tt r Y Volume (vph) 39 714 1202 63 22 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.911 I'll Protected Satd. Flow (prot) 0 0.997 3313 3312 1583 0.983 1668 0 Flt Permitted 0.997 0.983 Satd. Flow (perm) 0 3313 3312 1583 1668 0 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 1 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 43 793 1336 70 24 47 Shared Lane Traffic (%) Lane Group Flow (vph) 0 836 1336 70 71 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop ' Iritersectiori Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 59.2% ICU Level of Service B Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _PM 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane,Group , : EBL�, _ . ,EBT. WBT: s WBR" 'SBL SBR'. Lane Configurations tt tt r y Volume (vph) 247 490 1114 244 64 151 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.905 Fit Protected 0.950 0.985 Satd. Flow (prot) 1770 3312 3312 1583 1660 0 Flt Permitted 0.097 0.985 Satd. Flow (perm) 181 3312 3312 1583 1660 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 208 112 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 274 544 1238 271 71 168 Shared Lane Traffic (%) > Lane Group Flow (vph) 274 544 1238 271 239 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type pm+pt Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _PM 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group EBL ' " EBT . WBT WBR ' SBL . SBR Detector Phase 5 2 6 6 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 20.0 70.0 50.0 50.0 20.0 0.0 Total Split (%) 22.2% 77.8% 55.6% 55.6% 22.2% 0.0% Maximum Green (s) 14.0 64.0 44.0 44.0 14.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None None Min Act Effct Green (s) 55.4 55.4 35.8 35.8 10.8 Actuated g/C Ratio 0.70 0.70 0.46 0.46 0.14 v/c Ratio 0.69 0.23 0.82 0.32 0.74 Control Delay 26.2 4.5 23.8 4.7 33.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 26.2 4.5 23.8 4.7 33.3 LOS C A C A C Approach Delay 11.7 20.4 33.3 Approach LOS B C C 90th %ile Green (s) 14.0 64.0 44.0 44.0 14.0 90th %ile Term Code Max Hold Max Max Max 70th %ile Green (s) 14.0 64.0 44.0 44.0 14.0 70th %ile Term Code Max Hold Max Max Max 50th %ile Green (s) 14.0 60.0 40.0 40.0 12.3 50th %ile Term Code Max Hold Gap Gap Gap 30th %ile Green (s) 14.0 51.0 31.0 31.0 9.0 30th %ile Term Code Max Hold Gap Gap Gap 10th %ile Green (s) 10.2 38.6 22.4 22.4 6.0 10th %ile Term Code Gap Hold Gap Gap Min Queue Length 50th (ft) 76 43 276 17 63 Queue Length 95th (ft) #192 65 374 60 #154 Internal Link Dist (ft) 2598 2453 2093 Turn Bay Length (ft) 290 135 Base Capacity (vph) 413 2438 1693 911 382 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.66 0.22 0.73 0.30 0.63 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 78.6 Natural Cycle: 60 Synchro 7 - Report Patton Harris Rust & Associates Page 3 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _PM 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 18.8 Intersection LOS: B Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 90 50th %ile Actuated Cycle: 84.3 30th %ile Actuated Cycle: 72 10th %ile Actuated Cycle: 56.6 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. SDIItS and Phases: 4: Millwood Pk & Sulnhiir Sn Rd o2 o4 70 s `k� G Flo_$ : ' o5 � 06 Synchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _PM 7: Millwood Pk & Victory Road 21712008 Lane Group EBU EBL EBT EBR WBL WBT WBR ,,,. `NBL NBT NBR SBL SBT Lane Configurations tt r '� tT 4 Volume (vph) 69 7 512 85 34 985 0 108 3 8 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util, Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.991 0.865 Flt Protected 0.950 0.950 0.957 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Flt Permitted 0.950 0.950 0.957 Satd. Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 77 8 569 94 38 1094 0 120 3 9 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 85 569 94 38 1094 0 0 132 0 0 12 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop intersection Summe Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _PM 7: Millwood Pk & Victory Road 2/7/200s 4/ Lane Group SBR' Lan4onfigurations Volume (vph) 11 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt At Protected Satd. Flow (prot) 0 At Permitted Satd. Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control Intersection, Summary Synchro 7 - Report Patton Harris Rust & Associates Page 6 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _PM ' 15: Costello Dr & Route 522 2/7/2008 Lane Group EBL' . EBT ' EBR� WBL ' WBT- WBR NBL NBT NBR ` SBL .% SBT SBR Lane Configurations 4 r '� +T r Vi ttT+ '� tT Volume (vph) 6 3 0 146 3 127 1 787 125 236 689 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.979 0.998 Flt Protected 0.966 0.950 0.954 0.950 0.950 Satd. Flow (prot) 0 1799 1863 1681 1688 1583 1770 4520 0 1770 3165 0 Flt Permitted 0.966 0.950 0.954 0.950 0.950 Satd. Flow (perm) 0 1799 1863 1681 1688 1583 1770 4520 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 141 30 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 7 3 0 162 3 141 1 874 139 262 766 11 Shared Lane Traffic (%) 49% Lane Group Flow (vph) 0 10 0 83 82 141 1 1013 0 262 777 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _PM 15: Costello Dr & Route 522 2/7/2008 Lane Group, EBL EBT:; EBR �. WBL' °WBT` .;WBR �'� NBL'..''NBT ,:'e',NBR SBT�,'. SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 20.0 20.0 20.0 17.0 17.0 17.0 12.0 25.0 0.0 28.0 41.0 0.0 Total Split (%) 22.2% 22.2% 22.2% 18.9% 18.9% 18.9% 13.3% 27.8% 0.0% 31.1% 45.6% 0.0% Maximum Green (s) 14.0 14.0 14.0 11.0 11.0 11.0 6.0 19.0 22.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag 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 None Max None Max Act Effct Green (s) 6.3 8.4 8.4 8.4 6.0 19.7 14.4 38.4 Actuated g/C Ratio 0.09 0.13 0.13 0.13 0.08 0.31 0.23 0.61 v/c Ratio 0.06 0.37 0.36 0.42 0.01 0.71 0.65 0.40 Control Delay 34.4 32.3 32.2 10.4 34.0 24.4 30.9 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.4 32.3 32.2 10.4 34.0 24.4 30.9 9.3 LOS C C C B C C C A Approach Delay 34.4 22.2 24.4 14.8 Approach LOS C C C B 90th %ile Green (s) 7.1 7.1 7.1 11.0 11.0 11.0 6.0 19.0 22.0 35.0 90th %ile Term Code Gap Gap Gap Max Max Max Max MaxR Max MaxR 70th %ile Green (s) 0.0 0.0 0.0 9.8 9.8 9.8 0.0 19.0 16.4 41.4 70th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 50th %ile Green (s) 0.0 0.0 0.0 8.4 8.4 8.4 0.0 19.0 14.0 39.0 50th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 30th %ile Green (s) 0.0 0.0 0.0 7.2 7.2 7.2 0.0 19.0 11.8 36.8 30th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 10th %ile Green (s) 0.0 0.0 0.0 6.0 6.0 6.0 0.0 19.9 9.1 35.0 10th %ile Term Code Skip Skip Skip Min Min Min Skip Hold Gap MaxR Queue Length 50th (ft) 3 28 28 0 0 110 84 54 Queue Length 95th (ft) 20 87 86 50 6 #276 193 215 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 1000 1000 Base Capacity (vph) 315 287 288 387 147 1434 558 1932 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.29 0.28 0.36 0.01 0.71 0.47 0.40 Intersection'Summary " Area Type: Other Cycle Length: 90 Actuated Cycle Length: 62.9 Natural Cycle: 60 Synchro 7 - Report Patton Harris Rust & Associates Page 8 Carpers Valley Development 15: Costello Dr & Route 522 Scenario 2 & 3: 2025 Background Conditions _PM 2/7/2008 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.71 Intersection Signal Delay: 19.9 Intersection LOS: B Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period (min) 15 90th %ile Actuated Cycle: 83.1 70th %ile Actuated Cycle: 63.2 50th %ile Actuated Cycle: 59.4 30th %ile Actuated Cycle: 56 10th %ile Actuated Cycle: 53 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Costello Dr & Route 522 01 t o2 04 08 25 s 20.s 17 s o5 06 12 s Patton Harris Rust & Associates Synchro 7 - Report Page 9 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _PM 18: Millwood Pk & Custer Ave. 2/7/2008 Lane Group - -"EBL - ,, EBT ' EBR .: WBL°.:; '�WBT.. ; .WBR NBL NBT_ .NBR _ SBL ; _ SBT = a. SBR Lane Configurations tt �` tT+ Volume (vph) 146 665 14 68 1051 17 73 50 85 11 49 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.998 0.850 0.929 Flt Protected 0.950 0.950 0.971 0.996 Satd. Flow (prot) 1770 3312 1583 1770 3309 0 0 1809 1583 0 1724 0 Flt Permitted 0.099 0.371 0.746 0.970 Satd. Flow (perm) 184 3312 1583 691 3309 0 0 1390 1583 0 1679 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 16 2 94 58 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 162 739 16 76 1168 19 81 56 94 12 54 74 Shared Lane Traffic (%) > Lane Group Flow (vph) 162 739 16 76 1187 0 0 137 94 0 140 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt Perm Perm Perm Perm Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 2 6 8 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 10 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _PM 18: Millwood Pk & Custer Ave. 2/7/2008 Lane Group EBL . EBT' EBR WBL WBT WBR NBL NBT ' NBR SBL , SBT SBR Detector Phase 5 2 2 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 18.0 64.0 64.0 46.0 46.0 0.0 26.0 26.0 26.0 26.0 26.0 0.0 Total Split (%) 20.0% 71.1 % 71.1 % 51.1 % 51.1 % 0.0% 28.9% 28.9% 28.9% 28.9% 28.9% 0.0% Maximum Green (s) 12.0 58.0 58.0 40.0 40.0 20.0 20.0 20.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? 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 Max Max Max Min Min Act Effct Green (s) 51.2 51.2 51.2 34.5 34.5 20.2 20.2 20.2 Actuated g/C Ratio 0.61 0.61 0.61 0.41 0.41 0.24 0.24 0.24 v/c Ratio 0.51 0.36 0.02 0.27 0.87 0.41 0.21 0.31 Control Delay 16.5 8.4 2.8 19.0 30.1 33.2 7.9 19.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.5 8.4 2.8 19.0 30.1 33.2 7.9 19.5 LOS B A A B C C A B Approach Delay 9.7 29.5 22.9 19.5 Approach LOS A C C B 90th %ile Green (s) 12.0 58.0 58.0 40.0 40.0 20.0 20.0 20.0 20.0 20.0 90th %ile Term Code Max Hold Hold Max Max MaxR MaxR MaxR Hold Hold 70th %ile Green (s) 12.0 58.0 58.0 40.0 40.0 20.0 20.0 20.0 20.0 20.0 70th %ile Term Code Max Hold Hold Max Max MaxR MaxR MaxR Hold Hold 50th %ile Green (s) 12.0 54.9 54.9 36.9 36.9 20.0 20.0 20.0 20.0 20.0 50th %ile Term Code Max Hold Hold Gap Gap MaxR MaxR MaxR Hold Hold 30th %ile Green (s) 10.1 47.7 47.7 31.6 31.6 20.0 20.0 20.0 20.0 20.0 30th %ile Term Code Gap Hold Hold Gap Gap MaxR MaxR MaxR Hold Hold 10th %ile Green (s) 7.5 38.7 38.7 25.2 25.2 20.0 20.0 20.0 20.0 20.0 10th %ile Term Code Gap Hold Hold Gap Gap MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) 32 90 0 26 297 64 0 36 Queue Length 95th (ft) 87 121 7 59 385 124 38 90 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 337 2134 1026 312 1494 336 454 450 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.35 0.02 0.24 0.79 0.41 0.21 0.31 Iritersection. Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 83.5 Natural Cycle: 60 Synchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development 18: Millwood Pk & Custer Ave. Scenario 2 & 3: 2025 Background Conditions _PM ' 2/7/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.87 Intersection Signal Delay: 21.2 Intersection Capacity Utilization 66.6% Intersection LOS: C , ICU Level of Service C Analysis Period (min)15 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 90 ' 50th %ile Actuated Cycle: 86.9 30th %ile Actuated Cycle: 79.7 10th %ile Actuated Cycle: 70.7 SDIItS and Phases: 18: Millwood Pk & Custer Ave. o5 a1--- o6 I 08 1i8s. x46s 5526s. Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions _PM 19: Costello Dr & Pr. Frederick Dr. 21712008 4\ t Lane Group' EBL EBR ' NBL NBT SBT: SBR Lane Configurations r +T T Volume (vph) 118 12 34 70 24 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.897 Flt Protected 0.950 0.984 Satd. Flow (prot) 1770 1583 0 1833 1671 0 Flt Permitted 0.950 0.984 Satd. Flow (perm) 1770 1583 0 1833 1671 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 131 13 38 78 27 86 Shared Lane Traffic (%) Lane Group Flow (vph) 131 13 0 116 113 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary, Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.4% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —SAT 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group EBL =EBT" WBT ".. ""WBR `." SBL'""" SBR Lane Configurations +'t tt r Volume (vph) 31 675 860 49 26 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.908 Fit Protected 0.998 0.984 Satd. Flow (prot) 0 3315 3312 1583 1664 0 Flt Permitted 0.998 0.984 Satd. Flow (perm) 0 3315 3312 1583 1664 0 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 34 750 956 54 29 61 Shared Lane Traffic (%) Lane Group Flow (vph) 0 784 956 54 90 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop IntersectionSummary., Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 1 I Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -SAT 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group EBL EBT WBT . WBR SBL SBR Lane Configurations tt tt r y Volume (vph) 355 346 537 97 123 372 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.899 Flt Protected 0.950 0.988 Satd, Flow (prot) 1770 3312 3312 1583 1655 0 Flt Permitted 0.262 0.988 Satd. Flow (perm) 488 3312 3312 1583 1655 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 94 197 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 394 384 597 108 137 413 Shared Lane Traffic (%) Lane Group Flow (vph) 394 384 597 108 550 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type pm+pt Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 2 C8[D9[SValley Development Scenario & 3: 2025 B@CknFOUOd Conditions -SAT 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 4 ,, Detector Phase 5 2 0 8 4 Switch Phase Minimum Initial (s) 6.0 8.8 60 6.0 6.0 Minimum Split bd 12.0 12.0 12.0 12.0 12.0 Total Split kd 37.0 498 12.0 12.0 41.0 0.0 Tnhd Split (%) 411% 54.4% 13.3% 13.3% 45.8% 0.0% Maximum Green kd 31.0 43.0 6.0 6.0 35.0 Yellow Time (n) 4.0 4.0 4.8 4.0 4.0 All -Red Time kd lO 2.0 lO 2.0 lO Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.0 8.0 6.0 8.0 8.0 4.0 Lead/Lag Lead Lag Lag Lnad'Lag0pUmizo? Yes Yes Yes Vehicle Extension (a) 3.0 3.0 3.0 3.0 3.0 Recall Mode None C'Min None None Min Act EffctGreen (n) 61.5 51.5 281 28.1 26.5 Actuated gK}Ratio 0.57 0.57 0.31 0.31 0.29 wtRuUo 075 020 0.58 8.18 0.88 Control Delay 18.9 8.0 33.8 10.8 34.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.8 6.0 33.8 10.8 34.5 ` LOS B A C B C Approach Delay 11.5 30.3 34.5 AppmachLOS B C C OOth %i|eGreen (o) 26.9 43.0 181 101 35.0 00th %i|oTenn Coda Gap Coord Coord Coord Max 7Oth%i|eGreen (o) 20.8 482 184 194 31.8 70th %UeTenn Code Gap Coord Coord Coord Gap S0h%i|aGreen kA 187 50.6 27.9 37.8 27.4 50th %i|oTerm Coda Gap Coord Coord Coord Gap 3Oth%i|oGreen (n) 13.3 55.4 361 381 22.8 30th %i|eTonn Code Gap Coord Coord Coord Gap 10h96i|nGreen (n) 9.8 82.5 48.0 48.0 15.5 1Nh%I|aTerm Code Gap Coord Coord Coord Gap Queue Length 5Oth80 37 18 140 8 195 Queue Length 05th (f0 234 SS #384 55 296 Internal Link Dist (f0 2508 2453 2003 Turn Bay Length (ft) 290 135 Base Capacity (vph) 721 1807 1033 550 784 Starvation Cap Raduotn O 0 O O U SpiUbankCap Rnduotn O 0 O O 0 Storage Cap Roduotn 0 0 O O 0 Reduced v/oRatio 0.55 0.20 0.58 0.19 072 on Sum Area Type: Other Cycle Length: 00 Actuated Cycle Length: S0 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green Synom7'Report Patton Harris Rust &Associates Page Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —SAT 4: Millwood Pk & Sulphur Sp Rd 21712008 Natural Cycle: 55 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.88 Intersection Signal Delay: 24.2 Intersection LOS: C Intersection Capacity Utilization 79.2% 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. 5puts ana Nnases: 4: Millwood NK & Sulpnur 5p Ha ­10' o2 o4 49 o5 06 37s 12s Patton Harris Rust & Associates Synchro 7 - Report Page 4 C8FD8[3Valley Development Scenario & 3: 2025[}8Ck«[OUOd Conditions -SAT 7' Millwood Pk & Victory Road 2/7/2008 ~- Volume (vph) 8 2 518 39 13 634 U 48 O 14 U U Ideal Flow (vphp|) 1900 1900 1000 1000 1000 1000 1800 1900 1800 1000 1980 1008 Storage Length (0 00 875 70 O U O O Storage Lanes 1 1 1 O U O O Taper Length /fU 25 25 25 25 25 25 25 Lane U0.Factor 0.05 1.00 0.95 1.00 1.00 0.95 0.05 1.80 1.00 1.00 1.00 1.00 Frt 0.850 0.080 0.865 At Protected 8.058 0.050 0,963 Sutd.Flow (pmd O 1770 3312 1583 1770 3312 0 O 1738 O O 1611 F|tPonnidod 0.950 0.950 0.083 Satd.Flow (penn) O 1770 3312 1583 1770 3312 U 0 1738 U U 1611 Link Speed (nph) 30 30 30 30 Link Distance KA 2533 1052 1774 605 Travel Time (o) 57.8 23.0 40.3 11.6 Peak Hour Factor 0.80 0.00 0.90 0.00 0.80 0.90 0.00 0.90 0.90 0.90 0.80 0.80 Heavy Vehicles (96) 2% 2% 0% 2% 2% 8% 296 2% 2% 2% 2% 2% Adj. F|mv(vph) 7 2 576 43 14 503 O 53 O 16 O 0 Shared Lane Traffic (%) Lane Group Flow (vph) O 8 578 43 14 583 O U 80 0 O 2 Enter Blocked Intersection No No No No No No No No No ` No No No Lane Alignment RNA Left Left Right Left Loft Right Left Left Right Left Loft MndianVVidth(0 18 18 O O LinkO#sat(0 0 U O 0 Cmouwa|kVVidthU8 16 18 16 18 Two way Left Turn Lane Headway 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 Turning Speed (mph) 0 15 9 15 0 15 0 15 Sign Control Free Free Stop Stop Area Type: Other Control Type: UnsiAnalizod Intersection Capacity Utilization 31.8% ICU Level ofService A Analysis Period (min) 15 Synchm7'Report Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —SAT 7: Millwood Pk & Victory Road 2/7/2008 4/ Lane Group SBR Lan4onfig u rations Volume (vph) 2 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt At Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control InfersectiorrSummary_ Synchro 7 - Report Patton Harris Rust & Associates Page 6 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -SAT 15: Costello Dr & Route 522 2/7/2008 Lane Group.,... ` . EBL EBT,...EBR ` , WBL. ' WBT :, WBR :' NBL ' NBT ' SBL -` SBT SBR Lane Configurations *' if *T r ) ttT tT Volume (vph) 4 1 2 170 1 299 1 531 166 544 467 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util, Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.964 0.999 Flt Protected 0.962 0.950 0.953 0.950 0.950 Satd. Flow (prot) 0 1792 1583 1681 1686 1583 1770 4499 0 1770 3165 0 Fit Permitted 0.962 0.950 0.953 0.950 0.950 Satd, Flow (perm) 0 1792 1583 1681 1686 1583 1770 4499 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 332 67 1 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 4 1 2 189 1 332 1 590 184 604 519 3 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 5 2 94 96 332 1 774 0 604 522 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Split Protected Phases 4 4 Permitted Phases Patton Harris Rust & Associates Perm Split Perm Prot 8 8 5 0.0 0.0 Prot 2 1 6 Synchro 7 - Report Page 7 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -SAT 15: Costello Dr & Route 522 21712008 -.-* -,, ~`# f- *`` I * �'' 4/ Lane Group EBL " EBT •, EBR WBL . 'WBT `, WBR NBL , NBT NBR 'SBL SBT SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6,0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12,0 Total Split (s) 16.0 16.0 16.0 12.0 12.0 12.0 12.0 12.0 0.0 50.0 50.0 0.0 Total Split (%) 17.8% 17.8% 17.8% 13.3% 13.3% 13.3% 13.3% 13.3% 0.0% 55.6% 55.6% 0.0% Maximum Green (s) 10.0 10.0 10.0 6.0 6.0 6.0 6.0 6.0 44.0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4,0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6,0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag 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 None Max None Max Act Effct Green (s) 6.1 6.1 6.1 6.1 6.1 6.0 14.5 26.1 44.8 Actuated g/C Ratio 0.08 0.08 0.09 0.09 0,09 0.08 0.22 0.39 0.67 v/c Ratio 0.03 0.02 0.61 0.62 0.74 0.01 0.75 0.88 0.25 Control Delay 35,2 26.5 51.3 52.2 16.4 35.0 32.3 33.1 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.2 26.5 51.3 52.2 16.4 35.0 32.3 33.1 6.2 LOS D C D D B C C C A Approach Delay 32.8 29.3 32.3 20.6 Approach LOS C C C C 90th %ile Green (s) 6.5 6.5 6.5 6.0 6.0 6.0 6.0 6.2 43.8 44,0 90th %ile Term Code Gap Gap Gap Max Max Max Max Hold Gap MaxR 70th %ile Green (s) 0.0 0.0 0.0 6.0 6.0 6.0 0.0 12.0 26.0 44.0 70th %ile Term Code Skip Skip Skip Max Max Max Skip Hold Gap MaxR 50th %ile Green (s) 0.0 0,0 0.0 6.0 6.0 6.0 0.0 15.0 23.0 44.0 50th %ile Term Code Skip Skip Skip Max Max Max Skip Hold Gap MaxR 30th %ile Green (s) 0.0 0.0 0.0 6,0 6.0 6.0 0.0 16.3 21.7 44.0 30th %ile Term Code Skip Skip Skip Max Max Max Skip Hold Gap MaxR 10th %ile Green (s) 0.0 0.0 0.0 6.0 6.0 6.0 0.0 19.3 18.7 44.0 10th %ile Term Code Skip Skip Skip Max Max Max Skip Hold Gap MaxR Queue Length 50th (ft) 2 0 36 36 0 0 87 210 27 Queue Length 95th (ft) 14 7 #143 #146 #118 6 #315 355 117 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 1000 1000 Base Capacity(vph) 224 200 154 154 446 140 1026 925 2119 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.02 0.01 0.61 0.62 0.74 0.01 0.75 0.65 0.25 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 66.9 Natural Cycle: 80 Synchro 7 - Report Patton Harris Rust & Associates Page 8 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —SAT 15: Costello Dr & Route 522 2/7/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.88 Intersection Signal Delay: 26.2 Intersection LOS: C Intersection Capacity Utilization 70.5% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 86.5 70th %ile Actuated Cycle: 62 50th %ile Actuated Cycle: 62 30th %ile Actuated Cycle: 62 10th %ile Actuated Cycle: 62 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Costello Dr & Route 522 01 o2 o4 08 5#0s t fi,12"s.r- 16s>a>.. 72s, l o5 o6 12s�. . tA1�50:s4 � � t: �` NA' Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -SAT 18: Millwood Pk & Custer Ave. 2/7/2008 ---` --I. mot -- *\ t l* , Lane Group EBL .• EBT EBR , WBL WBT - � WBR NBIL -NBT NBR SBL ": SBT . SBR Lane Configurations tt r tT+ +T r 4 Volume (vph) 115 660 29 82 744 11 40 36 56 14 32 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.998 0.850 0.909 Fit Protected 0.950 0.950 0.974 0.995 Satd. Flow (prot) 1770 3312 1583 1770 3308 0 0 1814 1583 0 1685 0 Fit Permitted 0.236 0.373 0.788 0.967 Satd. Flow (perm) 440 3312 1583 695 3308 0 0 1468 1583 0 1637 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 32 2 62 107 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 128 733 32 91 827 12 44 40 62 16 36 108 Shared Lane Traffic (%) Lane Group Flow (vph) 128 733 32 91 839 0 0 84 62 0 160 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt Perm Perm Perm Perm Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 2 6 8 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 10 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -SAT 18: Millwood Pk & Custer Ave. 2/7/2008 Lane -Group EBL - -EBT; ,,- EBk=- ,WBL �" WBT- WBR -',NBT., . NBR-, b- SBL:: - SBT ="SBR Detector Phase 5 2 2 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 18.0 64.0 64.0 46.0 46.0 0.0 26.0 26.0 26.0 26.0 26.0 0.0 Total Split (%) 20.0% 71.1% 71.1% 51.1% 51.1% 0.0% 28.9% 28.9% 28.9% 28.9% 28.9% 0.0% Maximum Green (s) 12.0 58.0 58.0 40.0 40.0 20.0 20.0 20.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? 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 C-Max C-Max C-Max C-Max Max Max Max Min Min Act Effct Green (s) 58.0 58.0 58.0 44.0 44.0 20.0 20.0 20.0 Actuated g/C Ratio 0.64 0.64 0.64 0.49 0.49 0.22 0.22 0.22 v/c Ratio 0.32 0.34 0.03 0.27 0.52 0.26 0.16 0.36 Control Delay 8.3 7.8 2.2 22.4 20.9 31.4 8.9 13.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.3 7.8, 2.2 22.4 20.9 31.4 8.9 13.8 LOS A A A C C C A B Approach Delay 7.7 21.0 21.9 13.8 Approach LOS A C C B 90th %ile Green (s) 10.0 58.0 58.0 42.0 42.0 20.0 20.0 20.0 20.0 20.0 90th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 70th %ile Green (s) 8.8 58.0 58.0 43.2 43.2 20.0 20.0 20.0 20.0 20.0 70th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 50th %ile Green (s) 7.9 58.0 58.0 44.1 44.1 20.0 20.0 20.0 20.0 20.0 50th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 30th %ile Green (s) 7.2 58.0 58.0 44.8 44.8 20.0 20.0 20.0 20.0 20.0 30th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 10th %ile Green (s) 6.1 58.0 58.0 45.9 45.9 20.0 20.0 20.0 20.0 20.0 10th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) 25 89 0 22 109 40 0 24 Queue Length 95th (ft) 46 120 9 m72 288 80 32 77 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 461 2134 1032 340 1618 326 400 447 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.28 0.34 0.03 0.27 0.52 0.26 0.16 0.36 lint orsectio i Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 18 (20%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development 18: Millwood Pk & Custer Ave. Scenario 2 & 3: 2025 Background Conditions —SAT 2/7/2008 Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 15.0 Intersection LOS: B Intersection Capacity Utilization 57.4% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 18: Millwood Pk & Custer Ave. o2 t opt o5 06 } I 08 18 s 7-f 26 sl , Patton Harris Rust & Associates Synchro 7 - Report Page 12 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —SAT 19: Costello Dr & Pr. Frederick Dr. 21712008 Lane Group , ,,-EBL- :EBR. NBL NBT < SBT`. °;SBR _ Lane Configurations if ft T+ Volume (vph) 100 12 13 13 20 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.884 Fit Protected 0.950 0.976 Satd. Flow (prot) 1770 1583 0 1818 1647 0 Fit Permitted 0.950 0.976 Satd. Flow (perm) 1770 1583 0 1818 1647 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 111 13 14 14 22 133 Shared Lane Traffic (%) Lane Group Flow (vph) 111 13 0 28 155 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.5% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 13 I Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -AM -IMP 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group EBL EBT ' WBT WBR ' SBL SBR Lane Configurations +Tt tt r y Volume (vph) 11 803 561 16 34 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.904 Flt Protected 0.999 0.986 Satd. Flow (prot) 0 3311 3312 1583 1660 0 Flt Permitted 0.946 0.986 Satd. Flow (perm) 0 3136 3312 1583 1660 0 Right Turn on Red Yes Yes Satd, Flow (RTOR) 18 93 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 12 892 623 18, 38 93 Shared Lane Traffic (%) Lane Group Flow (vph) 0 904 623 18 131 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm Perm Protected Phases 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions 2: Millwood Pk & Inverlee Way -AM -IMP 2/7/2008 Lane Group - EBL EBT WBT WBR . SBL, SBR- Detector Phase 2 2 6 6 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 74.0 74.0 74.0 74.0 16.0 0.0 Total Split (%) 82.2% 82.2% 82.2% 82.2% 17.8% 0.0% Maximum Green (s) 68.0 68.0 68.0 68.0 10.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min C-Max C-Max None Act Effct Green (s) 70.1 70.1 70.1 7.9 Actuated g/C Ratio 0.78 0.78 0.78 0.09 v/c Ratio 0.37 0.24 0.01 0.57 Control Delay 11.8 8.0 5.7 24.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 11.8 8.0 5.7 24.3 LOS B A A C Approach Delay 11.8 8.0 24.3 Approach LOS B A C 90th %ile Green (s) 68.0 68.0 68.0 68.0 10.0 90th %ile Term Code Coord Coord Coord Coord Max 70th %ile Green (s) 68.3 68.3 68.3 68.3 9.7 70th %ile Term Code Coord Coord Coord Coord Gap 50th %ile Green (s) 70.4 70.4 70.4 70.4 7.6 50th %ile Term Code Coord Coord Coord Coord Gap 30th %ile Green (s) 72.0 72.0 72.0 72.0 6.0 30th %ile Term Code Coord Coord Coord Coord Min 10th %ile Green (s) 72.0 72.0 72.0 72.0 6.0 10th %ile Term Code Coord Coord Coord Coord Min Queue Length 50th (ft) 185 68 0 21 Queue Length 95th (ft) 255 191 m16 74 Internal Link Dist (ft) 2176 2598 1045 Turn Bay Length (ft) 350 Base Capacity (vph) 2444 2581 1238 267 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.37 0.24 0.01 0.49 Intersection Summary... Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —AM —IMP 2: Millwood Pk & Inverlee Way 2/7/2008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.57 Intersection Signal Delay: 11.3 Intersection LOS: B Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Millwood Pk & Inverlee Way o2 o4 74s 06 74 s ; Patton Harris Rust & Associates Synchro 7 - Report Page 3 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -AM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 -10. 4-- Lane'Group EBL EBT WBT WBR ': SBL - : SBR Lane Configurations tt tt r Volume (vph) 89 748 446 78 207 132 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.947 Flt Protected 0.950 0.970 Satd. Flow (prot) 1770 3312 3312 1583 1711 0 Flt Permitted 0.361 0.970 Satd. Flow (perm) 672 3312 3312 1583 1711 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 87 31 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 99 831 496 87 230 147 Shared Lane Traffic (%) Lane Group Flow (vph) 99 831 496 87 377 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type pm+pt Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -AM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group EBL.. DEBT:. WBT WBR SBL SBR . Detector Phase 5 2 6 6 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 20.0 69.0 49.0 49.0 21.0 0.0 Total Split (%) 22.2% 76.7% 54.4% 54.4% 23.3% 0.0% Maximum Green (s) 14.0 63.0 43.0 43.0 15.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Min Act Effct Green (s) 47.3 47.3 35.7 35.7 30.7 Actuated g/C Ratio 0.53 0.53 0.40 0.40 0.34 v/c Ratio 0.22 0.48 0.38 0.13 0.62 Control Delay 22.4 28.3 20.5 5.5 28.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 22.4 28.3 20.5 5.5 28.9 LOS C C C A C Approach Delay 27.7 18.3 28.9 Approach LOS C B C 90th %ile Green (s) 10.1 49.2 33.1 33.1 28.8 90th %ile Term Code Gap Coord Coord Coord Gap 70th %ile Green (s) 8.7 49.8 35.1 35.1 28.2 70th %ile Term Code Gap Coord Coord Coord Gap 50th %ile Green (s) 7.9 49.3 35.4 35.4 28.7 50th %ile Term Code Gap Coord Coord Coord Gap 30th %ile Green (s) 7.1 47.4 34.3 34.3 30.6 30th %ile Term Code Gap Coord Coord Coord Gap 10th %ile Green (s) 0.0 40.6 40.6 40.6 37.4 10th %ile Term Code Skip Coord Coord Coord Gap Queue Length 50th (ft) 45 208 110 0 169 Queue Length 95th (ft) 70 211 160 34 269 Internal Link Dist (ft) 2598 2453 2093 Turn Bay Length (ft) 290 135 Base Capacity (vph) 524 2318 1582 802 605 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.19 0.36 0.31 0.11 0.62 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green Patton Harris Rust & Associates Synchro 7 - Report Page 5 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —AM —IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.62 Intersection Signal Delay: 25.0 Intersection LOS: C Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Millwood Pk & Sulphur SD Rd --I" o2 o4 q o5 �I--- 06 20 s Patton Harris Rust & Associates Synchro 7 - Report Page 6 11 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -AM -IMP 7: Millwood Pk & Victory Road 2/7/2008 Lane Group , EBU . EBL EBT EBR WBL :, WBT WBR NBL, NBT, NBR SBL , SBT Lane Configurations tt r '� tl Volume (vph) 10 9 727 116 28 370 0 57 1 13 1 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1,00 1.00 1.00 1.00 1.00 Frt 0,850 0.976 0.910 Flt Protected 0.950 0.950 0.961 0.994 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Flt Permitted 0.511 0.345 0.761 0.959 Satd. Flow (perm) 0 952 3312 1583 643 3312 0 0 1384 0 0 1626 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 129 12 6 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 11 10 808 129 31 411 0 63 1 14 1 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 21 808 129 31 411 0 0 78 0 0 9 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 20 100 20 20 100 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 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0,0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 2 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —AM —IMP 7: Millwood Pk & Victory Road 2/7/2008 I/ Lane Group SBR �a Lan4£onfigurations Volume (vph) 5 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Fit Protected Satd. Flow (prot) 0 Fit Permitted Said. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Synchro 7 - Report Patton Harris Rust & Associates Page 8 �7 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -AM -IMP 7: Millwood Pk & Victory Road 2/7/2I008 # Lane Group EBU .'. EBL ' _ EBT EBR• WBL WBT, WBR NBL _ NBT NBR .. SBL . SBT Detector Phase 2 2 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 62.0 62.0 62.0 62.0 62.0 62.0 0.0 28.0 28.0 0.0 28.0 28.0 Total Split (%) 68.9% 68.9% 68.9% 68.9% 68.9% 68.9% 0.0% 31.1 % 31.1 % 0.0% 31.1 % 31.1 % Maximum Green (s) 56.0 56.0 56.0 56.0 56.0 56.0 22.0 22.0 22.0 22.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Min C-Min C-Min None None None None Act Effct Green (s) 71.8 71.8 71.8 71.8 71.8 9.8 9.8 Actuated g/C Ratio 0.80 0.80 0.80 0.80 0.80 0.11 0.11 v/c Ratio 0.03 0.31 0.10 0.06 0.16 0.48 0.05 Control Delay 2.5 2.4 0.3 3.8 3.2 41.6 24.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0,0 Total Delay 2.5 2.4 0.3 3.8 3.2 41.6 24.0 LOS A A A A A D C Approach Delay 2.2 3.3 41.6 24.0 Approach LOS A A D C 90th We Green (s) 63.8 63.8 63.8 63.8 63.8 63.8 14.2 14.2 14.2 14.2 90th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 70th %ile Green (s) 66.6 66.6 66.6 66.6 66.6 66.6 11.4 11.4 11.4 11.4 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 68.4 68.4 68.4 68.4 68.4 68.4 9.6 9.6 9.6 9.6 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 70.2 70.2 70.2 70.2 70.2 70.2 7.8 7.8 7.8 7.8 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 84.0 84.0 84.0 84.0 84.0 84.0 0.0 0.0 0.0 0.0 10th %ile Term Code Coord Coord Coord Coord Coord Coord Skip Skip Skip Skip Queue Length 50th (ft) 2 35 0 4 26 36 2 Queue Length 95th (ft) m5 58 m3 13 50 76 15 Internal Link Dist (ft) 2453 972 1694 425 Turn Bay Length (ft) 90 675 70 Base Capacity (vph) 760 2642 1289 513 2642 347 402 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 0.03 0.31 0.10 0.06 0.16 0.22 0.02 Intersecton'Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —AM —IMP 7: Millwood Pk & Victory Road 2/7/2008 4/ Lane Group ._ _ SBR . Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) 0.0 Total Split (%) 0.0% Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection`Summary � Synchro 7 - Report Patton Harris Rust & Associates Page 10 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —AM —IMP 7: Millwood Pk & Victory Road 2/7/2008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0,48 Intersection Signal Delay: 4.7 Intersection LOS: A Intersection Capacity Utilization 43.9% ICU Level of Service A ' Analysis Period (min)15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7: Millwood Pk & Victory Road o2 o4 62 s. ;= 28+s �I-- 06 I 08 62 s 28 s ISynchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -AM -IMP 15: Costello Dr & Route 522 2/7/2008 Lane Group EBL ..' EBT : =EBR WBL iNBT. � ;WBR NBL::. '-NBT ".- NBR .,: SBL ".SBT°` SBR Lane Configurations +' r +T r ) ttT# Volume (vph) 5 5 1 128 0 21 0 677 67 67 717 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.987 0.998 Fit Protected 0.976 0.950 0.950 0.950 Said. Flow (prot) 0 1818 1583 1681 1681 1583 1863 4534 0 1770 3165 0 Fit Permitted 0.976 0.950 0.950 0.950 Satd. Flow (perm) 0 1818 1583 1681 1681 1583 1863 4534 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 23 16 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 6 6 1 142 0 23 0 752 74 74 797 12 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 12 1 71 71 23 0 826 0 74 809 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -AM -IMP 15: Costello Dr & Route 522 2/7/2008 - --f, - --- I- -*\ t 1 *" \* Lane Group,, . _ EBL ~EBT' :",,: EBR WBL' . WBT �, WBR ... NBL � .' NBT , NBR" :, SBL , SBT.. , ,SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 20.0 20.0 20.0 17.0 17.0 17.0 12.0 25.0 0.0 28.0 41.0 0.0 Total Split(%) 22.2% 22.2% 22.2% 18.9% 18.9% 18.9% 13.3% 27.8% 0.0% 31.1% 45.6% 0.0% Maximum Green (s) 14.0 14.0 14.0 11.0 11.0 11.0 6.0 19.0 22.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag 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 None Max None Max Act Effct Green (s) 6.7 6.7 9.1 9.1 9.1 38.1 9.0 48.8 Actuated g/C Ratio 0.08 0.08 0.12 0.12 0.12 0.54 0.12 0.69 v/c Ratio 0.08 0.01 0.34 0.34 0.11 0.34 0.35 0.37 Control Delay 30.2 24.0 28.5 28.5 12.5 13.0 29.1 6.8 Queue Delay 0.0 0.0 0.0 0.0 , 0.0 0.0 0.0 0.0 Total Delay 30.2 24.0 28.5 28.5 12.5 13.0 29.1 6.8 LOS C C C C B B C A Approach Delay 29.7 26.2 13.0 8.7 Approach LOS C C B A 90th %ile Green (s) 7.0 7.0 7.0 11.0 11.0 11.0 0.0 19.0 11.1 36.1 90th %ile Term Code Gap Gap Gap Max Max Max Skip MaxR Gap Hold 70th %ile Green (s) 0.0 0.0 0.0 8.5 8.5 8.5 0.0 20.4 8.6 35.0 70th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Hold Gap MaxR 50th %ile Green (s) 0.0 0.0 0.0 7.6 7.6 7.6 0.0 21.4 7.6 35.0 50th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Hold Gap MaxR 30th %ile Green (s) 0.0 0.0 0.0 6.7 6.7 6.7 0.0 35.0 0.0 35.0 30th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Hold Skip MaxR 10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 114.0 0.0 114.0 10th %ile Term Code Skip Skip Skip Skip Skip Skip Skip Dwell Skip Dwell Queue Length 50th (ft) 4 0 22 22 0 68 22 54 Queue Length 95th (ft) 20 5 67 67 19 159 66 166 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 1000 1000 Base Capacity (vph) 305 267 270 270 273 2433 468 2168 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.00 0.26 0.26 0.08 0.34 0.16 0.37 Intersection Summar Area Type: Other Cycle Length: 90 Actuated Cycle Length: 71,2 Natural Cycle: 60 Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —AM —IMP ' 15: Costello Dr & Route 522 2/7/2008 Control Type: Semi Act-Uncoord ' Maximum v/c Ratio: 0.37 Intersection Signal Delay: 12.3 Intersection LOS: B , Intersection Capacity Utilization 50.4% ICU Level of Service A Analysis Period (min)15 90th %ile Actuated Cycle: 72.1 70th %ile Actuated Cycle: 55.5 , 50th %ile Actuated Cycle: 54.6 30th %ile Actuated Cycle: 53.7 10th %ile Actuated Cycle: 120 , Splits and Phases: 15: Costello Dr & Route 522 01 t o2 o4 08 28$ t 20.$ 417s. $a 05 JI,t25s'. i 06 12.$ 41 s Synchro 7 - Report Patton Harris Rust & Associates Page 14 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -AM -IMP 18: Millwood Pk & Custer Ave. 2/7/2008 Lane Group Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) At Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases ---* -,, --,* r +- 4- "*\ t 1,0� *1 EBL , EBT-, EBR. WBL . 'WBT . WBR ' NBL , NBT NBR SBL ' SBT . SBR tt r tT +T iff +T+ 31 712 64 72 550 4 9 31 25 14 88 95 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 100 0 225 0 0 360 0 0 1 1 1 0 0 1 0 n 1.00 0.95 1.00 1.00 0.95 0.9 0.850 0.999 0.950 0.950 1770 3312 1583 1770 3310 0.412 0.330 767 3312 1583 615 3310 Yes Ye 71 1 30 30 2981 2256 67.8 51.3 0.90 0.90 0.90 0.90 0.90 0.9 2% 9% 2% 2% 9% 2` 34 791 71 80 611 34 791 71 80 615 No No No No No N Left Left Right Left Left Rigi 12 12 0 0 16 16 1.00 1.00 1.00 1.00 1.00 1. C 15 9 15 1 2 1 1 2 Left Thru Right Left Thru 20 100 20 20 100 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 Perm Perm Perm 2 6 2 2 6 Patton Harris Rust & Associates 1.00 1.00 1.00 1.00 1.00 1.00 0.850 0.935 0.989 0.996 0 1842 1583 0 1735 0 0.914 0.979 0 1703 1583 0 1705 0 Yes Yes 28 48 30 30 1558 610 35.4 13.9 0.90 0.90 0.90 0.90 0.90 0.90 2% 2% 2% 2% 2% 2% 10 34 28 16 98 106 0 44 28 0 220 0 No No No No No No Left Left Right Left Left Right 0 0 0 0 16 16 1.00 1.00 1.00 1.00 1.00 1.00 15 9 15 9 1 2 1 1 2 Left Thru Right Left Thru 20 100 20 20 100 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 Perm Perm Perm 8 4 8 8 4 Synchro 7 - Report Page 15 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -AM -IMP 18: Millwood Pk & Custer Ave. 2/7/2008 I Lane Group ". - . EBL '. EBT.... EBR , _ WBL, WBT WBR -,: .NBL.," � NBT ' NBR'. SBL ' :, SBT SBR Detector Phase 2 2 2 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 64.0 64.0 64.0 46.0 46.0 0.0 26.0 26.0 26.0 26.0 26.0 0.0 Total Split (%) 71.1 % 71.1 % 71.1 % 51.1 % 51.1 % 0.0% 28.9% 28.9% 28.9% 28.9% 28.9% 0.0% Maximum Green (s) 58.0 58.0 58.0 40.0 40.0 20.0 20.0 20.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? 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 C-Max C-Max C-Max C-Max C-Max Max Max Max Min Min Act Effct Green (s) 58.0 58.0 58.0 58.0 58.0 20.0 20.0 20.0 Actuated g/C Ratio 0.64 0.64 0.64 0.64 0.64 0.22 0.22 0.22 v/c Ratio 0.07 0.37 0.07 0.20 0.29 0.12 0.07 0.53 Control Delay 6.4 8.1 1.7 4.4 3.6 29.0 11.4 29.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.4 8.1 1.7 4.4 3.6 29.0 11.4 29.2 LOS A A A A A C B C Approach Delay 7.5 3.7 22.2 29.2 Approach LOS A A C C 90th %ile Green (s) 58.0 58.0 58.0 58.0 58.0 20.0 20.0 20.0 20.0 20.0 90th %ile Term Code Coord Coord Coord Coord Coord MaxR MaxR MaxR Max Max 70th %ile Green (s) 58.0 58.0 58.0 58.0 58.0 20.0 20.0 20.0 20.0 20.0 70th %ile Term Code Coord Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 50th %ile Green (s) 58.0 58.0 58.0 58.0 58.0 20.0 20.0 20.0 20.0 20.0 50th %ile Term Code Coord Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 30th %ile Green (s) 58.0 58.0 58.0 58.0 58.0 20.0 20.0 20.0 20.0 20.0 30th %ile Term Code Coord Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 10th %ile Green (s) 58.0 58.0 58.0 58.0 58.0 20.0 20.0 20.0 20.0 20.0 10th %ile Term Code Coord Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) 6 98 0 5 20 20 0 86 Queue Length 95th (ft) 18 131 14 18 48 48 22 157 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 494 2134 1045 396 2133 378 374 416 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.37 0.07 0.20 0.29 0.12 0.07 0.53 In ter section", Su", ry `` Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 18 (20%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 16 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —AM —IMP 18: Millwood Pk & Custer Ave. 21712008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 9.2 Intersection Capacity Utilization 57.6% Analysis Period (min) 15 SDIIts and Phases: 18: Millwood Pk & Custer Ave. Intersection LOS: A ICU Level of Service B 02 04 64s:. 26s -- 06 t 08 46 s', -1 W126 s .�. Synchro 7 - Report Patton Harris Rust & Associates Page 17 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —AM —IMP 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 Lane Group :EBL :, EBR ;..' NBL NBT - SBT .:.'SBR Lane Configurations r *T T Volume (vph) 53 52 7 12 85 121 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.921 Flt Protected 0.950 0.981 Satd. Flow (prot) 1770 1583 0 1827 1716 0 Flt Permitted 0.950 0.981 Satd. Flow (perm) 1770 1583 0 1827 1716 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 59 58 8 13 94 134 Shared Lane Traffic (%) Lane Group Flow (vph) 59 58 0 21 228 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.9% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 18 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -PM -IMP 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group EBL EBT WBT, WBR SBL . SBR Lane Configurations *'t tt r Volume (vph) 39 714 1202 63 22 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.911 At Protected 0.997 0.983 Satd. Flow (prot) 0 3313 3312 1583 1668 0 At Permitted 0.814 0.983 Satd, Flow (perm) 0 2705 3312 1583 1668 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 70 47 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 43 793 1336 70 24 47 Shared Lane Traffic (%) Lane Group Flow (vph) 0 836 1336 70 71 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm Perm Protected Phases 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 1 C8FD9[SValley Development Scenario & 3: 2025 B8CknFOUDdCVOditi0OS_PM_IMP 7: Millwood Pk& IOVerl8eVV8 2/7/2008 4---4---" �� _� ., \-, 4/ - ' Detector Phase 2 2 8 6 4 Switch Phase Minimum Initial (s) 6.0 8.0 8.0 6.0 6.0 Minimum Split hA 12.0 12.0 12.0 12.0 12.0 Total Splitkd 748 740 740 74.0 100 KO Total Split (%) 822% 822% 82.2% 822% 17.8% 0.0% Maximum Green (s) 68.0 88.0 68.0 68.0 10.0 Yellow Time kd 4.0 4.0 4.0 4.0 4.0 A]|'Red7lmo kd 2.0 2.0 lO 2.0 2.0 Lost Time Adjust kd 0.0 0.0 &O 0.0 0.0 0.0 Total Lost Time /a\ 8.0 6.0 6.0 6.0 8.0 4.0 Lead/Lag Leed'LagOpUmizo? Vehicle Extension (o) 3.0 3.0 3.0 3.0 3.0 Recall Mode C'Min C-Min C'Max C'Max None Act EffctGreen (a) 74.2 74.2 74.2 74 Actuated g/CRatio 0.82 0.82 0.82 0.08 whRaUo 0.37 049 0.05 0.38 Control Delay 3.9 7.3 0.8 24.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 3.8 7.3 0.9 24.4 . LDS A A A C Approach Delay 3.0 7.8 24.4 AppmaohLOS A A C 0Nb%i|eGreen (s) 88.0 08.0 88.0 88.0 10.0 0Nh%ileTerm Code Comnd Comd Coord Comrd Max 7Oth96i|oGreen (s) 88.8 808 88.8 88.8 82 70th%ileTerm Code Comd Comd Comrd Comd Gap 50hY6i|oGreen (s) 71.3 71.3 71.3 71.3 67 50th%UeTerm Code Comd Comd Comd Comrd Gap 30h%i|eGreen (a) 72.0 72.0 72.0 72.0 8.0 30th%ileTerm Code Comd Cumd Qmrd Comrd Min 10h %i|oGreen (x) 84.0 84.0 84.0 84.0 0.0 10th %i|oTerm Code Cnovd Coord Coord Coord Skip Queue Length 5Oth(#) 58 387 4 13 Queue Length 06th(0) 87 411 m3 52 Internal Link Dist 08 2178 2508 1045 Turn Bay Length (ft) 350 Base Capacity (vph) 2231 2731 1318 227 Starvation Cap Reductn O O O O SpiUbaokCap Rodudm O O O O Storage Cap Roductn O O O U Reduced wtRatio 0.37 0.49 0.05 0.31 Area Type: Other Cycle Length: 0O Actuated Cycle Length: 0O Offset: O(0%).Referenced tophase 2:EBTLand 6:W8T.Start ofGreen Synom7'Report Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —PM —IMP 2: Millwood Pk & Inverlee Way 2I7I2008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.49 Intersection Signal Delay: 6.4 Intersection LOS: A Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min)15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Millwood Pk & Inverlee Wav --I" o2 41 o4 74 s ; 16 s" 06 74 `s Synchro 7 - Report Patton Harris Rust & Associates Page 3 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -PM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 -0 *- 'k- Lane Group EBL EBT WBT WBR SBL SBR . Lane Configurations tt tt r Volume (vph) 247 490 1114 244 64 151 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0,850 0.905 Flt Protected 0.950 0.985 Satd, Flow (prot) 1770 3312 3312 1583 1660 0 Flt Permitted 0.129 0.985 Satd. Flow (perm) 240 3312 3312 1583 1660 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 204 114 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 274 544 1238 271 71 168 Shared Lane Traffic (%) 1 Lane Group Flow (vph) 274 544 1238 271 239 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type pm+pt Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 4 1 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -PM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group EBL . EBT ' WBT WBR, . SBL SBR Detector Phase 5 2 6 6 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 20.0 69.0 49.0 49.0 21.0 0.0 Total Split (%) 22.2% 76.7% 54.4% 54.4% 23.3% 0.0% Maximum Green (s) 14.0 63.0 43.0 43.0 15.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Min Act Effct Green (s) 66.4 66.4 48.6 48.6 11.6 Actuated g/C Ratio 0.74 0.74 0.54 0.54 0.13 v/c Ratio 0.73 0.22 0.69 0.29 0.76 Control Delay 26.9 1.6 18.3 4.5 35.1 1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 26.9 1.6 18.3 4.5 35.1 LOS C A B A D Approach Delay 10.0 15.9 35.1 ' Approach LOS B B D 90th %ile Green (s) 14.0 63.0 43.0 43.0 15.0 ' 901h %ile Term Code 70th %ile Green (s) Max 14.0 Coord 63.0 Coord 43.0 Coord 43.0 Max 15.0 70th %ile Term Code Max Coord Coord Coord Max 50th %ile Green (s) 13.4 65.5 46.1 - 46.1 12.5 ' 50th %ile Term Code Gap Coord Coord Coord Gap 30th %ile Green (s) 10.0 68.4 52.4 52.4 9.6 30th %ile Term Code Gap Coord Coord Coord Gap 10th %ile Green (s) 7.4 72.0 58.6 58.6 6.0 10th %ile Term Code Gap Coord Coord Coord Min Queue Length 50th (ft) 38 6 322 45 67 Queue Length 95th (ft) 176 9 399 42 145 Internal Link Dist (ft) 2598 2453 2093 Turn Bay Length (ft) 290 135 Base Capacity (vph) 415 2443 1789 949 372 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.66 0.22 0.69 0.29 0.64 Intersection Summary, Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —PM —IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 15.8 Intersection LOS: B Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 4: Millwood Pk & SUIDhur So Rd o2 o4 21, s', A 05 06 20 '1 1, 149 I Synchro 7 - Report Patton Harris Rust & Associates Page 6 r I I 11 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -PM -IMP 7: Millwood Pk & Victory Road 2/7/2008 Lane Group ' - EBU EBL . , EBT 'EBR . WBL , WBT WBR NBL . NBT NBR' SBL SBT Lane Configurations tt r '� tT +T+ 4 Volume (vph) 69 7 512 85 34 985 0 108 3 8 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.991 0.865 Fit Protected 0.950 0.950 0.957 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Flt Permitted 0.236 0.438 0.737 Satd. Flow (perm) 0 440 3312 1583 816 3312 0 0 1360 0 0 1611 Right Turn on Red Yes Yes Yes Said. Flow (RTOR) 94 4 90 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 77 8 569 94 38 1094 0 120 3 9 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 85 569 94 38 1094 0 0 132 0 0 12 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 20 100 20 20 100 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 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 2 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —PM —IMP 7: Millwood Pk & Victory Road 217/2008 It/ Lane Group Lanonfigurations Volume (vph) 11 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 Fit Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj, Flow (vph) 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Synchro 7 - Report Patton Harris Rust & Associates Page 8 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -PM -IMP 7: Millwood Pk & Victory Road 2/712I008 Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT 'NBR . SBL SBT Detector Phase 2 2 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 62.0 62.0 62.0 62.0 62.0 62.0 0.0 28.0 28.0 0.0 28.0 28.0 Total Split (%) 68.9% 68.9% 68.9% 68.9% 68.9% 68.9% 0.0% 31.1 % 31.1 % 0.0% 31.1 % 31.1 % Maximum Green (s) 56.0 56.0 56.0 56.0 56.0 56.0 22.0 22.0 22.0 22.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Min C-Min C-Min None None None None Act Effct Green (s) 64.3 64.3 64.3 64.3 64.3 13.7 13.7 Actuated g/C Ratio 0.71 0.71 0.71 0.71 0.71 0.15 0.15 v/c Ratio 0.27 0.24 0.08 0.07 0.46 0.63 0.04 Control Delay 6.6 3.3 0.8 5.3 6.8 46.8 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 , 0.0 0.0 Total Delay 6.6 3.3 0.8 5.3 6.8 46.8 0.2 LOS A A A A A D A Approach Delay 3.4 6.8 46.8 0.2 Approach LOS A A D A 90th %ile Green (s) 58.3 58.3 58.3 58.3 58.3 58.3 19.7 19.7 19.7 19.7 90th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 70th %ile Green (s) 61.8 61.8 61.8 61.8 61.8 61.8 16.2 16.2 16.2 16.2 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 64.2 64.2 64.2 64.2 64.2 64.2 13.8 13.8 13.8 13.8 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 66.7 66.7 66.7 66.7 66.7 66.7 11.3 11.3 11.3 11.3 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 70.3 70.3 70.3 70.3 70.3 70.3 7.7 7.7 7.7 7.7 10th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold Queue Length 50th (ft) 6 20 0 6 118 69 0 Queue Length 95th (ft) m53 121 m17 18 200 119 0 Internal Link Dist (ft) 2453 972 1694 425 Turn Bay Length (ft) 90 675 70 Base Capacity (vph) 314 2365 1157 583 2365 335 462 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 0.27 0.24 0.08 0.07 0.46 0.39 0.03 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —PM —IMP 7: Millwood Pk & Victory Road 2/7/2008 Lane Group SBR Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) 0.0 Total Split (%) 0.0% Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total,Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Synchro 7 - Report Patton Harris Rust & Associates Page 10 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —PM —IMP 7: Millwood Pk & Victory Road 2/7/2008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.63 Intersection Signal Delay: 8.1 Intersection LOS: A Intersection Capacity Utilization 60.5% ICU Level of Service B Analysis Period (min)15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7: Millwood Pk & Victory Road o2 t o4 fits ���28s<._..,. 06 I 08 62 s 28 s Synchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -PM -IMP 15: Costello Dr & Route 522 2/7/2008 Lane Group EBL EBT EBR WK' ` WBT WBR NBL ' NBT NBR SBL SBT `. SBR Lane Configurations +T r 4 r ) ttT tT Volume (vph) 6 3 0 146 3 127 1 787 125 236 689 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.979 0.998 Fit Protected 0.966 0.950 0.954 0.950 0.950 Satd. Flow (prot) 0 1799 1863 1681 1688 1583 1770 4520 0 1770 3165 0 Fit Permitted 0.966 0.950 0.954 0.950 0.950 Satd. Flow (perm) 0 1799 1863 1681 1688 1583 1770 4520 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 141 30 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 7 3 0 162 3 141 1 874 139 262 766 11 Shared Lane Traffic (%) 49% Lane Group Flow (vph) 0 10 0 83 82 141 1 1013 0 262 777 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 12 1 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -PM -IMP 15: Costello Dr & Route 522 2/7/2008 Lane Group Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summar EBL EBT 'EBR . WBL WBT ' WBR =:. NBL NBT NBR' SBL 4 4 4 8 8 8 5 2 1 6.0 6.0 6.0 6.0 6.0 6.0 12.0 12.0 12.0 12.0 12.0 12.0 20.0 20.0 20.0 17.0 17.0 17.0 22.2% 22.2% 22.2% 18.9% 18.9% 18.9% 14.0 14.0 14.0 11.0 11.0 11.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 6.0 6.0 6.0 6.0 6.0 6.0 3.0 None 7.1 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip Area Type: Other Cycle Length: 90 Actuated Cycle Length: 62.9 Natural Cycle: 60 Patton Harris Rust & Associates 3.0 None 6.3 0.09 0.06 34.4 0.0 34.4 C 34.4 C 7.1 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 3 20 235 315 0 0 0 0.03 3.0 None 7.1 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 3.0 None 8.4 0.13 0.37 32.3 0.0 32.3 C 11.0 Max 9.8 Gap 8.4 Gap 7.2 Gap 6.0 Min 28 87 1000 287 0 0 0 0.29 3.0 None 8.4 0.13 0.36 32.2 0.0 32.2 C 22.2 C 11.0 Max 9.8 Gap 8.4 Gap 7.2 Gap 6.0 Min 28 86 3029 288 0 0 0 0.28 3.0 None 8.4 0.13 0.42 10.4 0.0 10.4 B 11.0 Max 9.8 Gap 8.4 Gap 7.2 Gap 6.0 Min 0 50 1000 387 0 0 0 0.36 6.0 12.0 12.0 13.3% 6.0 4.0 2.0 0.0 6.0 Lead Yes 3.0 None 6.0 0.08 0.01 34.0 0.0 34.0 C 6.0 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 0 6 6.0 12.0 25.0 27.8% 19.0 4.0 2.0 0.0 6.0 Lag Yes 3.0 Max 19.7 0.31 0.71 24.4 0.0 24.4 C 24.4 C 19.0 MaxR 19.0 MaxR 19.0 MaxR 19.0 MaxR 19.9 Hold 110 #276 462 0.0 0.0% 0.0 4.0 6.0 12.0 28.0 31.1% 22.0 4.0 2.0 0.0 6.0 Lead Yes 3.0 None 14.4 0.23 0.65 30.9 0.0 30.9 C 22.0 Max 16.4 Gap 14.0 Gap 11.8 Gap 9.1 Gap 84 193 �9e1f�9e1:1 6.0 12.0 41.0 45.6% 35.0 4.0 2.0 0.0 6.0 Lag Yes 3.0 Max 38.4 0.61 0.40 9.3 0.0 9.3 A 14.8 B 35.0 MaxR 41.4 Hold 39.0 Hold 36.8 Hold 35.0 MaxR 54 215 723 147 1434 558 1932 0 0 0 0 0 0 0 0 0 0 0 0 0.01 0.71 0.47 0.40 0.0 0.0% 0.0 4.0 Synchro 7 - Report Page 13 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —PM —IMP 15: Costello Dr & Route 522 2/7/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.71 Intersection Signal Delay: 19,9 Intersection LOS: B Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period (min) 15 90th %ile Actuated Cycle: 83.1 70th %ile Actuated Cycle: 63.2 50th %ile Actuated Cycle: 59.4 30th %ile Actuated Cycle: 56 10th %ile Actuated Cycle: 53 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles, Splits and Phases: 15: Costello Dr & Route 522 01 I o2 o4 08 28s" 25 20s;17s o5 06 v Synchro 7 - Report Patton Harris Rust & Associates Page 14 J Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -PM -IMP 18: Millwood Pk & Custer Ave. 2/7/2008 Lane Group EBL EBT EBR WBL . , WBT. WBR NBL ' NBT OR SBL SBT SBR Lane Configurations tt r tT+ 4 r +T+ Volume (vph) 146 665 14 68 1051 17 73 50 85 11 49 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.998 0.850 0.929 Fit Protected 0.950 0.950 0.971 0.996 Satd. Flow (prot) 1770 3312 1583 1770 3309 0 0 1809 1583 0 1724 0 Fit Permitted 0.116 0.371 0.726 0.970 Satd. Flow (perm) 216 3312 1583 691 3309 0 0 1352 1583 0 1679 0 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 16 2 94 58 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) , 162 739 16 76 1168 19 81 56 94 12 54 74 Shared Lane Traffic (%) Lane Group Flow (vph) 162 739 16 76 1187 0 0 137 94 0 140 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt Perm Perm Perm Perm Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 2 6 8 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 15 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -PM -IMP ' 18: Millwood Pk & Custer Ave. 2/7/2008 Lane.Group, . EBL . ' EBT ., `EBR WBL, ,,;WBT. WBR. - -: NBL ". NBT ,: NBR t SBL :. SBT' SBR Detector Phase 5 2 2 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 18.0 64.0 64.0 46.0 46.0 0.0 26.0 26.0 26.0 26.0 26.0 0.0 Total Split (%) 20.0% 71.1 % 71.1 % 51.1 % 51.1 % 0.0% 28.9% 28.9% 28.9% 28.9% 28.9% 0.0% Maximum Green (s) 12.0 58.0 58.0 40.0 40.0 20.0 20.0 20.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? 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 C-Max C-Max C-Max C-Max Max Max Max Min Min Act Effct Green (s) 58.0 58.0 58.0 42.9 42.9 20.0 20.0 20.0 Actuated g/C Ratio 0.64 0.64 0.64 0.48 0.48 0.22 0.22 0.22 v/c Ratio 0.55 0.35 0.02 0.23 0.75 0.46 0.22 0.33 Control Delay 15.4 7.9 2.7 28.5 31.1 36.1 7.9 20.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.4 7.9 2.7 28.5 31.1 36.1 7.9 20.1 LOS B A A C C D A C Approach Delay 9.1 30.9 24.6 20.1 Approach LOS A C C C 90th %ile Green (s) 12.0 58.0 58.0 40.0 40.0 20.0 20.0 20.0 20.0 20.0 90th %ile Term Code Max Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 70th %ile Green (s) 10.2 58.0 58.0 41.8 41.8 20.0 20.0 20.0 20.0 20.0 70th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 50th %ile Green (s) 8.7 58.0 58.0 43.3 43.3 20.0 20.0 20.0 20.0 20.0 50th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 30th %ile Green (s) 7.8 58.0 58.0 44.2 44.2 20.0 20.0 20.0 20.0 20.0 30th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 10th %ile Green (s) 6.6 58.0 58.0 45.4 45.4 20.0 20.0 20.0 20.0 20.0 10th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) 32 90 0 34 279 68 0 38 Queue Length 95th (ft) 75 121 7 78 389 125 38 90 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 346 2134 1026 330 1580 300 425 418 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.35 0.02 0.23 0.75 0.46 0.22 0.33 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 18 (20%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report I Patton Harris Rust & Associates Page 16 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —PM —IMP 18: Millwood Pk & Custer Ave. 21712008 Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.75 Intersection Signal Delay: 21.9 Intersection Capacity Utilization 66.6% Analysis Period (min) 15 Splits and Phases: 18: Millwood Pk & Custer Ave. Intersection LOS: C ICU Level of Service C 02 0d 6 s 0 26 s 05 06 I 08 Synchro 7 - Report Patton Harris Rust & Associates Page 17 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —PM —IMP 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 Lane Group EBL~ EBR . NBIL . NBT SBT SBR . Lane Configurations r *T T Volume (vph) 118 12 34 70 24 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.897 Flt Protected 0.950 0.984 Satd. Flow (prot) 1770 1583 0 1833 1671 0 Flt Permitted 0.950 0.984 Satd. Flow (perm) 1770 1583 0 1833 1671 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 131 13 38 78 27 86 Shared Lane Traffic (%) Lane Group Flow (vph) 131 13 0 116 113 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection'Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.4% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 18 C3[DO[GValley Development Scenario & 3: 2025Background Conditions -SAT -IMP 2' Millwood Pk & IDVe[l8SVV8 2/7/2008 SBR Volumo(vph) 31 675 00 40 28 55 Ideal F|mw(vohp|) 1000 1000 1000 1000 1000 1800 Storage Length UU O 350 U O Storage Lanes O 1 1 O Taper Length UU 25 25 25 25 Lane UtiiFactor 0.95 0.85 0.05 1.00 1.00 1.00 Frt 0.850 0.008 Fit Protected 0.808 0.984 Said. Flow /pmd O 3315 3312 1583 1664 U Fit Permitted 0.879 0.984 Satd.Flow (penn) O 2819 3312 1583 1064 O Right Turn onRed Yon Yes Sohd. F|mo(RTOF) 54 61 Link Speed (mph) 30 30 30 Link Distance 00 2250 2078 1125 Travel Time kA 513 80.0 25.8 Peak Hour Factor 0.90 0.90 0.90 0.00 0.80 0.90 Heavy Vehicles 2% 8% U% 2% 2% 2% Adj. F|mx(vph) 34 750 956 54 29 81 Shared Lane Traffic (%) , Lane Group Flow (vph) O 784 956 54 00 O Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right ModionVVidth(fU 12 12 12 UnkOMtnV0 O O O Cmuswa|kYWdth80 16 18 16 Two way Left Turn Lane Headway Factor 1.08 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 8 Number ofDetectors 1 2 2 1 1 Detector Template Leh Thm Thm Right Loft Leading Detector (h) 20 100 100 20 20 Trailing Detector (f) O O O 0 O Detector Position/0) O O 0 0 O Detector Sizo(ft) 20 8 0 20 20 Detector Type Q+Ex C|+Ex Q+Ex C|+Ex C|+Ex Detector Channel Detector 1Extend (u) 0.0 0.0 0.0 0.0 0.0 Detector 1Queue (o) 0.0 0.0 0.0 0.0 0.0 Detector 1 0elaybA 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2Sizo80 G 8 Detector 2Type C|+Ex C|+Ex Detector 2Channel Detector 2Extend (n) 0.0 0.0 Turn Type Ponn Ponn Protected Phases 2 6 4 Permitted Phases 2 6 Synom7 Report Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -SAT -IMP 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group EBL EBT '.WBT WBR SBL . SBR Detector Phase 2 2 6 6 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 74.0 74.0 74.0 74.0 16.0 0.0 Total Split (%) 82.2% 82.2% 82.2% 82.2% 17.8% 0.0% Maximum Green (s) 68.0 68.0 68.0 68.0 10.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min C-Max C-Max None Act Effct Green (s) 74.1 74.1 74.1 7.5 Actuated g/C Ratio 0.82 0.82 0.82 0.08 v/c Ratio 0.33 0.35 0.04 0.46 Control Delay 3.3 5.0 0.8 24.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 3.3 5.0 0.8 24.2 LOS A A A C Approach Delay 3.3 4.7 24.2 Approach LOS A A C 90th %ile Green (s) 68.0 68.0 68.0 68.0 10.0 90th %ile Term Code Coord Coord Coord Coord Max 70th %ile Green (s) 69.3 69.3 69.3 69.3 8.7 70th %ile Term Code Coord Coord Coord Coord Gap 50th %ile Green (s) 71.0 71.0 71.0 71.0 7.0 50th %ile Term Code Coord Coord Coord Coord Gap 30th %ile Green (s) 72.0 72.0 72.0 72.0 6.0 30th %ile Term Code Coord Coord Coord Coord Min 10th %ile Green (s) 84.0 84.0 84.0 84.0 0.0 10th %ile Term Code Coord Coord Coord Coord Skip Queue Length 50th (ft) 51 185 5 16 Queue Length 95th (ft) 78 108 m0 60 Internal Link Dist (ft) 2176 2598 1045 Turn Bay Length (ft) 350 Base Capacity (vph) 2402 2725 1312 239 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.33 0.35 0.04 0.38 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —SAT —IMP 2: Millwood Pk & Inverlee Way 217/2008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.46 Intersection Signal Delay: 5.1 Intersection LOS: A Intersection Capacity Utilization 56.5% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Millwood Pk & Inverlee Wav o2 o4 74 s 06 Synchro 7 - Report Patton Harris Rust & Associates Page 3 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -SAT -IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group EBL EBT WBT WBR ` SBL SBR Lane Configurations tt tt r Volume (vph) 355 346 537 97 123 372 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.899 Fit Protected 0.950 0.988 Satd. Flow (prot) 1770 3312 3312 1583 1655 0 Fit Permitted 0.262 0.988 Satd. Flow (perm) 488 3312 3312 1583 1655 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 94 197 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 394 384 597 108 137 413 Shared Lane Traffic (%) Lane Group Flow (vph) 394 384 597 108 550 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type pm+pt Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 4 C8FDe[SValley Development Scenario & 3: 2025 B8ckn[OUOd Conditions -SAT -IMP 4: MiUYV0Od Pk& Sulphur Sp Rd 2/7/2008 Detector Phase 5 2 8 8 4 Switch Phase Minimum Initial (s) 8.0 8.0 6.0 6.0 8.0 Minimum Split (s) 12.8 12.0 12.0 12.0 12.0 Total GoU kd 37.0 49.0 12.0 120 41.0 0.0 Total Split (%) 411% 54.4% 13.3% 13.3% 4E6% 0.0& Maximum Green (s) 31.0 43.0 60 6.0 35.0 Yellow Time bA 4.0 4.0 4.0 4.0 4.0 All -Red Time &A 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust kd 08 0.0 0.0 0.0 0.0 0.0 Total Lost Time (x) 6.0 6.0 6.0 8.0 6.0 4.0 Lead/Lag Lead Lag Lag Load'LugOpUmizo? Yes Yes Yes Vehicle Extension (a) 3.0 3.0 3.0 3.0 3.0 Recall Mode Nona C'Win None None Min Act EfctGreen (o) 51.5 51.6 281 281 28.5 Actuated oXCRatio 0.57 0.57 0.31 0.31 0.28 wtRaUu 075 020 0.58 0.19 0.88 Control Delay 271 0.0 33.5 13.3 34.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay , 271 6.0 33.5 13.3 34.5 LOS C A C B C Approach Delay 167 30.4 34.5 AppmachLOS B C C 0Oth%i|eGreen kd 26.0 43.0 101 101 35.0 0Nh9QieTerm Code Gap Comrd Comd Cnmd Max 7Oth%i|eGreen (o) 20.8 46.2 194 18.4 31.8 70h%UoTerm Code Sap Coord Courd Conrd Gap 5Oth96i|eGreen (s) 16J 50.8 27.8 27.8 27.4 SOth%i|nTerm Code Gap Coord Coord Cuord Gap 3Uth96i|eGreen (o) 13.3 55.4 38] 381 22.8 3Oth96i|oTerm Code Gap Coord Courd Cnord Gap 10h96i|eGreen (s) 8.6 82.5 46.8 48.0 16.5 10Vh %i|eTenn Coda Gap Coovd Coord Coord Gap Queue Length 5Uth (ft) 77 17 153 15 106 Queue Length 05th (ft) 298 54 #371 50 206 |nhama| Link Dist (M) 2598 2453 2003 Turn Bay Length (ft) 290 135 Base Capacity (vph) 721 1887 1833 550 764 Starvation CapRaductn 0 O 0 O O SpiUbuokCap Roductn 8 0 0 0 U Storage Cap Rodudn U O 0 0 O Reduced wtRaUo 0.55 0.20 0.58 019 072 Synchm7 Report Patton Harris Rust &Associates Page Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —SAT —IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Natural Cycle: 55 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 26.3 Intersection LOS: C Intersection Capacity Utilization 79.2% 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. Splits and Nhases: 4: Millwood F'K & Sulphur 5p Kd o2 o4 49 41s 05 *f— 06 37s 12s Patton Harris Rust & Associates Synchro 7 - Report Page 6 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -SAT -IMP 7: Millwood Pk & Victory Road 2/7/2008 Lane Group . ZEBU EBL EBT EBR,_ _WBL:-= =WBT. WBR ; . NBL ,, NBT ._.. NBR '., SBL ' SBT Lane Configurations tt r tT Volume (vph) 6 2 518 39 13 534 0 48 0 14 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.969 0.865 Fit Protected 0.950 0.950 0.963 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1738 0 0 1611 Fit Permitted 0.428 0.435 0.775 Satd, Flow (perm) 0 797 3312 1583 810 3312 0 0 1399 0 0 1611 Right Turn on Red Yes Yes Yes Said. Flow (RTOR) 43 16 298 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 7 2 576 43 14 593 0 53 0 16 0 0 Shared Lane Traffic (%) , Lane Group Flow (vph) 0 9 576 43 14 593 0 0 69 0 0 2 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Leff Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 20 100 20 20 100 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 C Detector 1 Size(ft) 20 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 O.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 O.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 O.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+E) Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 O.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 2 6 8 4 Synchro 7 - Report ' Patton Harris Rust & Associates Page 7 11 11 u 11 III u II II II n 11 11 n Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —SAT —IMP 7: Millwood Pk & Victory Road 21712008 Lane Group SBR . Lan4onfigurations Volume (vph) 2 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 At Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Patton Harris Rust & Associates Synchro 7 - Report Page 8 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -SAT -IMP 7: Millwood Pk & Victory Road 2/7/2008 Lane"Group .., _ EBU- EBL :., EBT . -=EBR WBL�...WBT WBR . - NBL NBT� SBL ',; SBT Detector Phase 2 2 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 60.0 60.0 60.0 60.0 60.0 60.0 0.0 30.0 30.0 0.0 30.0 30.0 Total Split (%) 66.7% 66.7% 66.7% 66.7% 66.7% 66.7% 0.0% 33.3% 33.3% 0.0% 33.3% 33.3% Maximum Green (s) 54.0 54.0 54.0 54.0 54.0 54.0 24.0 24.0 24.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Min C-Min C-Min None None None None Act Effct Green (s) 72.6 72.6 72.6 72.6 72.6 9.0 9.0 Actuated g/C Ratio 0.81 0.81 0.81 0.81 0.81 0.10 0.10 v/c Ratio 0.01 0.22 0.03 0.02 0.22 0.45 0.00 Control Delay 2.0 1.8 0.4 3.2 3.2 39.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.0 1.8 0.4 3.2 3.2 39.1 0.0 LOS A A A A A D A Approach Delay 1.7 3.2 39.1 0.0 Approach LOS A A D A 90th %ile Green (s) 65.1 65.1 65.1 65.1 65.1 65.1 12.9 12.9 12.9 12.9 90th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 70th %ile Green (s) 67.6 67.6 67.6 67.6 67.6 67.6 10.4 10.4 10.4 10.4 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 69.3 69.3 69.3 69.3 69.3 69.3 8.7 8.7 8.7 8.7 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 71.0 71.0 71.0 71.0 71.0 71.0 7.0 7.0 7.0 7.0 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 84.0 84.0 84.0 84.0 84.0 84.0 0.0 0.0 0.0 0.0 10th %ile Term Code Coord Coord Coord Coord Coord Coord Skip Skip Skip Skip Queue Length 50th (ft) 1 22 0 1 38 29 0 Queue Length 95th (ft) m3 38 m2 7 68 67 0 Internal Link Dist (ft) 2453 972 1694 425 Turn Bay Length (ft) 90 675 70 Base Capacity (vph) 643 2672 1285 653 2672 385 648 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 0.01 0.22 0.03 0.02 0.22 0.18 0.00 Intersection Summa Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —SAT —IMP 7: Millwood Pk & Victory Road 217/2008 Lane Group SBR . Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —SAT —IMP 7: Millwood Pk & Victory Road 2/712008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.45 Intersection Signal Delay: 4.4 Intersection LOS: A Intersection Capacity Utilization 34.9% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7: Millwood Pk & Virtory Rnad o2 .. o4 60 S, "' 30 s x -- 06 t 08 .608 Patton Harris Rust & Associates Synchro 7 - Report ' Page 11 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -SAT -IMP 15: Costello Dr & Route 522 2/7/2008 Lane Group - EBL EBT EBR WBL WBT WBR NBL NBT ' NBR SBL SBT SBR Lane Configurations +T r *T r ) ttT tT Volume (vph) 4 1 2 170 1 299 1 531 166 544 467 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.964 0.997 Flt Protected 0.962 0.950 0.953 0.950 0.950 Satd, Flow (prot) 0 1792 1583 1681 1686 1583 1770 4499 0 1770 3164 0 Flt Permitted 0.962 0.950 0.953 0.950 0.950 Satd. Flow (perm) 0 1792 1583 1681 1686 1583 1770 4499 0 1770 3164 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 332 68 3 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 4 1 2 189 1 332 1 590 184 604 519 11 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 5 2 94 96 332 1 774 0 604 530 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 12 CG[De[SValley Development Scenario 2& 3: 2025Background C0Oditi0O IMP 15:Costello [}F& Route 522 2/7/2008 SBR Detector Phase 4 4 4 8 8 8 5 2 1 O Switch Phase ~~ Minimum Initial /u\ 8.0 8.0 8.0 8.0 8.0 6.0 8.8 6.8 8.0 8.0 Minimum Split (s) 12.0 12.0 12.8 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split kd 14.0 14.0 14.0 12.0 12.0 128 12.8 14.0 0.0 510 52.0 0.0 Total Split (%) 15.8% 16.6% 15.8% 13.3% 13.3% 13.3% 13.3% 15.8% 0.0% 55.6% 57.8% 0.0% Maximum Green kA &O &O 8.0 6.0 6.0 6.0 6.0 8.0 44.0 46.0 Yellow Time (s) 4.8 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time &A 2.0 lO 10 lU 2.0 20 lO lO lU 2.0 -- LouTimeAdjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost kllmad `' G�U 8�O 8�O 8�O G�0 6�U 8�O 6�O 4�O G�O 8�U 4�0 Lead/Lag Lead Lag Lead Lag �= Lead'LagOpUmiza? 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 Nona None None None Nona Nona C'Max None C'Mex Act EOttGreen (n) 81 81 10.3 10.3 10.3 6.0 22.8 36.8 82.8 Actuated g/CRatio 0.07 0.07 011 011 011 0.07 025 041 070 wtRaUo 0.04 0.02 8.40 0.50 0.70 0.01 0.68 0.84 0.24 N� Control Delay 39.8 28.5 51.0 511 10.3 38.0 34.3 34.8 67 -~ Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.8 28.5 51.0 51.1 16.3 30.0 34.3 34.8 6.7 . LUs D C D D B D C C A Approach Delay 36.5 28.0 34.3 21.8 AppmuohLOS D C C C Q0h%i|aGreen (s) 6.6 8.6 6.8 74 7.4 7.4 6.0 8.0 44.0 48.0 90th %i|eTerm Coda Gap Sap Gap Max Max Max Max Coond Max Conrd 7Oth%i|oGreen /o\ 0.0 0.0 0.0 13.8 13.8 13.8 0.0 17.1 411 842 70b %i|aTenn Code Skip Skip Skip Gap Gap Gap Skip Coovd Gap Coond 5Oth%ileGreen (s) 0.0 0.0 0.0 11.8 11.8 11.8 0.0 227 37.5 882 50th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord 30th %ileGreen bA 0.0 0.0 0.0 10.4 10.4 10.4 0.0 282 33.4 67.8 30th %i|aTerm Code Skip Skip Skip Gap Gap Gap Skip Cnonj Gap Coord 10th %i|oGreen kA 0.0 0.0 0.0 8.0 8.0 8.0 0.0 37.0 27.0 70.0 1Oth%i|eTerm Code Skip Skip Skip Gap Gap Gap Skip Connd Gap Cnord Queue Length 5Oth (ft) 3 O 54 55 8 1 131 286 41 Queue Length 95th (ft) 14 7 #134 #138 #110 8 #308 382 122 Internal Link Dist U8 235 3028 402 723 Turn Bay Length (00 78 1000 1000 Base Capacity (vph) 150 143 182 193 475 118 1181 865 2209 ~~ Starvation Cap Redudm O 0 O O O O O O O SpiUbankCap Rodudm O O O 0 O O O 8 O Storage Cap Rodudm U 0 U O O 0 O O O Reduced wtRaUn 0.83 0.01 0.49 0.50 070 0.01 0.08 070 0.24 Area Type: Other Cycle Length: 9O Actuated Cycle Length: 08 Offset: U(O%)'Referenced hophase 2:NBTand 8:SBT.Start o[Green Synohm7 Report Patton Harris Rust &Associates Page13 �� | 11 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —SAT —IMP 15: Costello Dr & Route 522 21712008 Natural Cycle: 80 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.84 Intersection Signal Delay: 27.3 Intersection LOS: C Intersection Capacity Utilization 70.5% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Costello Dr & Route 522 01 t o2 o4 08 50s . 14's- 14s ':;12's o5 o6 12 s I 52 s Synchro 7 - Report Patton Harris Rust & Associates Page 14 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -SAT -IMP 18: Millwood Pk & Custer Ave. 2/712008 Lane'Group - - EBL-. 'EBT� ._, EBR" . WBL .;_ WBT,;� :(NBR NBL' .;: NBT . i NBR _ SBLti � : SBT- ,.'SBR Lane Configurations tt r tT+ 4� Volume (vph) 115 660 29 82 744 11 40 36 56 14 32 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.998 0.850 0.909 Fit Protected 0.950 0.950 0.974 0.995 Said. Flow (prot) 1770 3312 1583 1770 3308 0 0 1814 1583 0 1685 0 Fit Permitted 0.236 0.373 0.788 0.967 Satd. Flow (perm) 440 3312 1583 695 3308 0 0 1468 1583 0 1637 0 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 32 2 62 107 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 128 733 32 91 827 12 44 40 62 16 36 108 Shared Lane Traffic (%) Lane Group Flow (vph) 128 733 32 91 839 0 0 84 62 0 160 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt Perm Perm Perm Perm Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 2 6 8 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 15 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions -SAT -IMP 18: Millwood Pk & Custer Ave. 2/7/2008 Lane Group .,- EBL ' EBT -� � EBR ,. WBL =. WBT, �� WBR NBL , NBT NBR ` .�. SBL .� :=.SBT ` SBR Detector Phase 5 2 2 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 18.0 64.0 64.0 46.0 46.0 0.0 26.0 26.0 26.0 26.0 26.0 0.0 Total Split (%) 20.0% 71.1 % 71.1 % 51.1 % 51.1 % 0.0% 28.9% 28.9% 28.9% 28.9% 28.9% 0.0% Maximum Green (s) 12.0 58.0 58.0 40.0 40.0 20.0 20.0 20.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? 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 C-Max C-Max C-Max C-Max Max Max Max Min Min Act Effct Green (s) 58.0 58.0 58.0 44.0 44.0 20.0 20.0 20.0 Actuated g/C Ratio 0.64 0.64 0.64 0.49 0.49 0.22 0.22 0.22 v/c Ratio 0.32 0.34 0.03 0.27 0.52 0.26 0.16 0.36 Control Delay 8.3 7.8 2.2 27.0 25.2 31.4 8.9 13.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.3 7.8 2.2 27.0 25.2 31.4 8.9 13.8 LOS A A A C C C A B Approach Delay 7.7 25.4 21.9 13.8 Approach LOS A C C B 90th %ile Green (s) 10.0 58.0 58.0 42.0 42.0 20.0 20.0 20.0 20.0 20.0 90th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 70th %ile Green (s) 8.8 58.0 58.0 43.2 43.2 20.0 20.0 20.0 20.0 20.0 70th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 50th %ile Green (s) 7.9 58.0 58.0 44.1 44.1 20.0 20.0 20.0 20.0 20.0 50th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 30th %ile Green (s) 7.2 58.0 58.0 44.8 44.8 20.0 20.0 20.0 20.0 20.0 30th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold 10th %ile Green (s) 6.1 58.0 58.0 45.9 45.9 20.0 20.0 20.0 20.0 20.0 10th %ile Term Code Gap Coord Coord Coord Coord MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) 25 89 0 34 165 40 0 24 Queue Length 95th (ft) 46 120 9 90 284 80 32 77 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 461 2134 1032 340 1618 326 400 447 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.28 0.34 0.03 0.27 0.52 0.26 0.16 0.36 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 18 (20%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green I Synchro 7 - Report Patton Harris Rust & Associates Page 16 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —SAT —IMP 18: Millwood Pk & Custer Ave. 2/7/2008 Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 16.9 Intersection LOS: B Intersection Capacity Utilization 57.4% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 18: Millwood Pk & Custer Ave. 64. s 26 s< o5 o6 1 08 s 4& F3 s 26 s Patton Harris Rust & Associates Synchro 7 - Report ' Page 17 Carpers Valley Development Scenario 2 & 3: 2025 Background Conditions —SAT —IMP 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 Lane Group EBL ' EBR � NBL NBT SBT" SBR Lane Configurations r *T T Volume (vph) 100 12 13 13 20 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.884 Flt Protected 0.950 0.976 Satd. Flow (prot) 1770 1583 0 1818 1647 0 Flt Permitted 0.950 0.976 Satd. Flow (perm) 1770 1583 0 1818 1647 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adi. Flow (vph) 111 13 14 14 22 133 Shared Lane Traffic (% Lane Group Flow (vph) 111 13 0 28 155 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.5% Analysis Period (min) 15 Free Free ICU Level of Service A Synchro 7 - Report Patton Harris Rust & Associates Page 18 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _AM 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r r Volume (vph) 0 888 749 16 0 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 0 3312 3312 1583 0 1611 Flt Permitted Satd. Flow (perm) 0 3312 3312 1583 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 0 987 832 18 0 93 Shared Lane Traffic (%) Lane Group Flow (vph) 0 987 832 18 0 93 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 32.6% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _AM 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 -'A 4-, t l' Lane Group - EBL EBT EBR, WBL` . 'WBT;•. WBR .NBL, NBT.. .NBR. SBL' SBT- .. SBR Lane Configurations tT+ tt r t r '� T Volume (vph) 89 782 17 58 575 78 59 35 96 207 100 132 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 0 200 135 150 0 0 0 Storage Lanes 1 0 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.850 0.850 0.915 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3307 0 1770 3312 1583 1770 1863 1583 1770 1704 0 Fit Permitted 0.324 0.320 0.443 0.732 Satd. Flow (perm) 604 3307 0 596 3312 1583 825 1863 1583 1364 1704 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 87 98 87 Link Speed (mph) 55 55 30 35 Link Distance (ft) 2678 2533 3150 2207 Travel Time (s) 33.2 31.4 71.6 43.0 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 99 869 19 64 639 87 66 39 107 230 111 147 Shared Lane Traffic (%) Lane Group Flow (vph) 99 888 0 64 639 87 66 39 107 230 258 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) 30 40 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 20 100 20 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 6 20 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt Perm Perm Perm Perm Perm Protected Phases 1 6 2 4 8 Permitted Phases 6 2 2 4 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _AM 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group, EBL EBT EBR,WBL WBT -WBR NBL NBT NBR :, SBL SBT SBR Detector Phase 1 6 2 2 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 12.0 49.0 0.0 37.0 37.0 37.0 41.0 41.0 41.0 41.0 41.0 0.0 Total Split (%) 13.3% 54.4% 0.0% 41.1 % 41.1 % 41.1 % 45.6% 45.6% 45.6% 45.6% 45.6% 0.0% Maximum Green (s) 6.0 43.0 31.0 31.0 31.0 35.0 35.0 35.0 35.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lag Lag 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 C-Min C-Max C-Max C-Max Min Min Min None None Act Effct Green (s) 56.9 56.9 45.6 45.6 45.6 21.1 21.1 21.1 21.1 21.1 Actuated g/C Ratio 0.63 0.63 0.51 0.51 0.51 0.23 0.23 0.23 0.23 0.23 v/c Ratio 0.21 0.42 0.21 0.38 0.10 0.34 0.09 0.24 0.72 0.55 Control Delay 4.2 3.6 20.0 17.0 4.8 29.1 22.9 6.3 43.7 23.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.2 3.6 20.0 17.Q 4.8 29.1 22.9 6.3 43.7 23.1 LOS A A B B A C C A D C Approach Delay 3.7 15.9 16.4 32.8 Approach LOS A B B C 90th %ile Green (s) 10.2 47.9 31.7 31.7 31.7 30.1 30.1 30.1 30.1 30.1 90th %ile Term Code Gap Coord Coord Coord Coord Hold Hold Hold Gap Gap 70th %ile Green (s) 8.4 53.2 38.8 38.8 38.8 24.8 24.8 24.8 24.8 24.8 70th %ile Term Code Gap Coord Coord Coord Coord Hold Hold Hold Gap Gap 50th %ile Green (s) 7.4 57.3 43.9 43.9 43.9 20.7 20.7 20.7 20.7 20.7 50th %ile Term Code Gap Coord Coord Coord Coord Hold Hold Hold Gap Gap 30th %ile Green (s) 6.6 60.6 48.0 48.0 48.0 17.4 17.4 17.4 17.4 17.4 30th %ile Term Code Gap Coord Coord Coord Coord Hold Hold Hold Gap Gap 10th %ile Green (s) 0.0 65.6 65.6 65.6 65.6 12.4 12.4 12.4 12.4 12.4 10th %ile Term Code Skip Coord Coord Coord Coord Hold Hold Hold Gap Gap Queue Length 50th (ft) 6 31 20 116 0 30 17 2 122 84 Queue Length 95th (ft) m15 53 62 205 30 m51 m29 31 176 138 Internal Link Dist (ft) 2598 2453 3070 2127 Turn Bay Length (ft) 290 200 135 150 Base Capacity (vph) 482 2093 302 1678 845 321 725 676 530 716 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.42 0.21 0.38 0.10 0.21 0.05 0.16 0.43 0.36 Intersection, umma Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 3 I � 11 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _AM 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Natural Cycle: 55 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 14.4 Intersection LOS: B Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Millwood Pk & Sulphur Sp Rd 01 �1— 02 I " o4 12 s 97 s 41- s: 06 08 Patton Harris Rust & Associates Synchro 7 - Report Page 4 11 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _AM 7: Millwood Pk & Victory Lane 2/7/2008 -y. � -*\ t At. � I Lane Group EBU ". EBL D EBT, - EBk .� .. WBL . r . WBT -WBR NBL �' ,. NBT.: NBR ` , "SBL _SBT Lane Configurations tt r tT Volume (vph) 10 9 858 116 28 557 0 57 1 13 1 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.976 0.910 Fit Protected 0.950 0.950 0.961 0.994 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Fit Permitted 0.950 0.950 0.961 0.994 Said. Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 11 10 953 129 31 619 0 63 1 14 1 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 21 953 129 31 619 0 0 78 0 0 9 Enter Blocked Intersection No No No No No No No No No ,No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop Intersection Summary , Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.1 % ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 5 1 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _AM 7: Millwood Pk & Victory Lane 2/7/2008 4/ Lane Group SBR Lan4£onfigurations Volume (vph) 5 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control Intersection Summary Synchro 7 - Report Patton Harris Rust & Associates Page 6 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _AM 15: Costello Dr & Route 522 2/7/2008 Lane Group „G 3. EBL ` E.EBT' EBR , .. WBL =;:WBT " WBR .°. NBL:: NBT NBR SBL' SBT.: ; SBR Lane Configurations +T if ttT+ tT Volume (vph) 5 5 1 174 0 39 0 677 140 102 717 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.974 0.998 Flt Protected 0.976 0.950 0.950 0.950 Satd. Flow (prot) 0 1818 1583 1681 1681 1583 1863 4513 0 1770 3165 0 Flt Permitted 0.976 0.950 0.950 0.950 Satd. Flow (perm) 0 1818 1583 1681 1681 1583 1863 4513 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 43 41 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 6 6 1 193 0 43 0 752 156 113 797 12 Shared Lane,Traffic (%) 50% Lane Group Flow (vph) 0 12 1 96 97 43 0 908 0 113 809 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 7 11 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _AM 15: Costello Dr & Route 522 2/7/2008 Lane Group EBL EBT EBR WBL WBT , WBR NBL NBT NBR SBL SBT' SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 19.0 19.0 19.0 32.0 32.0 32.0 12.0 19.0 0.0 20.0 27.0 0.0 Total Split (%) 21.1 % 21.1 % 21.1 % 35.6% 35.6% 35.6% 13.3% 21.1 % 0.0% 22.2% 30.0% 0.0% Maximum Green (s) 13.0 13.0 13.0 26.0 26.0 26.0 6.0 13.0 14.0 21.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag 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 None C-Max None C-Max Act Effct Green (s) 6.4 6.4 10.5 10.5 10.5 50.3 11.0 64.8 Actuated g/C Ratio 0.07 0.07 0.12 0.12 0.12 0.56 0.12 0.72 v/c Ratio 0.09 0.01 0.49 0.49 0.19 0.36 0.52 0.35 Control Delay 40.4 30.0 43.9 44.0 12.5 13.8 45.0 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.4 30.0 43.9 44.0 12.5 13.8 45.0 6.5 LOS D C D D B B D A Approach Delay 39.6 38.2 13.8 11.2 Approach LOS D D B B 90th %ile Green (s) 7.4 7.4 7.4 14.8 14.8 14.8 0.0 28.6 15.2 49.8 90th %ile Term Code Gap Gap Gap Gap Gap Gap Skip Coord Gap Coord 70th %ile Green (s) 0.0 0.0 0.0 12.3 12.3 12.3 0.0 47.0 12.7 65.7 70th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord 50th %ile Green (s) 0.0 0.0 0.0 10.5 10.5 10.5 0.0 50.5 11.0 67.5 50th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord 30th %ile Green (s) 0.0 0.0 0.0 8.8 8.8 8.8 0.0 53.9 9.3 69.2 30th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord 10th %ile Green (s) 0.0 0.0 0.0 6.3 6.3 6.3 0.0 71.7 0.0 71.7 10th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Skip Coord Queue Length 50th (ft) 7 0 56 56 1 91 61 65 Queue Length 95th (ft) 23 5 m103 m104 m26 196 109 181 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 1000 1000 Base Capacity (vph) 263 230 486 486 488 2542 280 2279 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.00 0.20 0.20 0.09 0.36 0.40 0.35 Intersection Summary.,,, Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 8 Carpers Valley Development 15: Costello Dr & Route 522 Scenario 1: 2025 Build -out Conditions AM 2/7/2008 Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 15.6 Intersection LOS: B Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 15: Costello Dr & Route 522 01 I o2 o4 08 o5 o6 12s. 27s Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _AM 18: Millwood Pk & Custer Ave. 2/7/2008 ---* --,, --,* f- *- - 4\ t I # "*1 Lane Group EBL" EBT EBR WBL WBT : WBR NBL NBT NBR SBL -.: SBT SBR Lane Configurations tt r tT+ +T r Volume (vph) 42 690 382 228 582 4 113 31 86 48 88 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.944 Flt Protected 0.950 0.950 0.962 0.990 Satd. Flow (prot) 1770 3312 1583 1770 3310 0 0 1792 1583 0 1741 0 At Permitted 0.404 0.216 0.543 0.900 Satd. Flow (perm) 753 3312 1583 402 3310 0 0 1011 1583 0 1583 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 424 1 96 39 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 47 767 424 253 647 4 126 34 96 53 98 106 Shared Lane Traffic (%) Lane Group Flow (vph) 47 767 424 253 651 0 0 160 96 0 257 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm pm+pt Perm Perm Perm Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 8 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 10 Carpers Valley Development Scenario 1: 2025 Build -out Conditions AM , 18: Millwood Pk & Custer Ave. 2/7/2008 Lane.Group - EBL: , EBT.: ' EBR _ .- WBL �:', WBTt 1 WBR-' NBL NBT. , "NBR " ° . SBL ,. � _SBT ,SBR Detector Phase 2 2 2 1 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 37.0 37.0 37.0 21.0 58.0 0.0 32.0 32.0 32.0 32.0 32.0 0.0 Total Split (%) 41.1 % 41.1 % 41.1 % 23.3% 64.4% 0.0% 35.6% 35.6% 35.6% 35.6% 35.6% 0.0% Maximum Green (s) 31.0 31.0 31.0 15.0 52.0 26.0 26.0 26.0 26.0 26.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 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 C-Max C-Max C-Max None C-Max Max Max Max Min Min Act Effct Green (s) 34.2 34.2 34.2 52.0 52.0 26.0 26.0 26.0 Actuated g/C Ratio 0.38 0.38 0.38 0.58 0.58 0.29 0.29 0.29 v/c Ratio 0.16 0.61 0.49 0.62 0.34 0.55 0.18 0.53 Control Delay 21.7 25.6 4.4 26.7 11.0 37.4 8.4 27.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.7 25.6 , 4.4 26.7 11.0 37.4 8.4 27.3 LOS C C A C B D A C Approach Delay 18.2 15.4 26.5 27.3 Approach LOS B B C C 90th %ile Green (s) 31.0 31.0 31.0 15.0 52.0 26.0 26.0 26.0 26.0 26.0 90th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold 70th %ile Green (s) 32.6 32.6 32.6 13.4 52.0 26.0 26.0 26.0 26.0 26.0 70th %ile Term Code Coord Coord Coord Gap Coord MaxR MaxR MaxR Hold Hold 50th %ile Green (s) 34.2 34.2 34.2 11.8 52.0 26.0 26.0 26.0 26.0 26.0 50th %ile Term Code Coord Coord Coord Gap Coord MaxR MaxR MaxR Hold Hold 30th %ile Green (s) 35.7 35.7 35.7 10.3 52.0 26.0 26.0 26.0 26.0 26.0 30th %ile Term Code Coord Coord Coord Gap Coord MaxR MaxR MaxR Hold Hold 10th %ile Green (s) 37.7 37.7 37.7 8.3 52.0 26.0 26.0 26.0 26.0 26.0 10th %ile Term Code Coord Coord Coord Gap Coord MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) 17 181 0 86 81 81 2 103 Queue Length 95th (ft) 45 258 61 190 168 153 46 180 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 286 1260 865 460 1913 292 526 485 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.61 0.49 0.55 0.34 0.55 0.18 0.53 Intersection Summary� Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development 18: Millwood Pk & Custer Ave. Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.62 Intersection Signal Delay: 18.9 Intersection Capacity Utilization 70.2% Analysis Period (min) 15 Solits and Phases: 18: Millwood Pk & Custer Ave. Scenario 1: 2025 Build -out Conditions AM 2i7i2008 Intersection LOS: B ICU Level of Service C '# 01 o2 't o4 21 s r 37 s ... 32 .. �_. -- 06 }s I 08 58 s- 32 s Patton Harris Rust & Associates Synchro 7 - Report Page 12 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _AM 19: Costello Dr & Pr. Frederick Dr. 21712008 Lane Group-- EBL .-..EBR NBL ..NBT , SBT_ SBR . Lane Configurations r +T T Volume (vph) 53 160 72 177 559 121 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.976 Fit Protected 0.950 0.986 Satd. Flow (prot) 1770 1583 0 1837 1818 0 Fit Permitted 0.950 0.986 Satd. Flow (perm) 1770 1583 0 1837 1818 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 59 178 80 197 621 134 Shared Lane Traffic (%) Lane Group Flow (vph) 59 178 0 277 755 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection.Suniiiiary = '. - � - ~Q Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 63.4% ICU Level of Service B Analysis Period (min) 15 Synchro 7 - Report , Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _PM 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group EBL-' EBT WBT WBR SBL SBR , Lane Configurations tt tt Volume (vph) 0 1019 1383 63 0 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 0 3312 3312 1583 0 1611 Flt Permitted Satd. Flow (perm) 0 3312 3312 1583 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 0 1132 1537 70 0 47 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1132 1537 70 0 47 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary ` Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.2% ICU Level of Service A Analysis Period (min) 15 I Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _PM ' 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group EBL� :. EBT�; ,..EBR - - WBL . WBT• WBR' NBL ,NBT NBR SBL_ SBT. 'SBR Lane Configurations tT+ tt r t r '� T+ Volume (vph) 247 713 59 126 1262 244 33 173 106 64 121 151 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 0 200 135 150 0 0 0 Storage Lanes 1 0 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.988 0.850 0.850 0.917 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3288 0 1770 3312 1583 1770 1863 1583 1770 1708 0 Flt Permitted 0.093 0.281 0.576 0.316 Satd. Flow (perm) 173 3288 0 523 3312 1583 1073 1863 1583 589 1708 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 11 169 118 69 Link Speed (mph) 55 55 30 35 Link Distance (ft) 2678 2533 3150 2207 Travel Time (s) 33.2 31.4 71.6 43.0 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 274 792 66 140 1402 271 37 192 118 71 134 168 Shared Lane Traffic (%) Lane Group Flow (vph) 274 858 0 140 1402 271 37 192 118 71 302 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) 30 40 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 20 100 20 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 6 20 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt Perm Perm Perm custom pm+pt Protected Phases 1 6 2 4 5 3 8 Permitted Phases 6 2 2 4 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _PM 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group EBL EBT EBR WBL. WBT WBR '. NBL . NBT NBR, SBL SBT SBR Detector Phase 1 6 2 2 2 4 4 5 3 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 13.0 38.0 0.0 46.0 46.0 46.0 19.0 19.0 21.0 12.0 31.0 0.0 Total Split (%) 14.4% 42.2% 0.0% 51.1 % 51.1 % 51.1 % 21.1 % 21.1 % 23.3% 13.3% 34.4% 0.0% Maximum Green (s) 7.0 32.0 40.0 40.0 40.0 13.0 13.0 15.0 6.0 25.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lag Lag Lag Lag Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes 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 C-Min C-Max C-Max C-Max Min Min None None None Act Effct Green (s) 52.0 44.0 40.0 40.0 40.0 12.4 12.4 24.4 22.0 22.0 Actuated g/C Ratio 0.58 0.49 0.44 0.44 0.44 0.14 0.14 0.27 0.24 0.24 v/c Ratio 0.99 0.53 0.60 0.95 0.34 0.25 0.75 0.23 0.32 0.64 Control Delay 80.0 18.1 31.9 39.3 7.0 39.0 56.1 6.2 28.8 29.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.0 18.1 31.9 39.3 7.0 39.0 56.1 6.2 28.8 29.2 LOS E B C D A D E A C C Approach Delay 33.1 33.9 37.3 29.1 Approach LOS C C D C 90th %ile Green (s) 7.0 41.0 40.0 40.0 40.0 13.0 13.0 6.0 6.0 25.0 90th %ile Term Code Max Coord Coord Coord Coord Max Max Min Max Max 70th %ile Green (s) 7.0 41.0 40.0 40.0 40.0 13.0 13.0 6.0 6.0 25.0 70th %ile Term Code Max Coord Coord Coord Coord Max Max Min Max Hold 50th %ile Green (s) 7.0 41.0 40.0 40.0 40.0 13.0 13.0 6.0 6.0 25.0 50th %ile Term Code Max Coord Coord Coord Coord Max Max Min Max Hold 30th %ile Green (s) 7.3 41.3 40.0 40.0 40.0 12.7 12.7 6.0 6.0 24.7 30th %ile Term Code Max Coord Coord Coord Coord Gap Gap Min Max Hold 10th %ile Green (s) 21.6 55.6 40.0 40.0 40.0 10.4 10.4 6.0 0.0 10.4 10th %ile Term Code Max Coord Coord Coord Coord Hold Hold Min Skip Gap Queue Length 50th (ft) -150 180 58 392 31 19 106 0 30 112 Queue Length 95th (ft) #306 238 #138 #553 80 48 #200 39 64 197 Internal Link Dist (ft) 2598 2453 3070 2127 Turn Bay Length (ft) 290 200 135 150 Base Capacity(vph) 277 1612 232 1472 797 155 269 662 223 524 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.99 0.53 0.60 0.95 0.34 0.24 0.71 0.18 0.32 0.58 Intersection Summary, Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 3 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _PM 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 33.5 Intersection LOS: C Intersection Capacity Utilization 89.2% ICU Level of Service E Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Millwood Pk & Sulohur So Rd 01 o2 o3 I' o4 1'3s 46s. °�_7I2s=. 19s. f 05 06 t 08 21.s. 38 Synchro 7 - Report , Patton Harris Rust & Associates Page 4 I � Carpers Valley Development Scenario 1: 2025 Build -out Conditions _PM 7: Millwood Pk & Victory Lane 2/7/2I008 * Lane Group EBU EBL EBT EBR : WBL .' ,' WBT WBR' NBL NBT, .. -NBR'. - . ,SBL ' SBT Lane Configurations tt if tT 4 +T+ Volume (vph) 69 7 842 85 34 1259 0 108 3 8 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.991 0.865 Flt Protected 0.950 0.950 0.957 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Flt Permitted 0.950 0.950 0.957 Satd. Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 77 8 936 94 38 1399 0 120 3 9 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 85 936 94 38 1399 0 0 132 0 0 12 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period (min) 15 ISynchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 1: 2025 Build -out Conditions PM 7: Millwood Pk & Victory Lane 2/7/2008 4/ Lane Group -SBR Lanonfigurations Volume (vph) 11 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control Intersection Summary Synchro 7 - Report Patton Harris Rust & Associates Page 6 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _PM 15: Costello Dr & Route 522 2/7/2008 Lane Group EBL EBT ; EBR WBL WBT WBR NBL NBT NBR. SBL SBT SBR Lane Configurations +T r +T r ) ttT tT Volume (vph) 6 3 0 274 3 188 1 787 229 283 689 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.966 0.998 Flt Protected 0.966 0.950 0.953 0.950 0.950 Satd. Flow (prot) 0 1799 1863 1681 1686 1583 1770 4502 0 1770 3165 0 Flt Permitted 0.966 0.950 0.953 0.950 0.950 Satd. Flow (perm) 0 1799 1863 1681 1686 1583 1770 4502 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd, Flow (RTOR) 209 71 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 7 3 0 304 3 209 1 874 254 314 766 11 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 10 0 152 155 209 1 1128 0 314 777 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 1: 2025 Build -out Conditions PM 15: Costello Dr & Route 522 2/7/2008 Lane'Gro'up EBL EBT BR' WBL°." " WBT ..:,rWBR NBL" NBT.. NBR" : SBL:'"" ;"" SBT SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 12.0 12.0 12.0 36.0 36.0 36.0 12.0 22.0 0.0 20.0 30.0 0.0 Total Split (%) 13.3% 13.3% 13.3% 40.0% 40.0% 40.0% 13.3% 24.4% 0.0% 22.2% 33.3% 0.0% Maximum Green (s) 6.0 6.0 6.0 30.0 30.0 30.0 6.0 16.0 14.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag 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 None C-Max None C-Max Act Effct Green (s) 6.0 14.1 14.1 14.1 6.0 29.8 25.7 59.1 Actuated g/C Ratio 0.07 0.16 0.16 0.16 0.07 0.33 0.29 0.66 v/c Ratio 0.08 0.58 0.58 0.49 0.01 0.73 0.62 0.37 Control Delay 41.1 42.3 42.8 8.6 39.0 30.5 34.9 10.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.1 42.3 42.8 8.6 39.0 30.5 34.9 10.7 LOS D D D A D C C B Approach Delay 41.1 28.8 30.5 17.7 Approach LOS D C C B 90th %ile Green (s) 6.0 6.0 6.0 20.7 20.7 20.7 6.0 16.0 23.3 33.3 90th %ile Term Code Max Max Max Gap Gap Gap Min Coord Max Coord 70th %ile Green (s) 0.0 0.0 0.0 16.7 16.7 16.7 0.0 30.1 25:2 61.3 70th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord 50th %ile Green (s) 0.01 0.0 0.0 13.6 13.6 13.6. 0.0 33.3 25.1 64.4 50th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord 30th %ile Green (s) 0.0 0.0 0.0 11.4 11.4 11.4 0.0 34.8 25.8 66.6 30th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord 10th %ile Green (s) 0.0 0.0 0.0 8.3 8.3 8.3 0.0 34.8 28.9 69.7 10th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord Queue Length 50th (ft) 6 85 87 1 1 180 156 73 Queue Length 95th (ft) 22 136 141 54 6 #385 253 254 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 1000 1000 Base Capacity (vph) 120 560 562 667 118 1538 505 2078 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.27 0.28 0.31 0.01 0.73 0.62 0.37 sect Interion Summary , , as Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Synchro 7 - Report ' Patton Harris Rust & Associates Page 8 11 11 11 11 u n 1 11 11 u 11 11 u u u u Carpers Valley Development Scenario 1: 2025 Build -out Conditions _PM 15: Costello Dr & Route 522 2171200s Natural Cycle: 70 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.73 Intersection Signal Delay: 25.1 Intersection LOS: C Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Costello Dr & Route 522 01 02 o4 08 20 s _ r 22s j 12's 36 s . l 05 06 12 s 1 30 s Synchro 7 - Report Patton Harris Rust & Associates Page 9 11 C8[De[OValley Development Scenario 1: 2025 Build -out Conditions _PM 18: Millwood Pk & Custer Ave. 2/7/2008 �� \ Ideal Flow(vpho8 1000 1000 1008 1000 1900 1000 1000 1000 1900 1900 1800 1900 Storage Length UA 100 O 225 0 O 380 O O Storage Lanes 1 1 1 0 O 1 U 0 Taper Length (f) 25 25 25 25 25 25 25 25 Lane UU|. Factor 1.00 0.95 1.00 1.00 0.85 0.05 1.00 1.00 1.00 1.00 1.08 1.00 Frt 0.850 0.007 0.850 0.839 Fit Protected 0.050 0.050 0.955 0.989 Said. Flow /pmU 1770 3312 1583 1770 3308 O O 1779 1583 O 1730 O Fit Permitted 0220 0.277 0.830 0.283 Sotd.Flow /ponn\ 410 3312 1583 518 3300 O O 1174 1583 O 480 O Right Turn unRed Yes Yes Yes Yes Said, Flow (RTOR) 518 2 251 48 Link Speed (mph) 30 30 30 30 Link Distance (f) 2881 2250 1558 610 Travel Time (o) 87.8 51.3 35.4 13.0 Peak Hour Factor 0.90 0.90 0.90 0.80 0.80 0.00 0.90 0.90 0.00 0.90 0.00 0.00 Heavy Vehicles 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. F|mxk/ph\ 200 829 518 372 1072 19 772 58 478 37 54 74 Shared Lane Traffic (Y6) ` Lane Group Flow (vph) 208 029 518 372 1001 U O 828 478 O 185 O Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Loh Right Left Loft Right Left Left Right Left Loft Right MedianVVidth(ft) 12 12 O O LinkOMsetU0 O O O U Cr000na|kVVidth(f) 18 18 18 18 Two way Left Turn Lane Headway Factor 1.00 1.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 0 15 0 15 9 15 0 Number ofDetectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thm Right Left Thm Left Thm Right Left Thm Leading Detector (ft) 20 108 20 20 100 20 100 20 20 100 Trailing Detector (ft) O 0 O U O U O O 0 O Detector 1PouiUun(ft) O 0 U U O O O 0 O O Detector Sizo(ft) 20 8 20 20 6 20 8 20 20 O Detector Type C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex Detector 1Channel Detector 1Extend (o) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8.0 0.0 Detector 1Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 De|ay(s) 0.0 0.0 0.0 0.0 8.0 0.0 0.0 0.0 0.0 0.0 Detector 2PooiUon(0 04 04 84 94 Detector 2Size(#) 8 8 8 8 Detector 2Type C|+Ex C|+Ex C|+Ex C|+Ex Detector 2Channel Detector 2Extend (o) 0.0 0.0 0.0 0.0 Turn Type Ponn Perm pm+p{ Penn Perm Ponn Protected Phases 2 1 8 8 4 Permitted Phases 2 2 8 8 8 4 Synom7 Report Carpers Valley Development Scenario 1: 2025 Build -out Conditions _PM 18: Millwood Pk & Custer Ave. 2/7/2008 Lane Group EBL ' EBT EBR WBL WBT' WBR ' NBL, NBT, NBR SBL SBT SBR Detector Phase 2 2 2 1 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 43.0 43.0 43.0 12.0 55.0 0.0 45.0 45.0 45.0 45.0 45.0 0.0 Total Split (%) 43.0% 43.0% 43.0% 12.0% 55.0% 0.0% 45.0% 45.0% 45.0% 45.0% 45.0% 0.0% Maximum Green (s) 37.0 37.0 37.0 6.0 49.0 39.0 39.0 39.0 39.0 39.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 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 C-Max C-Max C-Max None C-Max Max Max Max Min Min Act Effct Green (s) 37.0 37.0 37.0 49.0 49.0 39.0 39.0 39.0 Actuated g/C Ratio 0.37 0.37 0.37 0.49 0.49 0.39 0.39 0.39 v/c Ratio 1.36 0.51 0.57 1.13 0.67 1.81 0.62 0.79 Control Delay 226.1 26.3 4.8 114.8 22.0 396.3 15.0 47.4 Queue Delay 0.01 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 226.1 26.3 4.8 114.8 22.0 396,3 15.0 47.4 LOS F C A F C F B D Approach Delay 48.5 45.6 257.1 47.4 Approach LOS D D F D 90th %ile Green (s) 37.0 37.0 37.0 6.0 49.0 39.0 39.0 39.0 39.0 39.0 90th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Max Max 70th %ile Green (s) 37.0 37.0 37.0 6.0 49.0 39.0 39.0 39.0 39.0 39.0 70th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Max Max 50th %ile Green (s) 37.0 37.0 37.0 6.0 49.0 39.0 39.0 39.0 39.0 39.0 50th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold 30th %ile Green (s) 37.0 37.0 37.0 6.0 49.0 39.0 39.0 39.0 39.0 39.0 30th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold 10th %ile Green (s) 37.0 37.0 37.0 6.0 49.0 39.0 39.0 39.0 39.0 39.0 10th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) -174 161 0 -182 267 -799 108 67 Queue Length 95th (ft) #316 215 66 #374 341 #1030 217 #193 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 152 1225 912 328 1621 458 770 209 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.36 0.51 0.57 1.13 0.67 1.81 0.62 0.79 Intersection Summary .. �. Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Patton Harris Rust & Associates Synchro 7 - Report Page 11 Carpers Valley Development 18: Millwood Pk & Custer Ave. Scenario 1: 2025 Build -out Conditions PM 2I712008 Natural Cycle: 100 Control Type: Actuated -Coordinated Maximum v/c Ratio: 1.81 Intersection Signal Delay: 110.9 Intersection LOS: F Intersection Capacity Utilization 100.3% ICU Level of Service G Analysis Period (min)15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 18: Millwood Pk & Custer Ave. 06 I` 08 %Rkh ; �,� 45zsF., Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 1: 2025 Build -out Conditions _PM 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 1 t I # *� Lane Group EBL EBR NBL NBT SBT ' SBR Lane Configurations r +T T+ Volume (vph) 118 162 224 1035 742 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.987 Fit Protected 0.950 0.991 Said. Flow (prot) 1770 1583 0 1846 1839 0 Fit Permitted 0.950 0.991 Satd. Flow (perm) 1770 1583 0 1846 1839 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 131 180 249 1150 824 86 Shared Lane Traffic (%) Lane Group Flow (vph) 131 180 0 1399 910 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 127.1 % ICU Level of Service H Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —SAT 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group.. EBIL EBT WBT WBR SBL SBR Lane Configurations tt tt r r Volume (vph) 0 934 1112 49 0 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 0 3312 3312 1583 0 1611 Flt Permitted Satd, Flow (perm) 0 3312 3312 1583 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 0 1038 1236 54 0 61 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1038 1236 54 0 61 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 40.8% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group EBL 'EBT"' EBR WBL WBT WBR NBL . NBT NBR SBL SBT SBR Lane Configurations ' tT+ '� tt r t r '� T Volume (vph) 355 536 44 118 749 97 40 149 107 123 166 372 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 0 200 135 150 0 0 0 Storage Lanes 1 0 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.989 0.850 0.850 0.896 Flt Protected 0.950 0.950 0.950 0.950 Satd, Flow (prot) 1770 3292 0 1770 3312 1583 1770 1863 1583 1770 1669 0 Flt Permitted 0,140 0.407 0.138 0.647 Satd. Flow (perm) 261 3292 0 758 3312 1583 257 1863 1583 1205 1669 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 14 92 119 135 Link Speed (mph) 55 55 30 35 Link Distance (ft) 2678 2533 3150 2207 Travel Time (s) 33.2 31.4 71.6 43.0 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 394 596 49 131 832, 108 44 166 119 137 184 413 Shared Lane Traffic (%) Lane Group Flow (vph) 394 645 0 131 832 108 44 166 119 137 597 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) 30 40 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 20 100 20 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 6 20 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt Perm Perm Perm Perm Perm Protected Phases 1 6 2 4 8 Permitted Phases 6 2 2 4 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 2 CG[De[GValley Development Scenario 1: 2025 Build -out Conditions -SAT 4: Millwood Pk & Sul2hur Sp Rd 2/7/2008 � �_. � � -� �� ~� � ^� Switch Phase Minimum Initial (s) 8.0 6.0 8.0 6.0 6.0 8.0 6.0 8.0 8.0 6.0 Minimum Split kd 12.0 12,0 12.0 12.0 12.0 110 12.0 12.0 12.0 12.0 Total Split kd 20.0 54.0 0.0 34.0 34.0 34.0 38.0 36.0 36.0 36.0 360 0.0 Total Split (%) 222% 60.0& 0.0% 37.8% 37.8% 37.8% 40.0% 40.0% 40.0% 40.0% 40.0% 0.0% Maximum Green (s) 14.0 48.0 28.0 28.0 28.0 30.0 30.0 30.0 30.0 30.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.8 4.0 4.0 4.0 4.0 All -Red Time kd 2.0 20 lU 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.8 8.0 4.0 8.0 8.0 8,0 8.0 6.0 8.0 6.0 6.0 4.0 Lead/Lao Lead Lag Lag Lag Lead'LagOpdmiza7 Yes Yon Yes You Vehicle Extension (o) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C'Win C'Mox C-Max C'Max Min Min Min None None Act EMttGreen (n) 40.1 40.1 28.0 28.0 28.0 28.9 28.8 28.0 28.9 28.9 Actuated g/CRatio 0.55 0,55 0.31 0.31 0.31 0.32 0.32 0.32 0.32 0.32 wtRaUn 1.00 0.38 0.56 0.81 0.19 0.53 0.28 0.20 0.35 0.05 Control Delay 68.9 122 38.5 35.9 7.7 511 23.8 52 26.0 50.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ` 0.0 0.0 Total Delay 88.8 122 36.5 36.9 77 511 23.8 52 28.0 58.0 LOS E B D D A D C A C D Approach Delay 33.7 331 20.7 45.5 AppmaohLOS C C C D 80b%i|aGreen kA 14.0 48.0 28.0 28.0 28.0 30.0 30.0 30.0 30.0 '30.0 00th %i|oTonn Coda Max Coord Conrd Coond Coond Max Max Max Max Max 7[Vk%i|oGreen (s) 14.0 48.0 28.0 28.0 28.0 30.0 30.0 30.0 30.0 30.0 70th %i|eTonn Code Max C000d Courd Connd C000d Max Max Max Max Max 50th%i|eGreen (n) 14.0 48.0 28.0 28.0 28.0 30.0 30.0 30.0 30.0 30.0 5Uth%i|eTerm Code Max Coord Coord Coord Cnovd Hold Hold Hold Max Max 3O\h%i|oGreen (a) 14.0 48.0 28.0 28.0 28.0 30.0 30.0 30.0 30.0 30.0 30th %i|aTonn Code Max Courd Cunvd Coond Convd Hold Hold Hold Max Max 10h%i|aGreen (s) 10.4 53.4 28.0 28.0 28.0 24.8 24�8 24.6 24.6 24.8 10h %ileTonn Code Max Coord Cnord Courd Coord Hold Hold Hold Gap Gap Queue Length 50th(M) -188 103 82 227 8 20 68 O 58 201 Queue Length 95th (ft) #388 140 124 301 42 #71 118 36 108 #478 Internal Link Dist UD 2598 2453 3070 2127 Turn Bay Length (ft) 290 200 135 150 Base Capacity (vph) 305 1801 236 1030 558 86 621 607 402 046 Starvation Cap Roduotn O O O 0 O O O O O O SpiUbaokCap Redudn O 8 O 0 O O 0 O O 0 Storage Cap Reduotn U O U 0 U U O U O O Reduced v/oRatio 1.00 0.38 0.56 0.81 0.10 0.51 0.27 8.20 0.34 0.02 ma Area Type: Other Cycle Length: 9O Actuated Cycle Length: OO Offset: O(U%)'Referenced tophase 2:VV8TLand 8:EBTL.Start ofGreen Synom7 Report Carpers Valley Development Scenario 1: 2025 Build -out Conditions —SAT 4: Millwood Pk & Sulphur Sp Rd 21712008 Natural Cycle: 65 Control Type: Actuated -Coordinated Maximum vlc Ratio: 1.00 Intersection Signal Delay: 34.9 Intersection LOS: C Intersection Capacity Utilization 97.0% ICU Level of Service F Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Millwood Pk & Sulphur Si) Rd 01 o2 I o4 ;�Q 20 s 34 s 3II6's , '. q " 1, I , —1" 06 t . 08 54 s 5, 36 s Synchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT 7: Millwood Pk & Victory Lane 2/7/2008 n --,,- 4\ t r0. Lane Group° EBU .. ,EBL ' EBT EBR WBL ,- WBT'. WBR, NBL NBT°'' ° SBL , :-SBT Lane Configurations tt r '� tT+ Volume (vph) 6 2 815 39 13 864 0 48 0 14 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.969 0,865 Fit Protected 0.950 0.950 0.963 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1738 0 0 1611 Fit Permitted 0.950 0.950 0.963 Said. Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1738 0 0 1611 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 7 2 906 43 14 960 0 53 0 16 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 9 906 43 14 960 0 0 69 0 0 2 Enter Blocked Intersection No , No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop s ,.. .mm,,.,af Intersectwn SuF 7-- ,ski 4&` Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 40.7% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 5 [1 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —SAT 7: Millwood Pk & Victory Lane 2/7/2008 Lane Group'.:, SBR Lan4onfigurations Volume (vph) 2 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj, Flow (vph) 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control Intersection .Summary Synchro 7 - Report Patton Harris Rust & Associates Page 6 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT 15: Costello Dr & Route 522 2/7/2008 Lane Group ` . EBL - �.'EBT , � . EBR - .WBL . -,,WBT ; WBR... `NBL NBT °�"NBR _ SBL �: ,SBT,"', SBR Lane Configurations *' r '� +T r ) ttT+ Volume (vph) 4 1 2 285 1 353 1 531 294 604 467 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.947 0.999 Fit Protected 0.962 0.950 0.953 0.950 0.950 Satd. Flow (prot) 0 1792 1583 1681 1686 1583 1770 4477 0 1770 3165 0 Fit Permitted 0.962 0.950 0.953 0.950 0.950 Satd. Flow (perm) 0 1792 1583 1681 1686 1583 1770 4477 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 392 139 1 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 4 1 2 317 1 392 1 590 327 671 519 3 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 5 2 158 160 392 1 917 0 671 522 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT 15: Costello Dr & Route 522 2/7/2008 Lane Group. EBL EBT EBR WBL WBT ' WBR , 'NBL NBT NBR SBL SBT ' SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6,0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12,0 Total Split (s) 27.0 27.0 27.0 20,0 20.0 20.0 12.0 24.0 0.0 19.0 31.0 0.0 Total Split (%) 30.0% 30.0% 30.0% 22.2% 22.2% 22.2% 13.3% 26.7% 0.0% 21.1 % 34.4% 0.0% Maximum Green (s) 21.0 21.0 21.0 14.0 14.0 14.0 6.0 18.0 13.0 25.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag 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 None C-Max None C-Max Act Effct Green (s) 6.1 6.1 14.7 14.7 14.7 6.0 18.0 36.8 58.4 Actuated g/C Ratio 0.07 0.07 0.16 0.16 0.16 0.07 0,20 0.41 0,65 v/c Ratio 0.04 0.02 0.57 0.58 0.67 0.01 0.91 0.93 0.25 Control Delay 39.8 28.5 41.9 42.1 9.5 39.0 44.2 49.0 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.8 28.5 41,9 42,1 9.5 39.0 44.2 49.0 10.0 LOS D C D D A D D D B Approach Delay 36.5 24.0 44.2 31.9 Approach LOS D C D C 90th %ile Green (s) 6.6 6.6 6.6 21,3 21.3 21.3 6.0 18.0 20.1 32.1 90th We Term Code Gap Gap Gap Gap Gap Gap Min Coord Max Coord 70th %ile Green (s) 0.0 0.0 0.0 17.6 17.6 17.6 0.0 18.0 36.4 60.4 70th We Term Code Skip Skip Skip Gap Gap Gap Skip Coord Max Coord 50th %ile Green (s) 0.0 0,0 0.0 14.6 14.6 14.6 0.0 18.0 39,4 63.4 50th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Max Coord 30th %ile Green (s) 0.0 0.0 0.0 11.6 11.6 11,6 0.0 18.0 42.4 66.4 30th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Max Coord 10th %ile Green (s) 0.0 0.0 0.0 8.4 8,4 8.4 0.0 18.0 45.6 69.6 10th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Max Coord Queue Length 50th (ft) 3 0 87 89 2 1 161 335 46 Queue Length 95th (ft) 14 7 m140 m141 m69 6 #240 #775 165 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 1000 1000 Base Capacity (vph) 418 371 304 305 608 118 1007 723 2053 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.01 0.52 0.52 0.64 0.01 0.91 0.93 0.25 Intersection Summary..""! Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 8 Carpers Valley Development 15: Costello Dr & Route 522 Scenario 1: 2025 Build -out Conditions —SAT 21712008 Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.93 Intersection Signal Delay: 33.9 Intersection LOS: C 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. Splits and Phases: 15: Costello Dr & Route 522 01 I o2 o4 'f 13 19s 24s s ; 27s` ;20skff l o5 I t 06 12's= ,031-s Patton Harris Rust & Associates Synchro 7 - Report Page 9 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT 18: Millwood Pk & Custer Ave. 217/2008 I-* *\ I l i* 41 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT 'SBR Lane Configurations tt i '� tl 4 r *T+ Volume (vph) 146 511 669 456 622 11 629 36 408 40 32 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.997 0.850 0.922 Fit Protected 0.950 0.950 0.955 0.988 Satd. Flow (prot) 1770 3312 1583 1770 3306 0 0 1779 1583 0 1697 0 Fit Permitted 0.384 0.159 0.594 0.291 Satd. Flow (perm) 715 3312 1583 296 3306 0 0 1106 1583 0 500 0 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 651 2 453 68 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 162 568 , 743 507 691 12 699 40 453 44 36 108 Shared Lane Traffic (%) Lane Group Flow (vph) 162 568 743 507 703 0 0 739 453 0 188 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm pm+pt Perm Perm Perm Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 8 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 10 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT , 18: Millwood Pk & Custer Ave. 2/7/2008 Lane Group EBL . , 'EBT.:• EBR WBL. - : WBT : 1NBR ..s; NBL: ;. 'NBT NBR "SBL s SBT . ;' SBR Detector Phase 2 2 2 1 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 30.0 30.0 30.0 35.0 65.0 0.0 55.0 55.0 55.0 55.0 55.0 0.0 Total Split (%) 25.0% 25.0% 25.0% 29.2% 54.2°% 0.0% 45.8% 45.8% 45.8% 45.8% 45.8% 0.0% Maximum Green (s) 24.0 24.0 24.0 29.0 59.0 49.0 49.0 49.0 49.0 49.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 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 C-Max C-Max C-Max None C-Max Max Max Max Min Min Act Effct Green (s) 24.0 24.0 24.0 59.0 59.0 49.0 49.0 49.0 Actuated g/C Ratio 0.20 0.20 0.20 0.49 0.49 0.41 0.41 0.41 v/c Ratio 1.13 0.86 0.89 1.01 0.43 1.63 0.50 0.77 Control Delay 159.5 60.3 20.7 75.2 20.7 323.2 4.1 42.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 159.5 60.3 20.7 75.2 20.7 323.2 4.1 42.0 LOS F E C E C F A D Approach Delay 513 43.5 201.9 42.0 Approach LOS D D F D 90th %ile Green (s) 24.0 24.0 24.0 29.0 59.0 49.0 49.0 49.0 49.0 49.0 90th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Max Max 70th %ile Green (s) 24.0 24.0 24.0 29.0 59.0 49.0 49.0 49.0 49.0 49.0 70th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Max Max 50th %ile Green (s) 24.0 24.0 24.0 29.0 59.0 49.0 49.0 49.0 49.0 49.0 50th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold 30th %ile Green (s) 24.0 24.0 24.0 29.0 59.0 49.0 49.0 49.0 49.0 49.0 30th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold 10th %ile Green (s) 24.0 24.0 24.0 29.0 59.0 49.0 49.0 49.0 49.0 49.0 10th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) -146 225 61 -339 178 -827 0 82 Queue Length 95th (ft) #286 #317 #327 #568 228 #1064 63 #224 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 143 662 837 502 1626 452 914 244 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.13 0.86 0.89 1.01 0.43 1.63 0.50 0.77 Intersection Summary, . M ` Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development 18: Millwood Pk & Custer Ave. Scenario 1: 2025 Build -out Conditions —SAT 2n/2008 Natural Cycle: 120 Control Type: Actuated -Coordinated Maximum v/c Ratio: 1.63 Intersection Signal Delay: 92.7 Intersection LOS: F Intersection Capacity Utilization 106.0% ICU Level of Service G Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 18: Millwood Pk & Custer Ave. 4,01 o2 #' o4 35s. 30 s 55 s o6 I 08 65 t' 55s Patton Harris Rust & Associates Synchro 7 - Report Page 12 Carpers Valley Development Scenario 1: 2025 Build -out Conditions 19: Costello Dr & Pr. Frederick Dr. —SAT 2/7/2008 LaneGroup _ . _ " EBL : EBR?°-� NBL _ NBT ," � , SBT . °SBR,", E Lane Configurations , Volume (vph) 100 200 182 953 1034 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.986 Fit Protected 0.950 0.992 Said. Flow (prot) 1770 1583 0 1848 1837 0 Fit Permitted 0.950 0.992 Satd, Flow (perm) 1770 1583 0 1848 1837 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 111 222 202 1059 1149 133 Shared Lane Traffic (%) I Lane Group Flow (vph) 111 222 0 1261 1282 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right , Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free ' Irterseetion.Summar'y Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 137.5% ICU Level of Service H Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 13 1 I Carpers Valley Development Scenario 1: 2025 Build -out Conditions —AM —IMP 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group EBL: EBT WBT WBR SBL SBR Lane Configurations tt tt r if Volume (vph) 0 888 749 16 0 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected Said. Flow (prot) 0 3312 3312 1583 0 1611 At Permitted Satd. Flow (perm) 0 3312 3312 1583 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 0 987 832 18 0 93 Shared Lane Traffic (%) Lane Group Flow (vph) 0 987 832 18 0 93 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 24 24 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Yield Iritersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 32.6% ICU Level of Service A Analysis Period (min)15 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -AM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group EBL. ,EBT.. :EBR ` - WBL WBT : WBR .: NBL = NBT ': NBR : SBL` .SBT ` '.SBR Lane Configurations tT+ ►j tt r t r '� T Volume (vph) 89 782 17 58 575 78 59 35 96 207 100 132 Ideal Flow (vphpi) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 0 200 135 150 100 200 0 Storage Lanes 2 0 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 0.97 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.850 0.850 0.915 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 3307 0 1770 3312 1583 1770 1863 1583 1770 1704 0 Flt Permitted 0.950 0.950 0.438 0.732 Satd. Flow (perm) 3433 3307 0 1770 3312 1583 816 1863 1583 1364 1704 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 87 107 78 Link Speed (mph) 55 55 30 35 Link Distance (ft) 2678 2533 3150 2207 Travel Time (s) 33.2 31.4 71.6 43.0 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 99 869 19 64 639 87 66 39 107 230 111 147 Shared Lane Traffic (%) Lane Group Flow (vph) 99 888 0 64 639 87 66 39 107 230 258 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) 30 40 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 20 100 20 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 6 20 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Prot Perm Perm Perm Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -AM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 * Lane Group EBL'.`EBT .EBR. WBL WBT.-WBR. NBL. ..NBT• "NBR SBL:SBT _.SBR Detector Phase 1 6 5 2 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 12.0 43.0 0.0 12.0 43.0 43.0 35.0 35.0 35.0 35.0 35.0 0.0 Total Split (%) 13.3% 47.8% 0.0% 13.3% 47.8% 47.8% 38.9% 38.9% 38.9% 38.9% 38.9% 0.0% Maximum Green (s) 6.0 37.0 6.0 37.0 37.0 29.0 29.0 29.0 29.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes 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 C-Min None C-Max C-Max Min Min Min None None Act Effct Green (s) 7.2 46.1 7.6 46.5 46.5 20.7 20.7 20.7 20.7 20.7 Actuated g/C Ratio 0.08 0.51 0.08 0.52 0.52 0.23 0.23 0.23 0.23 0.23 v/c Ratio 0.36 0.52 0.43 0.37 0.10 0.35 0.09 0.24 0.73 0.57 Control Delay 50.8 7.4 51.6 14.2 3.1 34.4 26.9 10.9 45.1 25.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.8 7.4 51.6 14.2 3.1 34.4 26.9 10.9 45.1 25.0 LOS D A D B A C C B D C Approach Delay 11.8 16.0 21.1 34.5 Approach LOS B B C C 90th %ile Green (s) 6.0 37.0 6.0 37.0 37.0 29.0 29.0 29.0 29.0 29.0 90th %ile Term Code Max Coord Max Coord Coord Hold Hold Hold Max Max 70th %ile Green (s) 8.8 37.5 10.1 38.8 38.8 24.4 24.4 24.4 24.4 24.4 70th %ile Term Code Gap Coord Gap Coord Coord Hold Hold Hold Gap Gap 50th %ile Green (s) 8.0 42.8 8.7 43.5 43.5 20.5 20.5 20.5 20.5 20.5 50th %ile Term Code Gap Coord Gap Coord Coord Hold Hold Hold Gap Gap 30th %ile Green (s) 7.1 47.4 7.4 47.7 47.7 17.2 17.2 17.2 17.2 17.2 30th %ile Term Code Gap Coord Gap Coord Coord Hold Hold Hold Gap Gap 10th %ile Green (s) 0.0 65.6 0.0 65.6 65.6 12.4 12.4 12.4 12.4 12.4 10th %ile Term Code Skip Coord Skip Coord Coord Hold Hold Hold Gap Gap Queue Length 50th (ft) 30 59 29 123 0 37 19 10 122 90 Queue Length 95th (ft) m52 77 #90 191 7 m73 m41 44 179 146 Internal Link Dist (ft) 2598 2453 3070 2127 Turn Bay Length (ft) 290 200 135 150 100 200 Base Capacity(vph) 274 1694 150 1712 860 263 600 583 440 602 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.52 0.43 0.37 0.10 0.25 0.07 0.18 0.52 0.43 intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBT and 6:EBT, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 3 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —AM —IMP 4: Millwood Pk & Sulphur Sp Rd 21712008 Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.73 Intersection Signal Delay: 18.4 Intersection LOS: B Intersection Capacity Utilization 65.5% ICU Level of Service C 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. Splits and Phases: 4: Millwood Pk & Sulphur Sp Rd 01 o2 I o4 12s^ 43s F2 35 s T o5 06'"` 08 72s �<43's`�''777 35�s'^ Synchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -AM -IMP 7: Millwood Pk & Victory Lane 21712008 :t ---* -,, - ? r Lane Group EBU EBL EBT , EBR WBL , WBT WBR NBIL NBT NBR SBL SBT, Lane Configurations tt r tT 4� Volume (vph) 10 9 858 116 28 557 0 57 1 13 1 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.976 0.910 Fit Protected 0.950 0.950 0.961 0.994 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Fit Permitted 0.417 0.292 0.761 0.959 Satd, Flow (perm) 0 777 3312 1583 544 3312 0 0 1384 0 0 1626 Right Turn on Red Yes Yes Yes Said. Flow (RTOR) 129 12 6 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 11 10 953 129 31 619 0 63 1 14 1 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 21 953 129 31 619 0 0 78 0 0 9 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 20 100 20 20 100 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 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0,0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 2 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —AM —IMP 7: Millwood Pk & Victory Lane 2/7/2008 4/ Lane Group SBR Lan4onfigurations Volume (vph) 5 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Synchro 7 - Report Patton Harris Rust & Associates Page 6 I � u I � I � Carpers Valley Development Scenario 1: 2025 Build -out Conditions -AM -IMP I' 7: Millwood Pk & Victory Lane 2/7/2008 ' Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR ' SBL SBT Detector Phase 2 2 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 57.0 57.0 57.0 57.0 57.0 57.0 0.0 33.0 33.0 0.0 33.0 33.0 Total Split (%) o 63.3/0 63.3/ % 63.3/ % 63.3/ % 63.3/ % 63.3/ % 0.0/ % 36.7/ % 36.7/ % 0.0 % 36.7 % 0 3 .7 0 Maximum Green (s) 51.0 51.0 51.0 51.0 51.0 51.0 27.0 27.0 27.0 27.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Min C-Min C-Min None None None None Act Effct Green (s) 71.8 71.8 71.8 71.8 71.8 9.8 9.8 Actuated g/C Ratio 0.80 0.80 0.80 0.80 0.80 0.11 0.11 v/c Ratio 0.03 0.36 0.10 0.07 0.23 0.48 0.05 Control Delay 1.7 1.9 0.2 3.9 3.5 41.7 24.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 1.7 1.9 0.2 3.9 3.5 41.7 24.0 LOS A A A A A D C Approach Delay 1.7 3.5 41.7 24.0 ' Approach LOS A A D C 90th %ile Green (s) 63.9 63.9 63.9 63.9 63.9 63.9 14.1 14.1 14.1 14.1 90th %ile Term Code 70th %ile Green (s) Coord 66.6 Coord 66.6 Coord 66.6 Coord 66.6 Coord 66.6 Coord 66.6 Gap 11.4 Gap 11.4 Hold 11.4 Hold 11.4 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 68.4 68.4 68.4 68.4 68.4 68.4 9.6 9.6 9.6 9.6 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 70.3 70.3 70.3 70.3 70.3 70.3 7.7 7.7 7.7 7.7 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 84.0 84.0 84.0 84.0 84.0 84.0 0.0 0.0 0.0 0.0 10th %ile Term Code Coord Coord Coord Coord Coord Coord Skip Skip Skip Skip Queue Length 50th (ft) 1 33 0 4 43 36 2 Queue Length 95th (ft) m2 25 0 13 76 76 15 Internal Link Dist (ft) 2453 972 1694 425 Turn Bay Length (ft) 90 675 70 Base Capacity (vph) 620 2644 1290 434 2644 424 492 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 0.03 0.36 010 0.07 0.23 0.18 0.02 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —AM —IMP 7: Millwood Pk & Victory Lane 2/7/2008 4/ Lane Group_ SBR Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) 0.0 Total Split (%) 0.0% Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn ' Storage Cap Reductn Reduced v/c Ratio Intersection Summary Synchro 7 - Report Patton Harris Rust & Associates ' Page 8 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —AM —IMP 7: Millwood Pk & Victory Lane 2/712008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.48 Intersection Signal Delay: 4.2 Intersection LOS: A Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7: Millwood Pk & Victory Lane o2 o4 57 s 33 s #-- o6 t 08 57 s - W 33 s Patton Harris Rust & Associates Synchro 7 - Report Page 9 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -AM -IMP ' 15: Costello Dr & Route 522 2/7/2008 Lane Group . " EBL E,BT. . EBR' WBL.. , ,WBT. ,..:WBR NBL NBT . NBR-' SBIL _ .SBT SBR Lane Configurations ttT+ tT+ Volume (vph) 5 5 1 174 0 39 0 677 140 102 717 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.974 0.998 Flt Protected 0.976 0.950 0.950 0.950 Satd. Flow (prot) 0 1818 1583 1681 1681 1583 1863 4513 0 1770 3165 0 Flt Permitted 0.976 0.950 0.950 0.950 Satd. Flow (perm) 0 1818 1583 1681 1681 1583 1863 4513 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 43 43 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 6 6 1 193 0 43 0 752 156 113 797 12 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 12 1 96 97 43 0 908 0 113 809 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 10 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -AM -IMP 15: Costello Dr & Route 522 2/7/2008 # I Lane Group EBL EBT, EBR WBL ' WBT, WBR NBL %': NBT NBR . SBL ' :- SBT SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 22.0 22.0 22.0 18.0 18.0 18.0 12.0 23.0 0.0 27.0 38.0 0.0 Total Split (%) 24.4% 24.4% 24.4% 20.0% 20.0% 20.0% 13.3% 25.6% 0.0% 30.0% 42.2% 0.0% Maximum Green (s) 16.0 16.0 16.0 12.0 12.0 12.0 6.0 17.0 21.0 32.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag 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 None Max None Max Act Effct Green (s) 6.3 6.3 8.6 8.6 8.6 24.8 9.1 37.0 Actuated g/C Ratio 0.10 0.10 0.15 0.15 0.15 0.45 0.16 0.67 v/c Ratio 0.07 0.01 0.38 0.39 0.16 0.45 0.41 0.38 Control Delay 30.0 24.0 27.7 27.8 10.4 17.2 27.1 7.6 Queue Delay 0.0 0.0 , 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.0 24.0 27.7 27.8 10.4 17.2 27.1 7.6 LOS C C C C B B C A Approach Delay 29.5 24.6 17.2 10.0 Approach LOS C C B A 90th %ile Green (s) 7.0 7.0 7.0 12.0 12.0 12.0 0.0 17.0 13.4 36.4 90th We Term Code Gap Gap Gap Max Max Max Skip MaxR Gap Hold 70th %ile Green (s) 0.0 0.0 0.0 9.6 9.6 9.6 0.0 17.0 10.0 33.0 70th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 50th %ile Green (s) 0.0 0.0 0.0 8.4 8.4 8.4 0.0 17.3 8.7 32.0 50th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Hold Gap MaxR 30th %ile Green (s) 0.0 0.0 0.0 7.3 7.3 7.3 0.0 18.4 7.6 32.0 30th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Hold Gap MaxR 10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 39.9 0.0 39.9 10th %ile Term Code Skip Skip Skip Skip Skip Skip Skip Dwell Skip Dwell Queue Length 50th (ft) 3 0 28 28 0 79 32 56 Queue Length 95th (ft) 20 5 86 86 26 #203 90 171 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 1000 1000 Base Capacity (vph) 390 340 333 333 348 2038 537 2112 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.00 0.29 0.29 0.12 0.45 0.21 0.38 Intersection.Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 55,5 Natural Cycle: 60 Synchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —AM —IMP 15: Costello Dr & Route 522 21712008 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.45 Intersection Signal Delay:14.9 Intersection LOS: B Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 90th %ile Actuated Cycle: 73.4 70th %ile Actuated Cycle: 54.6 50th %ile Actuated Cycle: 52.4 30th %ile Actuated Cycle: 51.3 10th %ile Actuated Cycle: 45.9 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Costello Dr & Route 522 01 I o2 "4 o4 o8 I VAR 22;s z=r.. l o5 o6 12 s- � I P 38's Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -AM -IMP 18: Millwood Pk & Custer Ave. 21712008 - -10. -t t' - -- *-- \ t l �'" Lane Group EBL. EBT EBR : WBL WBT WBR , 'NBL NBT - , NBR SB1 SBT: -SBR Lane Configurations tt r tT 4 r t r Volume (vph) 42 690 382 228 582 4 113 31 86 48 88 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 200 360 100 100 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.972 0.950 Satd. Flow (prot) 1770 3312 1583 1770 3310 0 1681 1720 1583 1770 1863 1583 Flt Permitted 0.395 0.212 0.950 0.972 0.950 Satd. Flow (perm) 736 3312 1583 395 3310 0 1681 1720 1583 1770 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 424 1 96 106 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 47 767 424 253 647 4 126 34 96 53 98 106 Shared Lane Traffic (%) 37% Lane Group Flow (vph) 47 767 424 253 651 0 79 81 96 53 98 106 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 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 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 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt pm+ov pm+pt Split Perm Split Perm Protected Phases 5 2 8 1 6 8 8 4 4 Permitted Phases 2 2 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -AM -IMP 18: Millwood Pk & Custer Ave. 2/7/2008 Lane Group EBL" EBT . ' EBR WBL ' �WBT °:WBR NBL NBT:.=�< NBR �. SBL :: SBT,, �' =SBR Detector Phase 5 2 8 1 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 12.0 39.0 14.0 15.0 42.0 0.0 14.0 14.0 14.0 22.0 22.0 22.0 Total Split (%) 13.3% 43.3% 15.6% 16.7% 46.7% 0.0% 15.6% 15.6% 15.6% 24.4% 24.4% 24.4% Maximum Green (s) 6.0 33.0 8.0 9.0 36.0 8.0 8.0 8.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag 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 3.0 Recall Mode None C-Max Max None C-Max Max Max Max Min Min Min Act Effct Green (s) 39.0 33.0 47.0 46.2 40.8 14.0 14.0 14.0 10.0 10.0 10.0 Actuated g/C Ratio 0.43 0.37 0.52 0.51 0.45 0.16 0.16 0.16 0.11 0.11 0.11 v/c Ratio 0.12 0.63 0.41 0.74 0.43 0.30 0.30 0.29 0.27 0.47 0.39 Control Delay 11.4 26.3 2.0 35.8 12.7 32.8 32.7 11.3 38.9 44.3 11.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.4 26.3 2.0 35.8 12.7 32.8 32.7 11.3 38.9 44.3 11.8 LOS B C A D B C C B D D B Approach Delay 17.4 19.1 24.7 29.8 Approach LOS B B C C 90th %ile Green (s) 6.0 33.0 10.2 9.0 36.0 10.2 10.2 10.2 13.8 13.8 13.8 90th %ile Term Code Max Coord MaxR Max Coord MaxR MaxR MaxR Gap Gap Gap 70th %ile Green (s) 6.0 33.0 12.4 9.0 36.0 12.4 12.4 12.4 11.6 11.6 11.6 70th %ile Term Code Max Coord MaxR Max Coord MaxR MaxR MaxR Gap Gap Gap 50th %ile Green (s) 6.0 33.0 14.0 9.0 36.0 14.0 14.0 14.0 10.0 10.0 10.0 50th %ile Term Code Max Coord MaxR Max Coord MaxR MaxR MaxR Gap Gap Gap 30th %ile Green (s) 0.0 33.0 15.5 9.0 48.0 15.5 15.5 15.5 8.5 8.5 8.5 30th %ile Term Code Skip Coord MaxR Max Coord MaxR MaxR MaxR Gap Gap Gap 10th %ile Green (s) 0.0 33.0 17.7 9.0 48.0 17.7 17.7 17.7 6.3 6.3 6.3 10th %ile Term Code Skip Coord MaxR Max Coord MaxR MaxR MaxR Gap Gap Gap Queue Length 50th (ft) 12 185 0 65 73 37 38 2 28 53 0 Queue Length 95th (ft) 28 248 23 #161 95 95 97 32 61 98 44 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 200 360 100 100 Base Capacity(vph) 388 1214 1029 340 1501 261 267 327 315 331 369 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.63 0.41 0.74 0.43 0.30 0.30 0.29 0.17 0.30 0.29 Intersection Summary , Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 15 (17%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 14 11 u 11 11 II 11 11 II II II 11 11 n 11 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —AM —IMP 18: Millwood Pk & Custer Ave. 21712008 Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.74 Intersection Signal Delay: 19.9 Intersection LOS: B Intersection Capacity Utilization 57.3% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer, Queue shown is maximum after two cycles. Splits and Phases: 18: Millwood Pk & Custer Ave. 7 01 � o2 o4 08 15s ,y 39s 22s ' 14s o5 06 12 s "I I:: 42 s Synchro 7 - Report Patton Harris Rust & Associates Page 15 11 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -AM -IMP 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 I Lane Group . ": ;. ` EBL :, EBR' NBL NBT Sbf SBR" Lane Configurations t t r Volume (vph) 53 160 72 177 559 121 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 200 100 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 25 25 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) 1770 1583 1770 1863 1863 1583 Flt Permitted 0.950 0.399 Satd. Flow (perm) 1770 1583 743 1863 1863 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 178 134 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 59 178 80 197 621 134 Shared Lane Traffic (%) Lane Group Flow (vph) 59 178 80 197, 621 134 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 1 Detector Template Left Right Left Thru Thru Right Leading Detector (ft) 20 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot Perm Perm Protected Phases 4 4 2 6 Permitted Phases 2 6 Detector Phase 4 4 2 2 6 6 Synchro 7 - Report Patton Harris Rust & Associates Page 16 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -AM -IMP 19: Costello Dr & Pr. Frederick Dr. 21712008 ..' 4\ t t 41 Lane Group EBL EBR'' NBL NBT ' SBT ' SBR Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 18.0 18.0 72.0 72.0 72.0 72.0 Total Split (%) 20.0% 20.0% 80.0% 80.0% 80.0% 80.0% Maximum Green (s) 12.0 12.0 66.0 66.0 66.0 66.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Min C-Min C-Min C-Min Act Effct Green (s) 8.6 8.6 69.4 69.4 69.4 69.4 Actuated g/C Ratio 0.10 0.10 0.77 0.77 0.77 0.77 vlc Ratio 0.35 0.57 0.14 0.14 0.43 0.11 Control Delay 42.8 13.6 4.7 4.1 4.8 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.8 13.6 4.7 4.1 4.8 1.2 LOS D B A A A A Approach Delay 20.9 4.3 4.2 Approach LOS C A A 90th %ile Green (s) 12.1 12.1 65.9 65.9 65.9 65.9 90th %ile Term Code Gap Gap Coord Coord Coord Coord 70th %ile Green (s) 9.6 9.6 68.4 68.4 68.4 68.4 70th %ile Term Code Gap Gap Coord Coord Coord Coord 50th %ile Green (s) 8.4 8.4 69.6 69.6 69.6 69.6 50th %ile Term Code Gap Gap Coord Coord Coord Coord 30th %ile Green (s) 7.1 7.1 70.9 70.9 70.9 70.9 30th %ile Term Code Gap Gap Coord Coord Coord Coord 10th %ile Green (s) 6.0 6.0 72.0 72.0 72.0 72.0 10th %ile Term Code Min Min Coord Coord Coord Coord Queue Length 50th (ft) 32 0 14 34 59 0 Queue Length 95th (ft) 67 57 m19 37 233 m8 Internal Link Dist (ft) 3029 397 1478 Turn Bay Length (ft) 275 200 100 Base Capacity (vph) 236 365 573 1436 1436 1251 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vlc Ratio 0.25 0.49 0.14 0.14 0.43 0.11 Intersection.Summar Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 40 Synchro 7 - Report Patton Harris Rust & Associates Page 17 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —AM —IMP 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.57 Intersection Signal Delay: 7.3 Intersection LOS: A Intersection Capacity Utilization 54.4% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 19: Costello Dr & Pr. Frederick Dr. o2 o4 06 Synchro 7 - Report Patton Harris Rust & Associates Page 18 I n I Carpers Valley Development Scenario 1: 2025 Build -out Conditions —PM —IMP 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group EBL EBT WBT WBR SBL 'SBR Lane Configurations tt tt r if Volume (vph) 0 1019 1383 63 0 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util, Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 0 3312 3312 1583 0 1611 Flt Permitted Satd. Flow (perm) 0 3312 3312 1583 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 0 1132 1537 70 0 47 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1132 1537 70 0 47 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 24 24 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary: Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.2% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -PM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Lane Group ' EBL 'EBT EBR WBL WBT ` WBR .:. NBL NBT : ` NBR SBL ': 'SBT- SBR Lane Configurations tt r '� t r, Volume (vph) 247 713 59 126 1262 244 33 173 106 64 121 151 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 0 200 135 150 100 200 0 Storage Lanes 2 0 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 0.97 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.988 0.850 0.850 0.917 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 3288 0 1770 3312 1583 1770 1863 1583 1770 1708 0 Fit Permitted 0.950 0.950 0.245 0.511 Satd. Flow (perm) 3433 3288 0 1770 3312 1583 456 1863 1583 952 1708 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 12 180 118 59 Link Speed (mph) 55 55 30 35 Link Distance (ft) 2678 2533 3150 2207 Travel Time (s) 33.2 31.4 71.6 43.0 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 274 792 66 140 1402 271 37 192 118 71 134 168 Shared Lane Traffic (%) , Lane Group Flow (vph) 274 858 0 140 1402 271 37 192 118 71 302 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) 30 40 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 20 100 20 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 6 20 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Prot Perm Perm Perm Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -PM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 * I Lane Group ` EBL ' LBT EBR WBL WBT-. ' 'WBR � NBL ", .NBT NBR .` SBL . �' SBT - SBR_ Detector Phase 1 6 5 2 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 16.0 50.0 0.0 21.0 55.0 55.0 25.0 25.0 25.0 25.0 25.0 0.0 Total Split (%) 16.7% 52.1 % 0.0% 21.9% 57.3% 57.3% 26.0% 26.0% 26.0% 26.0% 26.0% 0.0% Maximum Green (s) 10.0 44.0 15.0 49.0 49.0 19.0 19.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lag Lag Lead Lead Lead Lead -Lag Optimize? Yes 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 C-Min None C-Max C-Max Min Min Min None None Act Effct Green (s) 9.9 48.5 12.3 50.8 50.8 17.2 17.2 17.2 17.2 17.2 Actuated g/C Ratio 0.10 0.51 0.13 0.53 0.53 0.18 0.18 0.18 0.18 0.18 v/c Ratio 0.77 0.51 0.62 0.80 0.29 0.45 0.57 0.31 0.42 0.85 Control Delay 43.9 9.4 51.9 19.5 4.0 49.3 40.8 9.2 42.2 53.0 Queue Delay 0.0 0.0 0.0 0.0 , 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.9 9.4 51.9 19.5 4.0 49.3 40.8 9.2 42.2 53.0 LOS D A D B A D D A D D Approach Delay 17.8 19.7 30.9 50.9 Approach LOS B B C D 90th %ile Green (s) 10.0 44.0 15.0 49.0 49.0 19.0 19.0 19.0 19.0 19.0 90th %ile Term Code Max Coord Max Coord Coord Max Max Max Max Max 70th %ile Green (s) 10.0 44.2 14.8 49.0 49.0 19.0 19.0 19.0 19.0 19.0 70th %ile Term Code Max Coord Gap Coord Coord Hold Hold Hold Max Max 50th %ile Green (s) 10.0 46.2 12.8 49.0 49.0 19.0 19.0 19.0 19.0 19.0 50th %ile Term Code Max Coord Gap Coord Coord Hold Hold Hold Max Max 30th %ile Green (s) 10.0 50.4 10.8 51.2 51.2 16.8 16.8 16.8 16.8 16.8 30th %ile Term Code Max Coord Gap Coord Coord Hold Hold Hold Gap Gap 10th %ile Green (s) 9.7 57.8 7.9 56.0 56.0 12.3 12.3 12.3 12.3 12.3 10th %ile Term Code Gap Coord Gap Coord Coord Hold Hold Hold Gap Gap Queue Length 50th (ft) 88 88 82 372 43 19 96 6 38 143 Queue Length 95th (ft) m#135 111 149 211 32 m33 157 29 81 #272 Internal Link Dist (ft) 2598 2453 3070 2127 Turn Bay Length (ft) 290 200 135 150 100 200 Base Capacity(vph) 358 1668 277 1754 923 90 369 408 188 385 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.77 0.51 0.51 0.80 0.29 0.41 0.52 0.29 0.38 0.78 Intersection Summary". Area Type: Other Cycle Length: 96 Actuated Cycle Length: 96 Offset: 76 (79%), Referenced to phase 2:WBT and 6:EBT, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 3 11 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —PM —IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 Natural Cycle: 65 ' Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 23.3 Intersection LOS: C ' Intersection Capacity Utilization 82.5% ICU Level of Service E 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. Splits and Phases: 4: Millwood Pk & Sulohur SD Rd o2 01 I` o4 55s 'TGs �2II5"" o5 06 t` 08 21 s50s ?. tm.. ,Nt, u I � I � I � 11 1 I 11 I I Synchro 7 - Report ' Patton Harris Rust & Associates Page 4 11 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —PM —IMP 7: Millwood Pk & Victory Lane 2/7/2008 Lane Group SBR Lan4onfigurations Volume (vph) 11 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 At Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd, Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Patton Harris Rust & Associates Synchro 7 - Report Page 6 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -PM -IMP 7: Millwood Pk & Victory Lane 2/7/2008 :n -. --* 4- *- t "Ib. , Lane_Group ". ". EBU " EBL.. EBT,.; EBR.: WBL "::;WBT. " WBR NBL" " NBT"=. NBR'` "SBL':" ..'SBT: Lane Configurations tt r '� Volume (vph) 69 7 842 85 34 1259 0 108 3 8 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.991 0.865 Fit Protected 0.950 0,950 0,957 Said. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Fit Permitted 0.158 0.288 0.737 Satd. Flow (perm) 0 294 3312 1583 536 3312 0 0 1360 0 0 1611 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 94 3 62 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 77 8 936 94 38 1399 0 120 3 9 0 0 Shared Lane Traffic (%) , Lane Group Flow (vph) 0 85 936 94 38 1399 0 0 132 0 0 12 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 20 100 20 20 100 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 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 2 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -PM -IMP 7: Millwood Pk & Victory Lane 2/7/2008 Lane Group EBU . EBL : EBT EBR WBL :- . WBT WBR NBL NBT, NBR . SBL SBT Detector Phase 2 2 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 72.0 72.0 72.0 72.0 72.0 72.0 0.0 24.0 24.0 0.0 24.0 24.0 Total Split (%) 75.0% 75.0% 75.0% 75.0% 75.0% 75.0% 0.0% 25.0% 25.0% 0.0% 25.0% 25.0% Maximum Green (s) 66.0 66.0 66.0 66.0 66.0 66.0 18.0 18.0 18.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Min C-Min C-Min None None None None Act Effct Green (s) 69.7 69.7 69.7 69.7 69.7 14.3 14.3 Actuated g/C Ratio 0.73 0.73 0.73 0.73 0.73 0.15 0.15 v/c Ratio 0.40 0.39 0.08 0.10 0.58 0.64 0.04 Control Delay 9.1 2.8 0.2 5.7 8.1 51.1 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.1 2.8 0.2 5.7 8.1 51.1 0.3 LOS A A A A A D A Approach Delay 3.1 8.0 51.1 0.3 Approach LOS A A D A 90th %ile Green (s) 63.6 63.6 63.6 63.6 63.6 63.6 20.4 20.4 20.4 20.4 90th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 70th %ile Green (s) 67.1 67.1 67.1 67.1 67.1 67.1 16.9 16.9 16.9 16.9 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 69.7 69.7 69.7 69.7 69.7 69.7 14.3 14.3 14.3 14.3 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 72.2 72.2 72.2 72.2 72.2 72.2 11.8 11.8 11.8 11.8 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 75.9 75.9 75.9 75.9 75.9 75.9 8.1 8.1 8.1 8.1 10th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold Queue Length 50th (ft) 10 55 1 6 180 75 0 Queue Length 95th (ft) 86 26 0 20 298 127 0 Internal Link Dist (ft) 2453 972 1694 425 Turn Bay Length (ft) 90 675 70 Base Capacity (vph) 215 2421 1183 392 2421 264 360 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 0.40 0.39 0.08 0.10 0.58 0.50 0.03 Intersection Summary' Area Type: Other Cycle Length: 96 Actuated Cycle Length: 96 Offset: 43 (45%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —PM —IMP 7: Millwood Pk & Victory Lane 2/7/2008 4/ Lane Group 86R_ Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) 0.0 Total Split (%) 0.0% Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th We Term Code 70th We Green (s) 70th %ile Term Code 50th We Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th We Green (s) 10th We Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary, ;r. Synchro 7 - Report Patton Harris Rust & Associates Page 8 I � I � I � n -1 � I I Carpers Valley Development Scenario 1: 2025 Build -out Conditions —PM —IMP 7: Millwood Pk & Victory Lane 2/7/2008 Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.64 Intersection Signal Delay: 8.1 Intersection LOS: A Intersection Capacity Utilization 68.1 % ICU Level of Service C Analysis Period (min)15 Splits and Phases: 7: Millwood Pk & Victory Lane ­0' o2 o4 72 s L 24 s 06 t o8 72,s ' 24 s u 11 n n I I I I ISynchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -PM -IMP 15: Costello Dr & Route 522 21712008 - -- 4.- t Ill. I Lane Group EBL.. EBT EBR� WBL ,..,WbT„ .-,WBR "�,NBI _.�NBT-'-' NBR ��, SBL'.:`SBT. � .-�`SBR Lane Configurations 4 r 4 r ) ttT+ '� tT Volume (vph) 6 3 0 274 3 188 1 787 229 283 689 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.966 0.998 Fit Protected 0.966 0.950 0,953 0.950 0.950 Satd. Flow (prot) 0 1799 1863 1681 1686 1583 1770 4502 0 1770 3165 0 Fit Permitted 0.966 0.950 0.953 0.950 0.950 Satd. Flow (perm) 0 1799 1863 1681 1686 1583 1770 4502 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 209 72 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 7 3 0 304 3 209 1 874 254 314 766 11 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 10 0 152 155 209 1 1128 0 314 777 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 Permitted Phases 4 8 Synchro 7 - Report ' Patton Harris Rust & Associates Page 10 11 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -PM -IMP 15: Costello Dr & Route 522 2/7/2008 Lane Group ^' EBL , � EBT EBR WBL ::,WBT -' WBR NBL" ' NBT ' NBR SBL SBT . ' SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 21.0 21.0 21.0 18.0 18.0 18.0 12.0 23.0 0.0 28.0 39.0 0.0 Total Split (%) 23.3% 23.3% 23.3% 20.0% 20.0% 20.0% 13.3% 25.6% 0.0% 31.1 % 43.3% 0.0% Maximum Green (s) 15.0 15.0 15.0 12.0 12.0 12.0 6.0 17.0 22.0 33.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 O.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag 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 None Max None Max Act Effct Green (s) 6.3 10.7 10.7 10.7 6.0 17.3 16.3 37.8 Actuated g/C Ratio 0.08 0.17 0.17 0.17 0.08 0.27 0.25 0.58 v/c Ratio 0.07 0.55 0.56 0.48 0.01 0.90 0.71 0.42 Control Delay 34.9 35.5 35.8 9.0 35.0 34.7 32.4 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.9 35.5 35.8 9.0 35.0 34.7 32.4 10.4 LOS C D D A C C C B Approach Delay 34.9 24.9 34.7 16.7 Approach LOS C C C B 90th %ile Green (s) 7.0 7.0 7.0 12.0 12.0 12.0 6.0 17.0 22.0 33.0 90th %ile Term Code Gap Gap Gap Max Max Max Max MaxR Max MaxR 70th %ile Green (s) 0.0 0.0 0.0 12.0 12.0 12.0 0.0 17.0 19.1 42.1 70th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Gap Hold 50th %ile Green (s) 0.0 0.0 0.0 11.8 11.8 11.8 0.0 17.0 16.5 39.5 50th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 30th %ile Green (s) 0.0 0.0 0.0 9.9 9.9 9.9 0.0 17.0 14.1 37.1 30th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 10th %ile Green (s) 0.0 0.0 0.0 7.6 7.6 7.6 0.0 17.0 10.7 33.7 10th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold Queue Length 50th (ft) 4 55 56 0 0 142 108 66 Queue Length 95th (ft) 20 #152 #157 58 5 #328 230 220 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 1000 1000 Base Capacity (vph) 326 310 311 462 144 1259 558 1852 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.49 0.50 0.45 0.01 0.90 0.56 0.42 Intersection Summar Area Type: Other Cycle Length: 90 Actuated Cycle Length: 64.7 Natural Cycle: 70 Synchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —PM —IMP 15: Costello Dr & Route 522 2/7/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.90 Intersection Signal Delay: 25.7 Intersection LOS: C Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min)15 90th %ile Actuated Cycle: 82 70th %ile Actuated Cycle: 66.1 50th %ile Actuated Cycle: 63.3 30th %ile Actuated Cycle: 59 10th %ile Actuated Cycle: 53.3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Costello Dr & Route 522 01 I o2 04 08 21 s '` ` 18 s o5 o6 12.E 39 s Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -PM -IMP 18: Millwood Pk & Custer Ave. 2/7/2008 Lane Group. EBL, ' EBT. EBR WBL MT WBR NBL NBT ' `, NBR SBt SBT SBR Lane Configurations tt r '� tT 4 r ri t r Volume (vph) 185 566 466 335 965 17 695 50 428 33 49 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 200 360 100 100 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0,850 0,997 0.850 0.850 At Protected 0.950 0.950 0.950 0.958 0.950 Satd. Flow (prot) 1770 3312 1583 1770 3306 0 1681 1695 1583 1770 1863 1583 Flt Permitted 0.163 0.195 0.950 0.958 0.950 Satd. Flow (perm) 304 3312 1583 363 3306 0 1681 1695 1583 1770 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 218 2 389 17 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 206 629 518 372 1072 19 772 56 476 37 54 74 Shared Lane Traffic (%) 47% Lane Group Flow (vph) 206 629 518 372 1091 0 409 419 476 37 54 74 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 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 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 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt pm+ov pm+pt Split Perm Split pm+ov Protected Phases 5 2 8 1 6 8 8 4 4 5 Permitted Phases 2 2 6 8 4 Synchro 7 - Report , Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -PM -IMP 18: Millwood Pk & Custer Ave. 2/7/2008 LaneGroup" - EBL EBT , . EBR ' WBL WBT- . ` WBR NBL .. NBT . NBR , ' SBL ,, SBT SBR Detector Phase 5 2 8 1 6 8 8 8 4 4 5 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 14.0 30.0 31.0 23.0 39.0 0.0 31.0 31.0 31.0 12.0 12.0 14.0 Total Split (%) 14.6% 31.3% 32.3% 24.0% 40.6% 0.0% 32.3% 32.3% 32.3% 12.5% 12.5% 14.6% Maximum Green (s) 8.0 24.0 25.0 17.0 33.0 25.0 25.0 25.0 6.0 6.0 8.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lead -Lag Optimize? Yes 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 3.0 Recall Mode None C-Max Max None C-Max Max Max Max Min Min None Act Effct Green (s) 32.5 24.5 49.5 47.0 33.0 25.0 25.0 25.0 6.0 6.0 14.0 Actuated g/C Ratio 0.34 0.26 0.52 0.49 0.34 0.26 0.26 0.26 0.06 0.06 0.15 v/c Ratio 0.92 0.75 0.56 0.89 0.96 0.93 0.95 0.68 0.33 0.47 0.30 Control Delay 65.6 39.4 7.2 34.5 31.5 55.5 58.2 10.8 51.6 56.9 18.1 Queue Delay 0!0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.6 39.4 7.2 34.5 31.5 55.5 58.2 10.8 51.6 56.9 18.1 LOS E D A C C E E B D E B Approach Delay 31.1 32.3 40.1 38.3 Approach LOS C C D D 90th %ile Green (s) 8.0 24.0 25.0 17.0 33.0 25.0 25.0 25.0 6.0 6.0 8.0 90th %ile Term Code Max Coord MaxR Max Coord MaxR MaxR MaxR Max Max Max 70th %ile Green (s) 8.0 24.0 25.0 17.0 33.0 25.0 25.0 25.0 6.0 6.0 8.0 70th %ile Term Code Max Coord MaxR Max Coord MaxR MaxR MaxR Max Max Max 50th %ile Green (s) 8.0 24.0 25.0 17.0 33.0 25.0 25.0 25.0 6.0 6.0 8.0 50th %ile Term Code Max Coord MaxR Max Coord MaxR MaxR MaxR Max Max Max 30th %ile Green (s) 8.0 24.0 25.0 17.0 33.0 25.0 25.0 25.0 6.0 6.0 8.0 30th %ile Term Code Max Coord MaxR Max Coord MaxR MaxR MaxR Max Max Max 10th %ile Green (s) 8.0 26.3 25.0 14.7 33.0 25.0 25.0 25.0 6.0 6.0 8.0 10th %ile Term Code Max Coord MaxR Gap Coord MaxR MaxR MaxR Max Max Max Queue Length 50th (ft) 75 187 59 89 348 242 250 43 22 32 16 Queue Length 95th (ft) #213 252 111 m#242 #467 m#402 m#416 m102 54 72 38 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 200 360 100 100 Base Capacity(vph) 225 844 921 427 1138 438 441 700 111 116 245 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.92 0.75 0.56 0.87 0.96 0.93 0.95 0.68 0.33 0.47 0.30 Intersection Summary Area Type: Other Cycle Length: 96 Actuated Cycle Length: 96 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 14 Carpers Valley Development 18: Millwood Pk & Custer Ave. Scenario 1: 2025 Build -out Conditions —PM —IMP 2/7/2008 Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 34.5 Intersection LOS: C 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. Splits and Phases: 18: Millwood Pk & Custer Ave 01 o2 o4I 08 23>. : E : ¢f 30.s. 12:s 05-- 06 7:4s39s „. Synchro 7 - Report Patton Harris Rust & Associates Page 15 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -PM -IMP 19: Costello Dr & Pr. Frederick Dr. 21712008 Lane Group EBL. , EBR 4\ NBL t NBT # SBT SBR Lane Configurations r '� t t r Volume (vph) 118 162 224 1035 742 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 200 100 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 25 25 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) 1770 1583 1770 1863 1863 1583 Flt Permitted 0.950 0.293 Satd. Flow (perm) 1770 1583 546 1863 1863 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 180 85 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 131 180 249 1150 824 86 Shared Lane Traffic (%) Lane Group Flow (vph) 131 180 249 1150 824 86 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1,00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 1 Detector Template Left Right Left Thru Thru Right Leading Detector (ft) 20 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot Perm Perm Protected Phases 4 4 2 6 Permitted Phases 2 6 Detector Phase 4 4 2 2 6 6 Patton Harris Rust & Associates Synchro 7 - Report Page 16 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -PM -IMP 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 4� t Cane Group - - EBL „ EBR NBL ", NBT �� SBT:_ SBR Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 16.0 16.0 80.0 80.0 80.0 80.0 Total Split (%) 16.7% 16.7% 83.3% 83.3% 83.3% 83.3% Maximum Green (s) 10.0 10.0 74.0 74.0 74.0 74.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Min C-Min C-Min C-Min Act Effct Green (s) 10.4 10.4 73.6 73.6 73.6 73.6 Actuated g/C Ratio 0.11 0.11 0.77 0.77 0.77 0.77 v/c Ratio 0.69 0.54 0.59 0.80 0.58 0.07 Control Delay 60.7 13.0 13.0 13.8 4.8 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.7 13.0 13.0 13.8 4.8 0.7 LOS E B B B A A Approach Delay 33.1 13.7 4.4 Approach LOS C B A 90th %ile Green (s) 10.0 10.0 74.0 74.0 74.0 74.0 90th %ile Term Code Max Max Coord Coord Coord Coord 70th %ile Green (s) 10.0 10.0 74.0 74.0 74.0 74.0 70th %ile Term Code Max Max Coord Coord Coord Coord 50th %ile Green (s) 12.8 12.8 71.2 71.2 71.2 71.2 50th %ile Term Code Gap Gap Coord Coord Coord Coord 30th %ile Green (s) 10.9 10.9 73.1 73.1 73.1 73.1 30th %ile Term Code Gap Gap Coord Coord Coord Coord 10th %ile Green (s) 8.1 8.1 75.9 75.9 75.9 75.9 10th %ile Term Code Gap Gap Coord Coord Coord Coord Queue Length 50th (ft) 76 0 84 515 132 0 Queue Length 95th (ft) #165 62 m130 553 m137 m2 Internal Link Dist (ft) 3029 397 1478 Turn Bay Length (ft) 275 200 100 Base Capacity (vph) 198 337 423 1443 1443 1246 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.66 0.53 0.59 0.80 0.57 0.07 Intersection Summary Area Type: Other Cycle Length: 96 Actuated Cycle Length: 96 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 60 Synchro 7 - Report Patton Harris Rust & Associates Page 17 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —PM —IMP 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 12.8 Intersection LOS: B Intersection Capacity Utilization 73.0% ICU Level of Service C 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. splits and Nnases: 19: Uostello Ur & 11r. l-reaencK Ur. o2 opt 80s16s # 06 80 s Patton Harris Rust & Associates Synchro 7 - Report Page 18 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —SAT —IMP 2: Millwood Pk & Inverlee Way 2/7/2008 Lane Group" EL EBT 'WBT WAR SBR' Lane Configurations tt tt r Volume (vph) 0 934 1112 49 0 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 0 3312 3312 1583 0 1611 Flt Permitted Satd. Flow (perm) 0 3312 3312 1583 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 2256 2678 1125 Travel Time (s) 51.3 60.9 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 0 1038 1236 54 0 61 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1038 1236 54 0 61 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 24 24 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Yield Intersection Summary �e Y Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 40.8% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 1 I Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT -IMP 4: Millwood Pk & Sulphur Sp Rd 217/2008 Lane Group EBL EBT EBR WBL WBT .. WBR NBL NBT . NBR SBL SBT SBR Lane Configurations ' tT+ '� tt r t r T Volume (vph) 355 536 44 118 749 97 40 149 107 123 166 372 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 0 200 135 150 100 200 0 Storage Lanes 2 0 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 0.97 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.989 0.850 0.850 0.896 Fit Protected 0.950 0.950 0.950 0.950 Said. Flow (prot) 3433 3292 0 1770 3312 1583 1770 1863 1583 1770 1669 0 Fit Permitted 0.950 0.950 0.133 0.650 Said. Flow (perm) 3433 3292 0 1770 3312 1583 248 1863 1583 1211 1669 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 10 87 119 142 Link Speed (mph) 55 55 30 35 Link Distance (ft) 2678 2533 3150 2207 Travel Time (s) 33.2 31.4 71.6 43.0 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 394 596 49 131 832 108 44 166 119 137 184 413 Shared Lane Traffic (%) Lane Group Flow (vph) 394 645 0 131 832 108 44 166 119 137 597 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) 30 40 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 20 100 20 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 6 20 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Prot Perm Perm Perm Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT -IMP 4: Millwood Pk & Sulphur Sp Rd 2/7/2008 # Lane Group 'BL, WBTWBR' aNBL NTNBR�SB: :.Sb_. SBR Detector Phase 1 6 5 2 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 20.0 33.0 0.0 18.0 31.0 31.0 39.0 39.0 39.0 39.0 39.0 0.0 Total Split (%) 22.2% 36.7% 0.0% 20.0% 34.4% 34.4% 43.3% 43.3% 43.3% 43.3% 43.3% 0.0% Maximum Green (s) 14.0 27.0 12.0 25.0 25.0 33.0 33.0 33.0 33.0 33.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes 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 C-Min None C-Max C-Max Min Min Min None None Act Effct Green (s) 13.5 31.3 10.6 28.5 28.5 30.1 30.1 30.1 30.1 30.1 Actuated g/C Ratio 0.15 0.35 0.12 0.32 0.32 0.33 0.33 0.33 0.33 0.33 v/c Ratio 0.77 0.56 0.63 0.79 0.19 0.53 0.27 0.20 0.34 0.92 Control Delay 47.5 27.0 54.4 33.5 6.8 48.6 22.2 4.7 24.1 41.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.5 27.0 54.4 33.5 6.8 48.6 22.2 4.7 24.1 41.9 LOS D C D C A D C A C D Approach Delay 34.8 33.4 19.4 38.6 Approach LOS C C B D 90th %ile Green (s) 14.0 27.0 12.0 25.0 25.0 33.0 33.0 33.0 33.0 33.0 90th %ile Term Code Max Coord Max Coord Coord Max Max Max Max Max 70th %ile Green (s) 14.0 27.0 12.0 25.0 25.0 33.0 33.0 33.0 33.0 33.0 70th %ile Term Code Max Coord Max Coord Coord Hold Hold Hold Max Max 50th %ile Green (s) 14.0 27.1 11.9 25.0 25.0 33.0 33.0 33.0 33.0 33.0 50th %ile Term Code Max Coord Gap Coord Coord Hold Hold Hold Max Max 30th %ile Green (s) 13.9 32.7 10.0 28.8 28.8 29.3 29.3 29.3 29.3 29.3 30th %ile Term Code Gap Coord Gap Coord Coord Hold Hold Hold Gap Gap 10th %ile Green (s) 11.5 42.7 7.3 38.5 38.5 22.0 22.0 22.0 22.0 22.0 10th %ile Term Code Gap Coord Gap Coord Coord Hold Hold Hold Gap Gap Queue Length 50th (ft) 111 163 54 241 16 19 65 0 55 242 Queue Length 95th (ft) #163 223 136 #352 22 #68 112 34 102 #442 Internal Link Dist (ft) 2598 2453 3070 2127 Turn Bay Length (ft) 290 200 135 150 100 200 Base Capacity (vph) 534 1151 236 1047 560 91 683 656 444 702 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.56 0.56 0.79 0.19 0.48 0.24 0.18 0.31 0.85 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBT and 6:EBT, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 3 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —SAT —IMP 4: Millwood Pk & Sulphur Sp Rd 2/712008 Natural Cycle: 70 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.92 Intersection Signal Delay: 33.6 Intersection LOS: C Intersection Capacity Utilization 87.4% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Millwood Pk & Sulphur So Rd 01 o2 f o4 20s 31 s 39s f' o5 06 08 18 s" 33 s 39 s . ISynchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT -IMP 7: Millwood Pk & Victory Lane . 2/7/2008 Lane Group EBU EBL EBT EBR WBL WBT WBR NBL ' . NBT NBR SBL SBT Lane Configurations tt r 0 I Volume (vph) 6 2 815 39 13 864 0 48 0 14 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util, Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 , Frt 0.850 0.969 0.865 At Protected 0.950 0.950 0.963 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1738 0 0 1611 At Permitted 0.291 0.310 0.775 Satd. Flow (perm) 0 542 3312 1583 577 3312 0 0 1399 0 0 1611 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 43 16 146 ' Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 ' Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 7 2 906 43 14 960 0 53 0 16 0 0 Shared Lane Traffic (%) ' Lane Group Flow (vph) 0 9 906 43 14 960 0 0 69 0 0 2 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left , Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 20 100 20 20 100 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 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel , Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 2 6 8 4 Synchro 7 - Report ' Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —SAT —IMP 7: Millwood Pk & Victory Lane 21712008 Lane Group SBR Lanonfigurations Volume (vph) 2 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Patton Harris Rust & Associates Synchro 7 - Report Page 6 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT -IMP 7: Millwood Pk & Victory Lane 2/7/2008 } Lane Group EBIJ . EBL . EBT ' EBR ' WBL WBT WBR NBC NBT NBR SBL SBT Detector Phase 2 2 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 63.0 63.0 63.0 63.0 63.0 63.0 0.0 27.0 27.0 0.0 27.0 27.0 Total Split (%) 70.0% 70.0% 70.0% 70.0% 70.0% 70.0% 0.0% 30.0% 30.0% 0.0% 30.0% 30.0% Maximum Green (s) 57.0 57.0 57.0 57.0 57.0 57.0 21.0 21.0 21.0 21.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Min C-Min C-Min None None None None Act Effct Green (s) 72.6 72.6 72.6 72.6 72.6 9.0 9.0 Actuated g/C Ratio 0.81 0.81 0.81 0.81 0.81 0.10 0.10 v/c Ratio 0.02 0.34 0.03 0.03 0.36 0.45 0.01 Control Delay 1.0 1.2 0.1 3.4 3.8 39.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 1.0 1.2 0.1 3.4 3.8 39.1 0.0 LOS A A A A A D A Approach Delay 1.1 3.8 39.1 0.0 Approach LOS A A D A 90th %ile Green (s) 65.1 65.1 65.1 65.1 65.1 65.1 12.9 12.9 12.9 12.9 90th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 70th %ile Green (s) 67.5 67.5 67.5 67.5 67.5 67.5 10.5 10.5 10.5 10.5 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 69.3 69.3 69.3 69.3 69.3 69.3 8.7 8.7 8.7 8.7 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 71.0 71.0 71.0 71.0 71.0 71.0 7.0 7.0 7.0 7.0 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 84.0 84.0 84.0 84.0 84.0 84.0 0.0 0.0 0.0 0.0 10th %ile Term Code Coord Coord Coord Coord Coord Coord Skip Skip Skip Skip Queue Length 50th (ft) 0 20 0 2 72 29 0 Queue Length 95th (ft) ml 21 m0 7 122 67 0 Internal Link Dist (ft) 2453 972 1694 425 Turn Bay Length (ft) 90 675 70 Base Capacity (vph) 437 2671 1285 465 2671 339 488 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 0.02 0.34 0.03 0.03 0.36 0.20 0.00 Intersection Summary ,. Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 7 1 1 I Carpers Valley Development Scenario 1: 2025 Build -out Conditions —SAT —IMP 7: Millwood Pk & Victory Lane 2/7/2008 Lane Group SBR Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) 0.0 Total Split (%) 0.0% Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary' Synchro 7 - Report Patton Harris Rust & Associates Page 8 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —SAT —IMP 7: Millwood Pk & Victory Lane 217/2008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.45 ' Intersection Signal Delay: 3.7 Intersection LOS: A Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15 ' m Volume for 95th percentile queue is metered by upstream signal. SDIIts and Phases: 7: Millwood Pk & Virtnry I nne --0 o2 o4 63 s 27's ;t 2 Synchro 7 - Report Patton Harris Rust & Associates Page 9 1 1 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT -IMP 15: Costello Dr & Route 522 * 2/712008 Lane Group .- EBL EBT .., ' EBR - WBL _ . WBT ­WBR, NBL „ ,._ NBT,: -NBR.. - : SBL :.. SBT :. SBR Lane Configurations *' r +T if ) ttT+ tT Volume (vph) 4 1 2 285 1 353 1 531 294 604 467 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.947 0.999 Flt Protected 0.962 0.950 0.953 0.950 0.950 Satd. Flow (prot) 0 1792 1583 1681 1686 1583 1770 4477 0 1770 3165 0 Flt Permitted 0.962 0.950 0.953 0.950 0.950 Satd. Flow (perm) 0 1792 1583 1681 1686 1583 1770 4477 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 392 137 1 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 4 1 2 317 1 392 1 590 327 671 519 3 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 5 2 158 160 392 1 917 0 671 522 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split pm+ov Prot Prot Protected Phases 4 4 8 8 1 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 10 LJ Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT -IMP 15: Costello Dr & Route 522 2/7/2008 Lane Group EBL EBT` EBR WBL WBT WBR NBL NBT. NBR SBL SBT SBR Detector Phase 4 4 4 8 8 1 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 17.0 17.0 17.0 15.0 15.0 35.0 12.0 23.0 0.0 35.0 46.0 0.0 Total Split (%) 18.9% 18.9% 18.9% 16.7% 16.7% 38.9% 13.3% 25.6% 0.0% 38.9% 51.1 % 0.0% Maximum Green (s) 11.0 11.0 11.0 9.0 9.0 29.0 6.0 17.0 29.0 40.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead -Lag Optimize? Yes 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 None Max None Max Act Effct Green (s) 6.1 6.1 9.0 9.0 44.2 6.0 17.1 29.1 50.1 Actuated g/C Ratio 0.07 0.07 0.12 0.12 0.59 0.07 0.23 0.39 0.66 v/c Ratio 0.04 0.02 0.79 0.79 0.36 0.01 0.82 0.98 0.25 Control Delay 37.5 27.5 61.7 62.4 2.1 37.0 31.6 56.6 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.5 27.5 61.7 62.4 2.1 37.0 31.6 56.6 7.1 LOS D C E E A D C E A Approach Delay 34.6 29.0 31.6 35.0 Approach LOS C C C C 90th %ile Green (s) 6.5 6.5 6.5 9.0 9.0 29.0 6.0 17.0 29.0 40.0 90th %ile Term Code Gap Gap Gap Max Max Max Max MaxR Max MaxR 70th %ile Green (s) 0.0 0.0 0.0 9.0 9.0 29.0 0.0 17.0 29.0 52.0 70th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 50th %ile Green (s) 0.0 0.0 0.0 9.0 9.0 29.0 0.0 17.0 29.0 52.0 50th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 30th %ile Green (s) 0.0 0.0 0.0 9.0 9.0 29.0 0.0 17.0 29.0 52.0 30th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 10th %ile Green (s) 0.0 0.0 0.0 9.0 9.0 29.0 0.0 17.0 29.0 52.0 10th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold Queue Length 50th (ft) 2 0 73 74 0 0 122 285 34 Queue Length 95th (ft) 13 7 #208 #211 41 6 #232 #626 126 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 1000 1000 Base Capacity (vph) 219 195 201 202 1089 125 1118 682 2100 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.01 0.79 0.79 0.36 0.01 0.82 0.98 0.25 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 75.5 Natural Cycle: 90 Synchro 7 - Report Patton Harris Rust & Associates Page 11 I Carpers Valley Development 15: Costello Dr & Route 522 Scenario 1: 2025 Build -out Conditions —SAT —IMP 2/7/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.98 Intersection Signal Delay: 32.4 Intersection LOS: C Intersection Capacity Utilization 79.9% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 85.5 70th %ile Actuated Cycle: 73 50th %ile Actuated Cycle: 73 30th %ile Actuated Cycle: 73 10th %ile Actuated Cycle: 73 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Costello Dr & Route 522 01 I o2 o4 08 35 s `:1' 23 s : ': 17, s I r± 15 s 4\ 05 06 12s 46s :. Patton Harris Rust & Associates Synchro 7 - Report Page 12 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT -IMP 18: Millwood Pk & Custer Ave. 2/712008 Lane Group ,.- EBL .. _ EBT-EBR WBL WBT WBR NBL NBT`. .NBR SBL ` `SBT __SBR Lane Configurations tt if tT+ *T r t r Volume (vph) 146 511 669 456 622 11 629 36 408 40 32 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 200 360 100 100 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.997 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.957 0.950 Satd. Flow (prot) 1770 3312 1583 1770 3306 0 1681 1694 1583 1770 1863 1583 Fit Permitted 0.384 0.254 0.950 0.957 0.950 Satd. Flow (perm) 715 3312 1583 473 3306 0 1681 1694 1583 1770 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 667 2 453 98 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 162 568 743 507 691 12 699 40 453 44 36 108 Shared Lane Traffic (%) 47% Lane Group Flow (vph) 162 568 743 507 703 0 370 369 453 44 36 108 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 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 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 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt Perm pm+pt Split Perm Split pm+ov Protected Phases 5 2 1 6 8 8 4 4 5 Permitted Phases 2 2 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 13 1 I I L -I I Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT -IMP 18: Millwood Pk & Custer Ave. 2/7/2008 Lane Group EBL EBT - EBR. WBL WBT WBR NBL NBT. , . NBR .. SBL SBT SBR Detector Phase 5 2 2 1 6 8 8 8 4 4 5 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 12.0 40.0 40.0 32.0 60.0 0.0 34.0 34.0 34.0 14.0 14.0 12.0 Total Split (%) 10.0% 33.3% 33.3% 26.7% 50.0% 0.0% 28.3% 28.3% 28.3% 11.7% 11.7% 10.0% Maximum Green (s) 6.0 34.0 34.0 26.0 54.0 28.0 28.0 28.0 8.0 8.0 6.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes 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 3.0 Recall Mode None C-Max C-Max None C-Max Max Max Max Min Min None Act Effct Green (s) 40.4 34.4 34.4 66.0 54.0 28.6 28.6 28.6 7.4 7.4 13.4 Actuated g/C Ratio 0.34 0.29 0.29 0.55 0.45 0.24 0.24 0.24 0.06 0.06 0.11 v/c Ratio 0.55 0.60 0.80 0.95 0.47 0.92 0.92 0.63 0.40 0.31 0.41 Control Delay 27.1 40.1 12.5 49.0 24.3 65.6 63.9 7.0 65.0 60.9 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0, 0.0 Total Delay 27.1 40.1 12.5 49.0 24.3 65.6 63.9 7.0 65.0 60.9 11.0 LOS C D B D C E E A E E B Approach Delay 24.7 34.7 42.8 33.2 Approach LOS C C D C 90th %ile Green (s) 6.0 34.0 34.0 26.0 54.0 28.0 28.0 28.0 8.0 8.0 6.0 90th %ile Term Code Max Coord Coord Max Coord MaxR MaxR MaxR Max Max Max 70th %ile Green (s) 6.0 34.0 34.0 26.0 54.0 28.0 28.0 28.0 8.0 8.0 6.0 70th %ile Term Code Max Coord Coord Max Coord MaxR MaxR MaxR Max Max Max 50th %ile Green (s) 6.0 34.0 34.0 26.0 54.0 28.0 28.0 28.0 8.0 8.0 6.0 50th %ile Term Code Max Coord Coord Max Coord MaxR MaxR MaxR Max Max Max 30th %ile Green (s) 6.0 34.0 34.0 26.0 54.0 28.9 28.9 28.9 7.1 7.1 6.0 30th %ile Term Code Max Coord Coord Max Coord MaxR MaxR MaxR Gap Gap Max 10th %ile Green (s) 6.0 36.1 36.1 23.9 54.0 30.0 30.0 30.0 6.0 6.0 6.0 10th %ile Term Code Max Coord Coord Gap Coord MaxR MaxR MaxR Min Min Max Queue Length 50th (ft) 59 200 44 250 195 301 300 58 33 27 4 Queue Length 95th (ft) 97 262 220 #465 249 #494 #491 77 73 62 37 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 200 360 100 100 Base Capacity(vph) 294 950 930 541 1489 400 403 722 118 124 264 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.55 0.60 0.80 0.94 0.47 0.93 0.92 0.63 0.37 0.29 0.41 Intersection Summary'` Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 14 Carpers Valley Development Scenario 1: 2025 Build -out Conditions —SAT —IMP ' 18: Millwood Pk & Custer Ave. 2/7/2008 Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.95 ' Intersection Signal Delay: 33.4 Intersection LOS: C Intersection Capacity Utilization 86.7% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 18: Millwood Pk & Custer Ave. 7 01 o2 opt 4t 08 32 s ,, 4ds 14.s . 34`s o5 �1-- 06 12 s . tx: 60 IN Synchro 7 - Report Patton Harris Rust & Associates Page 15 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT -IMP 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 Lane Group . EBL.. EBR . - NBL'_,' NBT. SBT ,. SBR.. Lane Configurations r '� t t r Volume (vph) 100 200 182 953 1034 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 200 100 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 25 25 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) 1770 1583 1770 1863 1863 1583 Flt Permitted 0.950 0.049 Satd. Flow (perm) 1770 1583 91 1863 1863 1583 Right Turn on Red Yes Yes Satd, Flow (RTOR) 202 46 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 111 222 202 1059 1149 133 Shared Lane Traffic (%) Lane Group Flow (vph) 111 222 202 1059 1149 133 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 1 Detector Template Left Right Left Thru Thru Right Leading Detector (ft) 20 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm pm+pt Perm Protected Phases 4 5 2 6 Permitted Phases 4 2 6 Detector Phase 4 4 5 2 6 6 Patton Harris Rust & Associates Synchro 7 - Report Page 16 Carpers Valley Development Scenario 1: 2025 Build -out Conditions -SAT -IMP 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 I Lane Group EBL EBR NBL NBT SBT SBR Switch Phase ' Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 24.0 24.0 15.0 96.0 81.0 81.0 Total Split (%) 20.0% 20.0% 12.5% 80.0% 67.5% 67.5% Maximum Green (s) 18.0 18.0 9.0 90.0 75.0 75.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag ' Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Min C-Min C-Min Act Effct Green (s) 12.8 12.8 95.2 95.2 75.5 75.5 Actuated g/C Ratio 0.11 0.11 0.79 0.79 0.63 0.63 v/c Ratio 0.59 0.64 0.77 0.72 0.98 0.13 Control Delay 63.0 17.6 49.8 10.1 32.3 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.0 17.6 49.8 10.1 32.3 2.7 LOS E 1B D B C A Approach Delay 32.7 16.4 29.2 Approach LOS C B C 90th %ile Green (s) 17.7 17.7 9.3 90.3 75.0 75.0 90th %ile Term Code Gap Gap Max Coord Coord Coord 70th %ile Green (s) 14.8 14.8 12.2 93.2 75.0 75.0 70th %ile Term Code Gap Gap Max Coord Coord Coord 50th %ile Green (s) 12.8 12.8 14.2 95.2 75.0 75.0 , 50th %ile Term Code Gap Gap Max Coord Coord Coord 30th %ile Green (s) 10.8 10.8 16.2 97.2 75.0 75.0 30th %ile Term Code Gap Gap Max Coord Coord Coord 10th %ile Green (s) 7.9 7.9 16.7 100.1 77.4 77.4 10th %ile Term Code Gap Gap Gap Coord Coord Coord Queue Length 50th (ft) 83 14 100 321 879 9 Queue Length 95th (ft) 138 88 #270 578 m#1141 m9 Internal Link Dist (ft) 3029 397 1478 Turn Bay Length (ft) 275 200 100 Base Capacity (vph) 266 409 264 1478 1172 1013 ' Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.42 0.54 0.77 0.72 0.98 0.13 lnfersection Summar Synchro 7 - Report ' Patton Harris Rust & Associates Page 17 I � Carpers Valley Development Scenario 1: 2025 Build -out Conditions —SAT —IMP 19: Costello Dr & Pr. Frederick Dr. 2/7/2008 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.98 Intersection Signal Delay: 24.0 Intersection LOS: C Intersection Capacity Utilization 85.0% ICU Level of Service E 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. Splits and Phases: 19: Costello Dr & Pr. Frederick Dr. o2 o4 24 s l o5 oG 15 s Patton Harris Rust & Associates Synchro 7 - Report Page 18 Carpers Valley Development Scenario 2: 2025 Build -out Conditions _AM 2: Millwood Pk & Inverlee Way 2/8/2008 Lane Group = E B L EBT ' EBR WBL WBT , WBR NBL ' ' ,NBT %NBR SBL 'SBT SBR Lane Configurations tt r tt r T Volume (vph) 11 803 23 123 561 16 84 0 189 34 0 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 100 200 350 0 0 200 0 Storage Lanes 1 1 1 1 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.906 0.850 Flt Protected 0.950 0.950 0.985 0.950 Satd. Flow (prot) 1770 3312 1583 1770 3312 1583 0 1662 0 1770 1583 0 Flt Permitted 0.416 0.174 0.865 0.503 Satd, Flow (perm) 775 3312 1583 324 3312 1583 0 1460 0 937 1583 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 26 18 97 399 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2256 2678 1160 1125 Travel Time (s) 51.3 60.9 26.4 25.6 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 12 892 26 137 623 18 93 0 210 38 0 93 Shared Lane Traffic (%) Lane Group Flow (vph) 12 892 26 137 623 18 0 303 0 38 93 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm pm+pt Perm Perm Perm Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 2: 2025 Build -out Conditions _AM 2: Millwood Pk & Inverlee Way 2/8/2008 --," -,, --ir - il` t Lane Group EBL EBT EBR WBL 'WBT WBR NBL ' NBT NBR SBL - SBT SBR Detector Phase 2 2 2 1 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 Total Split (s) 58.0 58.0 58.0 Total Split (%) 64.4% 64.4% 64.4% Maximum Green (s) 52.0 52.0 52.0 Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 Lead/Lag Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min C-Min C-Min Act Effct Green (s) 35.9 35.9 35.9 Actuated g/C Ratio 0.40 0.40 0.40 v/c Ratio 0.04 0.67 0.04 Control Delay 5.5 8.3 0.4 Queue Delay 0.0 0.0 0.0 Total Delay 5.5 8.3 0.4 LOS A A A Approach Delay 8.0 Approach LOS A 90th %ile Green (s) 42.5 42.5 42.5 90th %ile Term Code Coord Coord Coord 70th %ile Green (s) 38.5 38.5 38.5 70th %ile Term Code Coord Coord Coord 50th %ile Green (s) 35.8 35.8 35.8 50th %ile Term Code Coord Coord Coord 30th %ile Green (s) 32.3 32.3 32.3 30th %ile Term Code Coord Coord Coord 10th %ile Green (s) 30.5 30.5 30.5 10th %ile Term Code Coord Coord Coord Queue Length 50th (ft) 1 45 0 Queue Length 95th (ft) m3 58 ml Internal Link Dist (ft) 2176 Turn Bay Length (ft) 200 100 200 350 200 Base Capacity(vph) 448 1914 926 407 2650 1270 513 286 760 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.47 0.03 0.34 0.24 0.01 0.59 0.13 0.12 Intersection Summary . Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 2: 2025 Build -out Conditions AM 2: Millwood Pk & Inverlee Way 2/8/2008 Natural Cycle: 50 ' Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 12.8 Intersection LOS: B ' Intersection Capacity Utilization 67.0% ICU Level of Service C 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. Solits and Phases: 2: Millwood Pk & Inverlee Wav T o1 _""p o2 T o4 20s a;58s > 12s : s art— o6 t 08 78 s ' 12 s�.-` I � n I I � I � Ii I � 1 I ! 1 I � I � Synchro 7 - Report ' Patton Harris Rust & Associates Page 3 I ! Carpers Valley Development Scenario 2: 2025 Build -out Conditions _AM 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Lane Group EBL EBT: WBT WBR SBL SBR Lane Configurations tt tt r Volume (vph) 124 879 633 78 207 231 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util, Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.929 At Protected 0.950 0.977 Satd. Flow (prot) 1770 3312 3312 1583 1691 0 Flt Permitted 0.349 0.977 Satd. Flow (perm) 650 3312 3312 1583 1691 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 80 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 138 977 703 87 230 257 Shared Lane Traffic (%) Lane Group Flow (vph) 138 977 703 87 487 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm pm+ov Protected Phases 2 6 4 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 4 C8[pe[SValley Development Scenario 2: 2025 Build -out Conditions /\M 4: Millwood Pk & Sulphur Sp Rd 2/8/2 O8 Switch Phase Minimum Initial (s) 8.0 6.0 8.0 6.0 6.0 Minimum Splitkd 12.0 12.0 120 12.0 12.0 Total Split (s) 44.0 44.0 44.0 46.0 48.0 0.0 Total Split(%) 48.9% 48.9% 48.9% 511% 511% 0.0% Maximum Green (s) 38.0 38.0 38.0 40.0 40.8 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.8 20 2.0 Lost Time Adjust bA 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (o) 6.0 8.0 8.0 6.0 8.0 4.0 Lead/Lag Lead'LagOpdmizo? Vehicle Extension (n) 3.0 3.0 3.0 3.0 3.0 Recall Mode C'Min C'Min Nona Min Min Act EffttGreen (a) 40.3 49.3 48.3 90.0 287 Actuated g/CRatio 0.55 0.55 0.55 1.00 0.32 mtRatio 0.39 0.54 0.38 0.05 0.82 Control Delay 29.8 27.6 13.7 01 34.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 29.9 27.6 13.7 01 34.6 LOS C C B A C Approach Delay 27.0 122 34.8 AppmachLDS C B C Q0h%i|oGreen kd 39.5 39.5 38.5 38.5 38.5 90th %i|oTerm Code Coord Coord Coord Gap Gap 7Oth96i|eGreen (s) 45.8 45.0 45.0 33.0 33.0 70th %i|oTerm Code Coord Coond Coond Gap Gap 50h%i|aGreen kd 491 49.1 481 28.9 28.9 50th %i|eTerm Code Cuord Courd Coord Gap Gap 3Oth96i|eGreen (s) 53.4 53.4 53.4 24.6 24.6 3Uth%i|oTerm Code Cnovd Coond Cuond Gap Gap 10h%i|eGreen (s) 59.8 58.8 50.6 18.4 18.4 10b%i|oTerm Code Coord Coord Coond Gap Gap Queue Length 50b(ft) 70 388 112 0 214 Queue Length 85th (ft) m125 327 103 mO 283 Internal Link Dist (ft) 2588 2453 2893 Turn Bay Length 00 290 135 Base Capacity (vph) 356 1815 1815 1567 706 Starvation Cap Roductn O 0 O O O Spi||bonkCap Reduotn O 0 U U U Storage Cap Roductn U O O O O Reduced wtRatio 0.30 0.54 0.39 0.08 0.61 Area Type: Other Cycle Length: SO Actuated Cycle Length: 0U Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green Synchm7'Report Patton Harris Rust &Associates Page 11 11 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —AM 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Natural Cycle: 45 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 24.1 Intersection LOS: C Intersection Capacity Utilization 65.0% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal Snlifs And Phasas• 4• Millwnnd Pk & Sulnhiir Sn Rd o2 o4 44s. fi:46s'- _ 06 44s" Patton Harris Rust & Associates Synchro 7 - Report Page 6 Carpers Valley Development Scenario 2: 2025 Build -out Conditions Am T Millwood Pk & 2/8/2008 Lane Groups : EBU , EBL EBT EBR, WBL: 4. _ WBT, WBR = NBL ' NBT NBR'= - SBL SBT Lane Configurations tt r tT Volume (vph) 10 9 858 116 28 557 0 57 1 13 1 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.976 0.910 Flt Protected 0.950 0.950 0.961 0.994 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Flt Permitted 0.950 0.950 0.961 0.994 Satd. Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 11 10 953 129 31 619 0 63 1 14 1 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 21 953 129 31 619 0 0 78 0 0 9 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width (ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop Intersectiioi Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.1 % ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development 7: Millwood Pk & Scenario 2: 2025 Build -out Conditions AM 2/8/2008 .r� Lane Group SBR Lan4onfigurations Volume (vph) 5 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control Intersection Summary Patton Harris Rust & Associates Synchro 7 - Report Page 8 Carpers Valley Development Scenario 2: 2025 Build -out Conditions AM 15: Costello Dr & Route 522 2/6/2008 - ---o. �-* ""- - Lane Group EBL EBT.... 'EBR ,.- WBL :WBT, WBR : , NBL- ' -NBT NBR,, - SBL` SBT SBR Lane Configurations *' r *T r ) ttT+ tT Volume (vph) 5 5 1 174 0 39 0 677 140 102 717 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.974 0.998 Flt Protected 0.976 0.950 0.950 0.950 Satd. Flow (prot) 0 1818 1583 1681 1681 1583 1863 4513 0 1770 3165 0 Flt Permitted 0.976 0.950 0.950 0.950 Satd. Flow (perm) 0 1818 1583 1681 1681 1583 1863 4513 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 43 44 1 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 6 6 1 193 0 43 0 752 156 113 797 12 Shared Lane Traffic (%) 500/9 Lane Group Flow (vph) 0 12 1 96 97 43 0 908 0 113 809 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development 15: Costello Dr & Route 522 I---* --y. ---* "r Lane Group EBL EBT EBR _ WBL,' .. Detector Phase 4 4 4 8 Switch Phase Scenario 2: 2025 Build -out Conditions AM 2/8/2008 Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 22.0 22.0 22.0 32.0 32.0 32.0 Total Split (%) 24.4% 24.4% 24.4% 35.6% 35.6% 35.6% Maximum Green (s) 16.0 16.0 16.0 26.0 26.0 26.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Act Effct Green (s) 6.4 6.4 10.5 10.5 10.5 Actuated g/C Ratio 0.07 0.07 0.12 0.12 0.12 v/c Ratio 0.09 0.01 0.49 0.49 0.19 Control Delay 40.4 30.0 46.0 46.2 14.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 40.4 30.0 46.0 46.2 14.6 LOS D C D D B Approach Delay 39.6 40.3 Approach LOS D D 90th %ile Green (s) 7.4 7.4 7.4 14.8 14.8 14.8 90th %ile Term Code Gap Gap Gap Gap Gap Gap 70th %ile Green (s) 0.0 0.0 0.0 12.3 12.3 12.3 70th %ile Term Code Skip Skip Skip Gap Gap Gap 50th %ile Green (s) 0.0 0.0 0.0 10.5 10.5 10.5 50th %ile Term Code Skip Skip Skip Gap Gap Gap 30th %ile Green (s) 0.0 0.0 0.0 8.8 8.8 8.8 30th %ile Term Code Skip Skip Skip Gap Gap Gap 10th %ile Green (s) 0.0 0.0 0.0 6.3 6.3 6.3 10th %ile Term Code Skip Skip Skip Gap Gap Gap Queue Length 50th (ft) 7 0 55 56 1 Queue Length 95th (ft) 23 5 m103 m103 m28 Internal Link Dist (ft) 235 3029 t 7* \N. NBL. ; NBT NBR SBL . SBT, 5 2 1 6 6.0 6.0 6.0 6.0 12.0 12.0 12.0 12.0 12.0 24.0 0.0 12.0 24.0 13.3% 26.7% 0.0% 13.3% 26.7% 6.0 18.0 6.0 18.0 4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 0.0 0.0 0.0 0.0 0.0 6.0 6.0 4.0 6.0 6.0 Lead Lag Lead Lag Yes Yes Yes Yes 3.0 3.0 3.0 3.0 None C-Max None C-Max 46.0 12.8 64.8 0.51 0.14 0.72 0.39 0.45 0.35 15.2 41.0 6.5 0.0 0.0 0.0 15.2 41.0 6.5 B D A 15.2 10.7 B B 0.0 28.7 15.1 49.8 Skip Coord Gap Coord 0.0 46.0 13.7 65.7 Skip Coord Gap Coord 0.0 48.6 12.9 67.5 Skip Coord Gap Coord 0.0 51.2 12.0 69.2 Skip Coord Gap Coord 0.0 55.6 10.1 71.7 Skip Coord Gap Coord 96 60 65 195 109 181 462 723 'W; 0.0 0.0% 0.0 4.0 Turn Bay Length (ft) 70 1000 1000 Base Capacity (vph) 323 282 486 486 488 2329 251 2279 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.00 0.20 0.20 0.09 0.39 0.45 0.35 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Patton Harris Rust & Associates Synchro 7 - Report Page 10 Carpers Valley Development 15: Costello Dr & Route 522 Scenario 2: 2025 Build -out Conditions AM 2/8/2008 Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.49 Intersection Signal Delay: 16.2 Intersection LOS: B Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. SDllts and Phases: 15: Cnstelln nrR RniitP 57? 01 t o2 o4 7 08 12s 24s v 22s 32s 05 06 l 2 s = 24 s Synchro 7 - Report Patton Harris Rust & Associates Page 11 SCar ers Valley Development Scenario 2: 2025 Build -out Conditions AM 18: Millwood Pk & Custer Ave 2/8/2008 Lane Group EBL EBT EBR WBL VVBT WBR NBL NBT NBR : .SBL .. SBT SBR Lane Configurations tt r tT +T r Volume (vph) 31 702 382 99 582 4 113 31 52 14 88 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.935 Fit Protected 0.950 0.950 0.962 0.996 Satd. Flow (prot) 1770 3312 1583 1770 3310 0 0 1792 1583 0 1735 0 Fit Permitted 0.297 0.219 0.651 0.978 Satd. Flow (perm) 553 3312 1583 408 3310 0 0 1213 1583 0 1703 0 Right Turn on Red Yes Yes Yes Yes 1 Satd. Flow (RTOR) 424 1 58 64 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 ' Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 34 780 424 110 647 4 126 34 58 16 98 106 Shared Lane Traffic (%) ' Lane Group Flow (vph) 34 780 424 110 651 0 0 160 58 0 220 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 ' Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 ' Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 ' Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 2: 2025 Build -out Conditions AM 18: Millwood Pk & Custer Ave 2/8/2008 -+ �-- 4� t t Lane Group EBL EBT EBR . WBL WBT WBR'. '' NBL ' NBT NBR 'SBL, -: SBT SBR Detector Phase 4 4 4 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 46.0 46.0 46.0 46.0 46.0 0.0 44.0 44.0 44.0 44.0 44.0 0.0 Total Split (%) 51.1 % 51.1 % 51.1 % 51.1 % 51.1 % 0.0% 48.9% 48.9% 48.9% 48.9% 48.9% 0.0% Maximum Green (s) 40.0 40.0 40.0 40.0 40.0 38.0 38.0 38.0 38.0 38.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? 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 C-Max C-Max C-Max C-Min C-Min Act Effct Green (s) 30.3 30.3 30.3 30.3 30.3 47.7 47.7 47.7 Actuated g/C Ratio 0.34 0.34 0.34 0.34 0.34 0.53 0.53 0.53 v/c Ratio 0.18 0.70 0.52 0.80 0.58 0.25 0.07 0.24 Control Delay 20.9 28.8 4.3 59.5 20.8 14.7 4.4 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.9 28.8 4.3 59.5 20.8 14.7 4.4 10.2 LOS C C A E C B A B Approach Delay 20.2 26.4 12.0 10.2 Approach LOS C C B B 90th %ile Green (s) 40.0 40.0 40.0 40.0 40.0 38.0 38.0 38.0 38.0 38.0 90th %ile Term Code Hold Hold Hold Max Max Coord Coord Coord Coord Coord 70th %ile Green (s) 33.1 33.1 33.1 33.1 33.1 44.9 44.9 44.9 44.9 44.9 70th %ile Term Code Gap Gap Gap Hold Hold Coord Coord Coord Coord Coord 50th %ile Green (s) 30.1 30.1 30.1 30.1 30.1 47.9 47.9 47.9 47.9 47.9 50th %ile Term Code Gap Gap Gap Hold Hold Coord Coord Coord Coord Coord 30th %ile Green (s) 26.8 26.8 26.8 26.8 26.8 51.2 51.2 51.2 51.2 51.2 30th %ile Term Code Gap Gap Gap Hold Hold Coord Coord Coord Coord Coord 10th %ile Green (s) 21.6 21.6 21.6 21.6 21.6 56.4 56.4 56.4 56.4 56.4 10th %ile Term Code Gap Gap Gap Hold Hold Coord Coord Coord Coord Coord Queue Length 50th (ft) 14 201 0 59 170 46 0 43 Queue Length 95th (ft) 31 218 51 m#120 224 107 22 105 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 246 1472 939 181 1472 643 866 932 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.53 0.45 0.61 0.44 0.25 0.07 0.24 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Synchro 7 - Report , Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 2: 2025 Build -out Conditions _AM 18: Millwood Pk & Custer Ave 2/8/2008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 20.5 Intersection LOS: C Intersection Capacity Utilization 64.0% ICU Level of Service B 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. ' Splits and Phases: 18: Millwood Pk & Custer Ave 1 o2 —M` o4 44 s °; 46 s o6 08 Synchro 7 - Report Patton Harris Rust & Associates Page 14 Carpers Valley Development Scenario 2: 2025 Build -out Conditions AM 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 LaneGroup,' EBL. 'EBR ._ NBL.- NBT__ -tSBT"' 'x"SBR'° Lane Configurations r *T 1� Volume (vph) 53 160 72 143 430 121 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.970 Flt Protected 0.950 0.984 Satd. Flow (prot) 1770 1583 0 1833 1807 0 Fit Permitted 0.950 0.984 Satd. Flow (perm) 1770 1583 0 1833 1807 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 59 178 80 159 478 134 Shared Lane Traffic (%) Lane Group Flow (vph) 59 178 0 239 612 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1,00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary (- 7 E Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 15 Carpers Valley Development Scenario 2: 2025 Build -out Conditions _PM 2: Millwood Pk & Inverlee Way 2/8/2008 ' Lane Group EBL EBT.. EBR WBL ` WBT WBR NBL NBT NBR SBL . < SBT SBR Lane Configurations tt r tt r T Volume (vph) 39 714 59 395 1202 63 33 0 503 22 0 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 100 200 350 0 0 200 0 Storage Lanes 1 1 1 1 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.873 0.850 Fit Protected 0.950 0.950 0.997 0.950 I Satd. Flow (prot) 1770 3312 1583 1770 3312 1583 0 1621 0 1770 1583 0 Flt Permitted 0.144 0.288 0.976 0.205 Satd. Flow (perm) 268 3312 1583 536 3312 1583 0 1587 0 382 1583 0 I Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 45 70 414 58 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2256 2678 1160 1125 Travel Time (s) 51.3 60.9 26.4 25.6 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% ' Adj. Flow (vph) 43 793 66 439 1336 70 37 0 559 24 0 47 Shared Lane Traffic (%) Lane Group Flow (vph) 43 793 66 439 1336 70 0 596 0 24 47 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 1 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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 ' Turn Type Perm Perm pm+pt Perm Perm Perm Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 1 C8[D8[SValley Development Scenario 2: 2025Build-out Conditions _PM 2: Millwood Pk& IOVerle8W8 20/2008 Len SBR Switch Phase Minimum Initial (o) 6.8 6.0 6.0 6.0 6.0 8.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 120 12.0 12.0 12.0 12.0 12.0 12.0 12.8 12.0 Total Split kA 42.0 42.8 42.0 25.0 67.0 67.0 33.0 33.0 &O 33.0 33.0 0.0 Total Split (%) 42.0% 42.0% 42.0% 25.0% 67.0% 87.0% 33.0% 33.0% 0.0% 33.0% 33.0% 0.0% Maximum Green kA 36.0 36.0 36.0 19.0 61.0 81.0 27.0 27.0 27.0 270 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.8 2.0 2.0 28 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.8 0.0 0.0 &O 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time kA 8.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 8.0 8.8 4.0 Load/Lag Load Lead Lead Lag Loed'LagOpdmizo? You Yes Yes Yes Vehicle Extension (n) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C'Min C-Min C'Min None None None Min Min Nona None AotEffct Groan(o) 47.9 47.9 47.9 68.5 68.5 88.5 19.5 10.5 19.5 Actuated O/CRatio 048 0.48 0.48 0.68 0.68 0.68 020 0.20 020 v/oRaUn 0.34 8.50 0.08 0.80 0.59 0.06 0.93 0.32 0.13 Control Delay 211 13.3 27 22.8 6.8 1.3 33.0 42.8 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 8.0 0.0 0.0 Total Delay 211 13.5 27 22.8 6.8 1.3 33.0 42.8 8.8 ` LDS C B A C A A C D A Approach Delay 131 104 33.0 18.9 AppmachLOS B 8 C B QOth %i|eGreen (s) 36.0 36.0 38.0 19.0 61.0 81.0 27.0 27.0 27.0 27.8 00th %i|eTerm Code Connd Coord Coond Max Connd Coond Max Max Hold Hold 7Oth%i|eGreen (a) 36.0 36.0 36.0 19.0 61.0 81.0 27.0 27.0 27.0 27.0 70h%i|eTerm Code Coovd Cuurd Cunnd Max Connd Coond Max Max Hold Hold 5Oth%i|aGreen (o) 42.8 42.8 42.8 17.4 682 86.2 21.8 21.8 21.8 21.8 50h%i|aTerm Code Coord Coond Coond Gap Coovd Coond Gap Gap Hold Hold 30b%i|aGreen (s) 55.8 55.8 55.8 10.8 727 727 15.3 15.3 15.3 15.3 30h%ileTerm Code Cnord Coord Coond Gap Coond Courd Gap Gap Hold Hold 10h %i|oGreen (s) 68.8 68.8 68.8 67 81.5 81.5 6.5 6.5 6.5 6.5 10h%i|eTerm Code Cnurd Comd Comrd Gap Coord Comd Gap Gap Hold Hold Queue Length 5Oth (ft) 10 84 1 110 14 O 118 13 U Queue Length Q5th(ft) m57 105 4 m176 m462 m5 #308 36 22 Internal Link Dist (ft) 2176 2508 1080 1045 Turn Bay Length (ft) 200 100 280 350 200 Base Capacity (vph) 128 1586 781 625 2288 1108 731 103 470 Starvation Cap Redudn O O O O U O O U O Spi||becbCap Roduoin O U U 0 O U 0 O O Storage Cap Roduotn O O 8 0 O O U U O Reduced wtRatio 0.34 0.50 0.08 070 0.59 0.06 0.82 0.23 0.10 ^` Area Type: Other Cycle Length: 1OO Actuated Cycle Length: 1OU Offset: O(0%).Referenced tophase 2:EBTL Start nfGreen Synom7'Report Carpers Valley Development Scenario 2: 2025 Build -out Conditions _PM 2: Millwood Pk & Inverlee Way 2/8/2008 Natural Cycle: 65 j Control Type: Actuated Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 15.2 Intersection LOS: B Intersection Capacity Utilization 96.2% ICU Level of Service F 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. Splits and Phases- 2 Millwood Pk & Inverlee Wav —* 02 01 04 2 s. 25 s , 3 3 s " -- 05 } I 0s Synchro 7 - Report Patton Harris Rust & Associates Page 3 C8[penSValley Development Scenario 2: 2025 Build -out Conditions PM 4: MiUVV0Od Pk & Sulphur Sp Rd 20/2008 , Vnlume(voh) 420 819 1388 244 64 272 ideal Flow /vphpU 1900 1900 1900 1900 1900 1908 Storage Length (ft) 200 135 O O Storage Lanes 1 i 1 O Taper Length #d 25 25 25 25 Lane UhiFactor 1.00 0.05 0.85 180 1.00 1.00 Frt 0.850 8.891 Fit Protected 0.050 0.901 Datd.Flow (pmU 1770 3312 3312 1583 1845 O Fit Permitted 0.073 0.901 Satd.Flow (ponn) 136 3312 3312 1583 1845 U Right Turn onRed Yes Yes Datd.Flow (RTOR) 40 184 Link Speed (mph) 55 55 35 Link Distance (8) 2678 2533 2173 Travel Time (u) 332 31.4 42.3 Peak Hour Factor 0.90 0.90 0.80 0.00 0.90 0.00 Heavy Vehicles 2% 0% 9% 2% 2% 2% Adj. Flow (vph) 467 910 1542 271 71 302 Shared Lane Traffic (%) ` Lane Group Flow (vph) 467 010 1542 271 373 O Enter Blocked Intersection No No No No No No Lane Alignment Loft Left Loft Right Left Right ModianVWdth(ft) 30 40 12 LinkOffseU0 O 0 O Cmaowa|kVVidth(ft) 18 18 18 Two way Left Turn Lane Headway Factor 1D0 1D0 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 0 15 O Number ofDetectors 1 2 2 1 1 Detector Template Left Thm Thm Right Left Leading Detector (M) 20 100 100 20 20 Trailing Detector (ft) U O U O O Detector Pouition(ft) O O U O O Detector 1Size(ft) 28 8 G 20 20 Detector 1Type C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex Detector 1Channel Detector 1Extend (o) 0.0 0.0 0.0 0.8 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1Delay (e) 0.0 0.0 0.0 0.0 0.0 Detector 2Pooition(ft) 94 94 Detector 2Size(#) G 6 Detector 2Type C|+Ex C|+Ex Detector 2Channel Detector 2Extend (s) 0.0 0.0 Turn Type pm+pt pm+m Protected Phases 5 2 G 4 4 Permitted Phases 2 6 Synchm7 Report 11 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -PM 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Lane Group EBL , EBT WBT WBR SBL SBR Detector Phase 5 2 6 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 22.0 77.0 55.0 23.0 23.0 0.0 Total Split (%) 22.0% 77.0% 55.0% 23.0% 23.0% 0.0% Maximum Green (s) 16.0 71.0 49.0 17.0 17.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None Min Min Act Effct Green (s) 72.5 72.5 48.7 70.2 15.5 Actuated g/C Ratio 0.72 0.72 0.49 0.70 0.16 v/c Ratio 1.20 0.38 0.96 0.24 0.91 Control Delay 141.1 2.9 39.4 4.6 48.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 141.1 2.9 39.4 4.6 48.4 LOS F A D A D Approach Delay 49.7 34.2 48.4 Approach LOS D C D 90th %ile Green (s) 16.0 71.0 49.0 17.0 17.0 90th %ile Term Code Max Coord Coord Max Max 70th %ile Green (s) 16.0 71.0 49.0 17.0 17.0 70th %ile Term Code Max Coord Coord Max Max 50th %ile Green (s) 16.0 71.0 49.0 17.0 17.0 50th %ile Term Code Max Coord Coord Max Max 30th %ile Green (s) 16.9 71.9 49.0 16.1 16.1 30th %ile Term Code Max Coord Coord Gap Gap 10th %ile Green (s) 24.1 77.8 47.7 10.2 10.2 10th %ile Term Code Max Coord Coord Gap Gap Queue Length 50th (ft) -344 56 479 40 121 Queue Length 95th (ft) m#511 23 #652 66 #285 Internal Link Dist (ft) 2598 2453 2093 Turn Bay Length (ft) 290 135 Base Capacity (vph) 390 2403 1623 1149 432 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 1.20 0.38 0.95 0.24 0.86 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Greer Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 2: 2025 Build -out Conditions _PM 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Natural Cycle: 70 Control Type: Actuated -Coordinated Maximum v/c Ratio: 1.20 Intersection Signal Delay: 41.7 Intersection LOS: D Intersection Capacity Utilization 97.0% ICU Level of Service F Analysis Period (min) 15 — Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 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. , Splits and Phases: 4: Millwood Pk & SulDhur So Rd o2 `� o4 7? s 23 s o5— 06 Z2s'55s' Synchro 7 - Report Patton Harris Rust & Associates Page 6 II 11 Carpers Valley Development Scenario 2: 2025 Build -out Conditions _PM 7: Millwood Pk & 2/8/2008 Lane Group EBU EBL EBT EBR WBL WBT WBR NBL . NBT , NBR SBL . SBT Lane Configurations tt r '� tT +T+ 41) Volume (vph) 69 7 842 85 34 1259 0 108 3 8 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.991 0.865 Flt Protected 0.950 0.950 0.957 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Flt Permitted 0.950 0.950 0.957 Satd. Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 77 8 936 94 38 1399 0 120 3 9 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 85 936 94 38 1399 0 0 132 0 0 12 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop Intersection Summary ." Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Car ers Valle Development Scenario 2: 2025 Build -out Conditions PM , p Y P _ 7: Millwood Pk & 2/8/2008 ' Lane Group SBR Lan+ronfigurations Volume (vph) 11 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 ' Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 , Frt Fit Protected Satd. Flow (prot) 0 , jl Fit Permitted Satd. Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) 0.90 2% ' Adj. Flow (vph) 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 , Turning Speed (mph) 9 Sign Control Intersection Summary Synchro 7 - Report ' Patton Harris Rust & Associates Page 8 Carpers Valley Development Scenario 2: 2025 Build -out Conditions _PM 15: Costello Dr & Route 522 2/8/2008 Lane Group EBL EBT EBR .. WBL WBT WBR .. NBL. NBT NBR, SBL SBT SBR Lane Configurations ttT tT Volume (vph) 6 3 0 274 3 188 1 787 229 283 689 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.966 0.998 Flt Protected 0.966 0.950 0.953 0.950 0.950 Satd. Flow (prot) 0 1799 1863 1681 1686 1583 1770 4502 0 1770 3165 0 Flt Permitted 0.966 0.950 0.953 0.950 0.950 Satd. Flow (perm) 0 1799 1863 1681 1686 1583 1770 4502 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 209 72 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 7 31 0 304 3 209 1 874 254 314 766 11 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 10 0 152 155 209 1 1128 0 314 777 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 2: 2025 Build -out Conditions _PM 15: Costello Dr & Route 522 2/8/2008 Lane Group p EBL ' " EBT EBR WBL � WBT WBR NBL :` ._ NBt � NBR SBL. : =:SBT SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 21.0 21.0 21.0 18.0 18.0 18.0 12.0 23.0 0.0 28.0 39.0 0.0 Total Split (%) 23.3% 23.3% 23.3% 20.0% 20.0% 20.0% 13.3% 25.6% 0.0% 31.1% 43.3% 0.0% Maximum Green (s) 15.0 15.0 15.0 12.0 12.0 12.0 6.0 17.0 22.0 33.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag 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 None Max None Max Act Effct Green (s) 6.3 10.7 10.7 10.7 6.0 17.3 16.3 37.8 Actuated g/C Ratio 0.08 0.17 0.17 0.17 0.08 0.27 0.25 0.58 v/c Ratio 0.07 0.55 0.56 0.48 0.01 0.90 0.71 0.42 Control Delay 34.9 35.5 35.8 9.0 35.0 34.7 32.4 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.9 35.5 35.8 9.0 35.0 34.7 32.4 10.4 LOS C D D A C C C B Approach Delay 34.9 24.9 34.7 16.7 Approach LOS C C C B 90th %ile Green (s) 7.0 7.0 7.0 12.0 12.0 12.0 6.0 17.0 22.0 33.0 90th %ile Term Code Gap Gap Gap Max Max Max Max MaxR Max MaxR 70th %ile Green (s) 0.0 0.0 0.0 12.0 12.0 12.0 0.0 17.0 19.1 42.1 70th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Gap Hold 50th %ile Green (s) 0.0 0.0 0.0 11.8 11.8 11.8 0.0 17.0 16.5 39.5 50th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 30th %ile Green (s) 0.0 0.0 0.0 9.9 9.9 9.9 0.0 17.0 14.1 37.1 30th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 10th %ile Green (s) 0.0 0.0 0.0 7.6 7.6 7.6 0.0 17.0 10.7 33.7 10th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold Queue Length 50th (ft) 4 55 56 0 0 142 108 66 Queue Length 95th (ft) 20 #152 #157 58 5 #328 230 220 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 1000 1000 Base Capacity (vph) 326 310 311 462 144 1259 558 1852 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.49 0.50 0.45 0.01 0.90 0.56 0.42 Intersection Summary . Area Type: Other Cycle Length: 90 Actuated Cycle Length: 64.7 Natural Cycle: 70 Synchro 7 - Report Patton Harris Rust & Associates Page 10 Carpers Valley Development 15: Costello Dr & Route 522 Scenario 2: 2025 Build -out Conditions PM 2/8/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.90 Intersection Signal Delay: 25.7 Intersection LOS: C Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 82 70th %ile Actuated Cycle: 66.1 50th %ile Actuated Cycle: 63.3 30th %ile Actuated Cycle: 59 10th %ile Actuated Cycle: 53.3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Snlits anti Phases- 15- Costello Dr & Route 522 01 t o2 o4 08 28s �23s 21 s: =18s 05 '� 06 39 s. Patton Harris Rust & Associates Synchro 7 - Report Page 11 Carpers Valley Development Scenario 2: 2025 Build -out Conditions PM 18: Millwood Pk & Custer Ave 2/8/2008 --j, Lane Group EBL EBT Lane Configurations tt Volume (vph) 146 605 Ideal Flow (vphpl) 1900 1900 Storage Length (ft) 100 Storage Lanes 1 Taper Length (ft) 25 Lane Util. Factor 1.00 0.95 Frt EBR WBL 4-- WBT� 1- , WBR NBL r tT 466 187 965 17 695 1900 1900 1900 1900 1900 0 225 0 0 1 1 0 0 25 25 25 25 1.00 1.00 0.95 0.95 1.00 0.850 0.997 NBT NBR'. 'SBL- . `SBT - SBR +1 r 50 204 11 49 67 1900 1900 1900 1900 1900 360 0 0 1 0 0 25 25 25 1.00 1.00 1.00 1.00 1.00 0.850 0.929 Flt Protected 0.950 0.950 0.955 0.996 Satd. Flow (prot) 1770 3312 1583 1770 3306 0 0 1779 1583 0 1724 0 Flt Permitted 0.130 0.319 0.667 0.629 Satd. Flow (perm) 242 3312 1583 594 3306 0 0 1242 1583 0 1088 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 518 2 132 35 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 162 672 518 208 1072 19 772 56 227 12 54 74 Shared Lane Traffic (%) Lane Group Flow (vph) 162 672 518 208 1091 0 0 828 227 0 140 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 2: 2025 Build -out Conditions _PM 18: Millwood Pk & Custer Ave 2/8/2008 Lane Group EBL EBT -EBR '..WBL . WBT , WBR NBL NBT NBR SBL - SBT SBR Detector Phase 4 4 4 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 48.0 48.0 48.0 48.0 48.0 0.0 52.0 52.0 52.0 52.0 52.0 0.0 Total Split (%) 48.0% 48.0% 48.0% 48.0% 48.0% 0.0% 52.0% 52.0% 52.0% 52.0% 52.0% 0.0% Maximum Green (s) 42.0 42.0 42.0 42.0 42.0 46.0 46.0 46.0 46.0 46.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? 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 C-Max C-Max C-Max Min Min Act Effct Green (s) 42.0 42.0 42.0 42.0 42.0 46.0 46.0 46.0 Actuated g/C Ratio 0.42 0.42 0.42 0.42 0.42 0.46 0.46 0.46 v/c Ratio 1.59 0.48 0.54 0.84 0.78 1.45 0.28 0.27 Control Delay 332.1 22.6 4.0 38.7 16.3 237.9 8.0 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 332.1 22.6 4.0 38.7 16.3 237.9 8.0 13.9 LOS F C A D B F A B Approach Delay 52.5 19.9 188.4 13.9 Approach LOS D B F B 90th %ile Green (s) 42.0 42.0 42.0 42.0 42.0 46.0 46.0 46.0 46.0 46.0 90th %ile Term Code Max Max Max Max Max Coord Coord Coord Coord Coord 70th %ile Green (s) 42.0 42.0 42.0 42.0 42.0 46.0 46.0 46.0 46.0 46.0 70th %ile Term Code Max Max Max Max Max Coord Coord Coord Coord Coord 50th %ile Green (s) 42.0 42.0 42.0 42.0 42.0 46.0 46.0 46.0 46.0 46.0 50th %ile Term Code Max Max Max Max Max Coord Coord Coord Coord Coord 30th %ile Green (s) 42.0 42.0 42.0 42.0 42.0 46.0 46.0 46.0 46.0 46.0 30th %ile Term Code Max Max Max Hold Hold Coord Coord Coord Coord Coord 10th %ile Green (s) 42.0 42.0 42.0 42.0 42.0 46.0 46.0 46.0 46.0 46.0 10th %ile Term Code Max Max Max Hold Hold Coord Coord Coord Coord Coord Queue Length 50th (ft) -148 160 0 129 321 -724 34 39 Queue Length 95th (ft) #218 212 60 m#88 112 #954 80 81 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 102 1391 965 249 1390 571 799 519 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.59 0.48 0.54 0.84 0.78 1.45 0.28 0.27 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 2: 2025 Build -out Conditions PM 18: Millwood Pk & Custer Ave 2/8/2008 Natural Cycle: 100 Control Type: Actuated -Coordinated Maximum v/c Ratio: 1.59 Intersection Signal Delay: 77.4 Intersection LOS: E Intersection Capacity Utilization 98.1 % ICU Level of Service F Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 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. Splits and Phases: 18: Millwood Pk & Custer Ave 1 �2" o4 -yy 52$ 48 si ..08 06 Synchro 7 - Report Patton Harris Rust & Associates Page 14 Carpers Valley Development Scenario 2: 2025 Build -out Conditions _PM 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 t t Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations r *T T+ Volume (vph) 118 162 224 811 595 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.984 Flt Protected 0.950 0.989 Said. Flow (prot) 1770 1583 0 1842 1833 0 Fit Permitted 0.950 0.989 Said. Flow (perm) 1770 1583 0 1842 1833 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 131 180 249 901 661 86 Shared Lane Traffic (%) Lane Group Flow (vph) 131 180 0 1150 747 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free IntersectionSurnmary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 107.6% ICU Level of Service G Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 15 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT 2: Millwood Pk & Inverlee Way 2/8/2008 --I- --* f- 4-- I t Lane Group EBL" - EBT" ; 'EBR � WBL.,.," WBT.., WBR .'-:'NBL . NBT,' NBRSBR Lane Configurations tt r tt r Volume (vph) 31 675 44 497 860 49 40 0 446 26 0 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 100 200 350 0 0 200 0 Storage Lanes 1 1 1 1 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.876 0.850 Fit Protected 0.950 0.950 0.996 0.950 Satd. Flow (prot) 1770 3312 1583 1770 3312 1583 0 1625 0 1770 1583 0 Flt Permitted 0.299 0.264 0.963 0.571 Satd. Flow (perm) 557 3312 1583 492 3312 1583 0 1571 0 1064 1583 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 29 54 489 224 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2256 2678 1160 1125 Travel Time (s) 51.3 60.9 26.4 25.6 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 34 750 49 552 956 54 44 0 496 29 0 61 Shared Lane Traffic (%) I Lane Group Flow (vph) 34 750 49 552 956 54 0 540 0 29 61 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm pm+pt Perm Perm Perm Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 6 8 4 Synchro 7 - Report ' I Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT 2: Millwood Pk & Inverlee Way 2/8/2008 Lane Group EBL EBT EBR WBL WBT: ,.WBR NBL .. NBT . . NBR . , SBL ... SBT; , SBR Detector Phase 2 2 2 1 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 20.0 20.0 20.0 57.0 77.0 77.0 13.0 13.0 0.0 13.0 13.0 0.0 Total Split (%) 22.2% 22.2% 22.2% 63.3% 85.6% 85.6% 14.4% 14.4% 0.0% 14.4% 14.4% 0.0% Maximum Green (s) 14.0 14.0 14.0 51.0 71.0 71.0 7.0 7.0 7.0 7.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 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 C-Min C-Min C-Min None None None Min Min None None Act Effct Green (s) 42.1 42.1 42.1 71.0 71.0 71.0 7.0 7.0 7.0 Actuated g/C Ratio 0.47 0.47 0.47 0.79 0.79 0.79 0.08 0.08 0.08 v/c Ratio 0.13 0.48 0.06 0.77 0.37 0.04 0.94 0.35 0.18 Control Delay 20.3 20.1 10.7 18.8 4.8 2.1 33.5 51.5 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.3 20.1 10.7 18.8 4.8 2.1 33.5 51.5 1.2 LOS C C B B A A C D A Approach Delay 19.5 9.7 33.5 17.4 Approach LOS B A C B 90th %ile Green (s) 28.6 28.6 28.6 36.4 71.0 71.0 7.0 7.0 7.0 7.0 90th %ile Term Code Coord Coord Coord Gap Coord Coord Max Max Max Max 70th %ile Green (s) 36.4 36.4 36.4 28.6 71.0 71.0 7.0 7.0 7.0 7.0 70th %ile Term Code Coord Coord Coord Gap Coord Coord Max Max Max Max 50th %ile Green (s) 42.7 42.7 42.7 22.3 71.0 71.0 7.0 7.0 7.0 7.0 50th %ile Term Code Coord Coord Coord Gap Coord Coord Max Max Max Max 30th %ile Green (s) 48.0 48.0 48.0 17.0 71.0 71.0 7.0 7.0 7.0 7.0 30th %ile Term Code Coord Coord Coord Gap Coord Coord Max Max Hold Hold 10th %ile Green (s) 54.7 54.7 54.7 10.3 71.0 71.0 7.0 7.0 7.0 7.0 10th %ile Term Code Coord Coord Coord Gap Coord Coord Max Max Hold Hold Queue Length 50th (ft) 10 146 6 241 97 2 28 16 0 Queue Length 95th (ft) 39 262 33 m211 m87 m1 #221 44 0 Internal Link Dist (ft) 2176 2598 1080 1045 Turn Bay Length (ft) 200 100 200 350 200 Base Capacity(vph) 260 1548 756 1112 2613 1260 573 83 330 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.48 0.06 0.50 0.37 0.04 0.94 0.35 0.18 Intersection Summary, Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —SAT ' 2: Millwood Pk & Inverlee Way 2/8/2008 Natural Cycle: 65 ' Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 16.9 Intersection LOS: B Intersection Capacity Utilization 97.6% ICU Level of Service F 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. Solits and Phases: 2: Millwood Pk & Inverlee Wav 01 — 02 T 04 57s_ '' 20s 13s: -- o6 03 1° s $. Synchro 7 - Report Patton Harris Rust & Associates Page 3 11 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Lane Group EBL EBT_. WBT WBR SBL SBR Lane Configurations tt tt if Volume (vph) 504 643 868 97 123 538 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.890 Fit Protected 0.950 0.991 Satd. Flow (prot) 1770 3312 3312 1583 1643 0 Fit Permitted 0.129 0.991 Satd. Flow (perm) 240 3312 3312 1583 1643 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 76 246 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 560 714 964 108 137 598 Shared Lane Traffic (%) Lane Group Flow (vph) 560 714 964 108 735 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Right Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type pm+pt pm+ov Protected Phases 5 2 6 4 4 Permitted Phases 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 --* __* 4- Lane Group, Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection 'Sum' ma EBL EBT WBT ^ WBR - SBL: SBR- 5 2 6 4 4 6.0 12.0 27.0 30.0% 21.0 4.0 2.0 0.0 6.0 Lead Yes 3.0 None 52.0 0.58 1.13 101.6 0.0 101.6 F 21.0 Max 21.0 Max 21.0 Max 21.0 Max 21.0 Max -314 m#451 6.0 12.0 58.0 64.4% 52.0 4.0 2.0 0.0 6.0 3.0 C-Min 52.0 0.58 0.37 6.1 0.0 6.1 A 48.1 D 52.0 Coord 52.0 Coord 52.0 Coord 52.0 Coord 52.0 Coord 46 m59 2598 6.0 12.0 31.0 34.4% 25.0 4.0 2.0 0.0 6.0 Lag Yes 3.0 None 25.0 0.28 1.05 76.2 0.0 76.2 E 68.8 E 25.0 Coord 25.0 Coord 25.0 Coord 25.0 Coord 25.0 Coord -316 #438 2453 6.0 6.0 12.0 12.0 32.0 32.0 0.0 35.6% 35.6% 0.0% 26.0 26.0 4.0 4.0 2.0 2.0 0.0 0.0 0.0 6.0 6.0 4.0 3.0 Min 57.0 0.63 0.10 2.8 0.0 2.8 A 26.0 Max 26.0 Max 26.0 Max 26.0 Max 26.0 Max 6 24 3.0 Min 26.0 0.29 1.13 99.5 0.0 99.5 F 99.5 F 26.0 Max 26.0 Max 26.0 Max 26.0 Max 26.0 Max -383 #603 2093 290 135 496 1914 920 1030 650 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.13 0.37 1.05 0.10 1.13 Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green Patton Harris Rust & Associates Synchro 7 - Report ' Page 5 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —SAT 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Natural Cycle: 65 Control Type: Actuated -Coordinated Maximum v/c Ratio: 1.13 Intersection Signal Delay: 67.5 Intersection LOS: E Intersection Capacity Utilization 106.9% ICU Level of Service G I'I Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 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. Snlits and Phases- 4- Millwond Pk & Sulnhur So Rd —�" o2 o4 58 "s . 32 s _ 05 06 2 s 31 s Synchro 7 - Report Patton Harris Rust & Associates Page 6 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT 7: Millwood Pk & 2/8/2008 Lane Group EBU,' .<=EBL .," .''EBT EBR" ." " WBL ' , 1NBT- ' 'WBR NBL .' NBT. " NBR " SBL " "SBT Lane Configurations tt r, Volume (vph) 6 2 815 39 13 864 0 48 0 14 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.969 0.865 Fit Protected 0.950 0.950 0.963 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1738 0 0 1611 Fit Permitted 0.950 0.950 0.963 Satd. Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1738 0 0 1611 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 7 2 906 43 14 960 0 53 0 16 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 9 906 43 14 960 0 0 69 0 0 2 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 40.7% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 7 I Carpers Valley Development Scenario 2: 2025 Build -out Conditions —SAT ' 7: Millwood Pk & 2/8/2008 Lane Group . _ $BR . ; .. Lanonfigurations Volume (vph) 2 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Fit Protected ' Satd. Flow (prot) 0 Fit Permitted Satd. Flow (perm) 0 ' Link Speed (mph) Link Distance (ft) Travel Time (s) ' Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control Intersection S6mmary- 1 Synchro 7 - Report Patton Harris Rust & Associates Page 8 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT 15: Costello Dr & Route 522 2/8/2008 Lane Group EBL -. - EBT = EBR ` WBL WBT . _ WBR NBL ; .NBT NBR ` SBL< ,. SBT SBR Lane Configurations *' r +T r ttT+ tT+ Volume (vph) 4 1 2 285 1 353 1 531 294 604 467 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.947 0.999 Flt Protected 0.962 0.950 0.953 0.950 0.950 Satd. Flow (prot) 0 1792 1583 1681 1686 1583 1770 4477 0 1770 3165 0 Flt Permitted 0.962 0.950 0.953 0.950 0.950 Satd. Flow (perm) 0 1792 1583 1681 1686 1583 1770 4477 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 392 141 1 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 4 1 2 317 1 392 1 590 327 671 519 3 Shared Lane Traffic (%)' 50% Lane Group Flow (vph) 0 5 2 158 160 392 1 917 0 671 522 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT 15: Costello Dr & Route 522 2/8/2008 Lane Group EBL EBT. EBR : WBL : WBT .: WBR NBL . ; NBT NBR SBL . .,.SBT> _ SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 12.0 12.0 12.0 15.0 15.0 15.0 12.0 25.0 0.0 38.0 51.0 0.0 Total Split (%) 13.3% 13.3% 13.3% 16.7% 16.7% 16.7% 13.3% 27.8% 0.0% 42.2% 56.7% 0.0% Maximum Green (s) 6.0 6.0 6.0 9.0 9.0 9.0 6.0 19.0 32.0 45.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag 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 None C-Max None C-Max Act Effct Green (s) 6.0 6.0 14.2 14.2 14.2 6.0 19.0 36.4 59.0 Actuated g/C Ratio 0.07 0.07 0.16 0.16 0.16 0.07 0.21 0.40 0.66 v/c Ratio 0.04 0.02 0.59 0.60 0.68 0.01 0.87 0.94 0.25 Control Delay 40.2 29.0 47.1 47.4 10.9 39.0 39.2 50.1 8.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.2 29.0 47.1 47.4 10.9 39.0 39.2 50.1 8.0 LOS D C D D B D D D A Approach Delay 37.0 27.2 39.2 31.7 Approach LOS D C D C 90th %ile Green (s) 6.0 6.0 6.0 9.0 9.0 9.0 6.0 19.0 32.0 45.0 90th %ile Term Code Max Max Max Max Max Max Max Coord Max Coord 70th %ile Green (s) 0.0 0.0 0.0 18.7 18.7 18.7 0.0 19.0 34.3 59.3 70th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Max Coord 50th %ile Green (s) 0.0 0.0 0.0 16.8 16.8 16.8 0.0 19.0 36.2 61.2 50th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Max Coord 30th %ile Green (s) 0.0 0.0 0.0 14.7 14.7 14.7 0.0 19.0 38.3 63.3 30th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Max Coord 10th %ile Green (s) 0.0 0.0 0.0 12.0 12.0 12.0 0.0 19.0 41.0 66.0 10th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Max Coord Queue Length 50th (ft) 3 0 85 87 0 1 158 359 52 Queue Length 95th (ft) 14 7 #221 #225 #118 6 #229 #635 124 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 1000 1000 Base Capacity (vph) 119 107 266 267 580 118 1056 715 2074 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.02 0.59 0.60 0.68 0.01 0.87 0.94 0.25 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 10 , Carpers Valley Development Scenario 2: 2025 Build -out Conditions —SAT 15: Costello Dr & Route 522 2/8/2008 , Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 33.0 Intersection LOS: C ' 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. Splits and Phases: 15: Costello Dr & Route 522 01 t o2 o4 08 38 s 25.s o5 o6 12s Synchro 7 - Report Patton Harris Rust & Associates Page 11 11 11 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT 18: Millwood Pk & Custer Ave 2/8/2008 # I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r '� tT +T r Volume (vph) 115 542 669 244 622 11 629 36 218 14 32 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.997 0.850 0.909 Fit Protected 0.950 0.950 0.955 0.995 Satd. Flow (prot) 1770 3312 1583 1770 3306 0 0 1779 1583 0 1685 0 Flt Permitted 0.283 0.342 0.955 0.995 Satd. Flow (perm) 527 3312 1583 637 3306 0 0 1779 1583 0 1685 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 743 2 218 72 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 128 602 743 271 691 12 699 40 242 16 36 108 Shared Lane Traffic (%) Lane Group Flow (vph) 128 602 743 271 703 0 0 739 242 0 160 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Split Perm Split Protected Phases 4 8 2 2 6 6 Permitted Phases 4 4 8 2 Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development 18: Millwood Pk & Custer Ave Scenario 2: 2025 Build -out Conditions -SAT 2/8/2008 Lane Group' EBL .,; ::EBT - EBR WBL WBT. 1NBR � INK ,: NBT . NBR - : SBL . ­ ", :SBT P SBR Detector Phase 4 4 4 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 49.0 49.0 49.0 49.0 49.0 0.0 49.0 49.0 49.0 12.0 12.0 0.0 Total Split (%) 44.5% 44.5% 44.5% 44.5% 44.5% 0.0% 44.5% 44.5% 44.5% 10.9% 10.9% 0.0% Maximum Green (s) 43.0 43.0 43.0 43.0 43.0 43.0 43.0 43.0 6.0 6.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? 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 C-Max C-Max C-Max Min Min Act Effct Green (s) 43.0 43.0 43.0 43.0 43.0 43.0 43.0 6.0 Actuated g/C Ratio 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.05 v/c Ratio 0.62 0.46 0.69 1.09 0.54 1.06 0.32 1.00 Control Delay 42.6 26.4 5.6 116.6 27.8 85.7 5.4 101.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.6 26.4 5.6 116.6 27.8 85.7 5.4 101.3 LOS D C A F C F A F Approach Delay 17.3 52.5 65.9 101.3 Approach LOS B D E F 90th %ile Green (s) 43.0 43.0 43.0 43.0 43.0 43.0 43.0 43.0 6.0 6.0 90th %ile Term Code Max Max Max Max Max Coord Coord Coord Max Max 70th %ile Green (s) 43.0 43.0 43.0 43.0 43.0 43.0 43.0 43.0 6.0 6.0 70th %ile Term Code Max Max Max Max Max Coord Coord Coord Max Max 50th %ile Green (s) 43.0 43.0 43.0 43.0 43.0 43.0 43.0 43.0 6.0 6.0 50th %ile Term Code Hold Hold Hold Max Max Coord Coord Coord Max Max 30th %ile Green (s) 43.0 43.0 43.0 43.0 43.0 43.0 43.0 43.0 6.0 6.0 30th %ile Term Code Hold Hold Hold Max Max Coord Coord Coord Max Max 10th %ile Green (s) 43.0 43.0 43.0 43.0 43.0 43.0 43.0 43.0 6.0 6.0 10th %ile Term Code Hold Hold Hold Max Max Coord Coord Coord Max Max Queue Length 50th (ft) 72 164 0 -216 198 -576 10 -63 Queue Length 95th (ft) #159 216 83 #381 257 #808 61 #202 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 206 1295 1071 249 1294 695 752 160 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.62 0.46 0.69 1.09 0.54 1.06 0.32 1.00 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development 18: Millwood Pk & Custer Ave Scenario 2: 2025 Build -out Conditions —SAT 2/8/2008 Natural Cycle: 110 Control Type: Actuated -Coordinated Maximum v/c Ratio: 1.09 Intersection Signal Delay: 43.9 Intersection LOS: D Intersection Capacity Utilization 93.7% ICU Level of Service F Analysis Period (min) 15 — Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Snlits and Phases- 18- Millwood Pk & Custer Ave o2 06 " o4 49 s . ,712 s j 4&s :: 0° 49 s 1. Patton Harris Rust & Associates Synchro 7 - Report Page 14 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —SAT 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 4\ 41 Lane Group EBL ..'EBR NBL NBT ;'SBT' � a_ ; SBR Lane Configurations if *T T Volume (vph) 100 200 182 764 822 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.983 Flt Protected 0.950 0.990 Satd. Flow (prot) 1770 1583 0 1844 1831 0 Flt Permitted 0.950 0.990 Satd. Flow (perm) 1770 1583 0 1844 1831 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 111 222 202 849 913 133 Shared Lane Traffic (%) Lane Group Flow (vph) 111 222 0 1051 1046 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary : ' Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 116.4% ICU Level of Service H Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 15 I Carpers Valley Development Scenario 2: 2025 Build -out Conditions -AM -IMP 2: Millwood Pk & Inverlee Way 2/8/2008 # Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL ' SBT SBR Lane Configurations tt r tt r T Volume (vph) 11 803 17 287 561 16 59 0 166 34 0 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 100 200 350 0 0 200 0 Storage Lanes 1 1 1 1 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.901 0.850 Fit Protected 0.950 0.950 0.987 0.950 Satd. Flow (prot) 1770 3312 1583 1770 3312 1583 0 1657 0 1770 1583 0 Flt Permitted 0.416 0.217 0.880 0.348 Satd. Flow (perm) 775 3312 1583 404 3312 1583 0 1477 0 648 1583 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 14 18 157 268 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2256 2678 1160 1125 Travel Time (s) 51.3 60.9 26.4 25.6 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 12 892 19 319 623 18 66 0 184 38 0 93 Shared Lane Traffic (%) Lane Group Flow (vph) 12 892 19 319 623 18 0 250 0 38 93 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm pm+pt Perm Perm Perm Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -AM -IMP 2: Millwood Pk & Inverlee Way 2/8/2008 - t Lane Group. , EBL � ,,:EBT: , EBR " `WBL : °WBT .; �WBR. , NBL � NBT: 'NBR,� : 'SBL,, . -SBT '°�SBR Detector Phase 2 2 2 1 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 43.0 43.0 43.0 15.0 58.0 58.0 32.0 32.0 0.0 32.0 32.0 0.0 Total Split (%) 47.8% 47.8% 47.8% 16.7% 64.4% 64.4% 35.6% 35.6% 0.0% 35.6% 35.6% 0.0% Maximum Green (s) 37.0 37.0 37.0 9.0 52.0 52.0 26.0 26.0 26.0 26.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 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 C-Min C-Min C-Min None None None Min Min None None Act Effct Green (s) 44.5 44.5 44.5 65.8 65.8 65.8 12.2 12.2 12.2 Actuated g/C Ratio 0.49 0.49 0.49 0.73 0.73 0.73 0.14 0.14 0.14 v/c Ratio 0.03 0.55 0.02 0.60 0.26 0.02 0.74 0.43 0.21 Control Delay 20.0 23.5 15.6 22.0 2.5 0.9 27.8 48.5 1.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.0 23.5 15.6 22.0 2.5 0.9 27.8 48.5 1.1 LOS B C B C A A C D A Approach Delay 23.3 9.0 27.8 14.8 Approach LOS C A C B 90th %ile Green (s) 37.0 37.0 37.0 14.9 57.9 57.9 20.1 20.1 20.1 20.1 90th %ile Term Code Coord Coord Coord Max Coord Coord Gap Gap Hold Hold 70th %ile Green (s) 40.1 40.1 40.1 16.8 62.9 62.9 15.1 15.1 15.1 15.1 70th %ile Term Code Coord Coord Coord Gap Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 43.6 43.6 43.6 16.8 66.4 66.4 11.6 11.6 11.6 11.6 50th %ile Term Code Coord Coord Coord Gap Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 47.9 47.9 47.9 16.0 69.9 69.9 8.1 8.1 8.1 8.1 30th %ile Term Code Coord Coord Coord Gap Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 53.7 53.7 53.7 12.3 72.0 72.0 6.0 6.0 6.0 6.0 10th %ile Term Code Coord Coord Coord Gap Coord Coord Min Min Hold Hold Queue Length 50th (ft) 0 274 6 72 23 0 50 20 0 Queue Length 95th (ft) m13 347 m15 104 41 m0 120 48 0 Internal Link Dist (ft) 2176 2598 1080 1045 Turn Bay Length (ft) 200 100 200 350 200 Base Capacity(vph) 383 1636 789 529 2422 1163 538 187 648 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.55 0.02 0.60 0.26 0.02 0.46 0.20 0.14 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —AM —IMP 2: Millwood Pk & Inverlee Way 2/812008 Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.74 Intersection Signal Delay: 17.2 Intersection LOS: B Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Cnlitc anrd Phacac• 9• Millwnnri Pk R InVArIAP WAv 01 o2 o4 1.5 1 lq43s : 32 s _ t 06 08 Patton Harris Rust & Associates Synchro 7 - Report Page 3 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -AM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 --10. 4- *-1- Lane Group ,. EBL EBT -' WBT - WBR w�SBL . ,, = SBR Lane Configurations tt tt r r Volume (vph) 124 879 633 78 207 231 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 200 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 3312 3312 1583 1770 1583 Flt Permitted 0.269 0.950 Satd. Flow (perm) 501 3312 3312 1583 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 87 158 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 138 977 703 87 230 257 Shared Lane Traffic (%) I Lane Group Flow (vph) 138 977 703 87 230 257 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 1 Detector Template Left Thru Thru Right Left Right Leading Detector (ft) 20 100 100 20 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) 20 6 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type pm+pt pm+ov pm+ov Protected Phases 5 2 6 4 4 5 Permitted Phases 2 6 4 Synchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -AM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Lane Group EBL EBT 'WBR, SBL SBR Detector Phase 5 2 6 4 4 5 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 29.0 78.0 49.0 12.0 12.0 29.0 Total Split (%) 32.2% 86.7% 54.4% 13.3% 13.3% 32.2% Maximum Green (s) 23.0 72.0 43.0 6.0 6.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead 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 None C-Min None Min Min None Act Effct Green (s) 53.0 53.0 38.5 69.5 25.0 39.5 Actuated g/C Ratio 0.59 0.59 0.43 0.77 0.28 0.44 v/c Ratio 0.33 0.50 0.50 0.07 0.47 0.33 Control Delay 7.3 5.8 18.1 0.6 32.3 8.3 Queue Delay 0.0 0.0 , 0.0 0.0 0.0 0.0 Total Delay 7.3 5.8 18.1 0.6 32.3 8.3 LOS A A B A C A Approach Delay 6.0 16.1 19.6 Approach LOS A B B 90th %ile Green (s) 10.4 57.4 41.0 20.6 20.6 10.4 90th %ile Term Code Gap Coord Coord Max Max Gap 70th %ile Green (s) 9.2 56.4 41.2 21.6 21.6 9.2 70th %ile Term Code Gap Coord Coord Gap Gap Gap 50th %ile Green (s) 8.4 54.9 40.5 23.1 23.1 8.4 50th %ile Term Code Gap Coord Coord Gap Gap Gap 30th %ile Green (s) 7.8 51.0 37.2 27.0 27.0 7.8 30th %ile Term Code Gap Coord Coord Gap Gap Gap 10th %ile Green (s) 6.6 45.1 32.5 32.9 32.9 6.6 10th %ile Term Code Gap Coord Coord Max Max Gap Queue Length 50th (ft) 13 49 150 0 112 34 Queue Length 95th (ft) 55 126 197 0 192 88 Internal Link Dist (ft) 2598 2453 2093 Turn Bay Length (ft) 290 135 200 Base Capacity (vph) 619 2650 1582 1243 492 1014 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.37 0.44 0.07 0.47 0.25 Iritersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —AM —IMP 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.50 Intersection Signal Delay: 12.1 Intersection LOS: B Intersection Capacity Utilization 50.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Millwood Pk & Sulphur So Rd —" o2 o4 78 s 12s 05 �1-- o6 29 s 49's. Patton Harris Rust & Associates Synchro 7 - Report Page 6 11 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -AM -IMP T Millwood Pk & 2/8/2008 Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations '� tt r '� tT +T+ Volume (vph) 10 9 858 116 28 557 0 57 1 13 1 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.976 0.910 Fit Protected 0.950 0.950 0.961 0.994 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Fit Permitted 0.417 0.279 0.961 0.994 Satd. Flow (perm) 0 777 3312 1583 520 3312 0 0 1747 0 0 1685 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 129 14 6 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 11 10 953 129 31 619 0 63 1 14 1 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 21 953 129 31 619 0 0 78 0 0 9 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 20 100 20 20 100 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 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Split Split Protected Phases 2 6 8 8 4 4 Permitted Phases 2 2 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —AM —IMP 7: Millwood Pk & 2/8/2008 Lane�Group' :. _SBR r Lanonfigurations Volume (vph) 5 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Synchro 7 - Report Patton Harris Rust & Associates Page 8 11 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -AM -IMP 7: Millwood Pk & 2/8/2008 t * -,1, ,�- -* -- *-� *, t '*' t Lane Group EBU EBL EBT EBR WBL WBT WBR NBL. ' NBT NBR SBL SBT Detector Phase 2 2 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 39.0 39.0 39.0 39.0 39.0 39.0 0.0 39.0 39.0 0.0 12.0 12.0 Total Split (%) 43.3% 43.3% 43.3% 43.3% 43.3% 43.3% 0.0% 43.3% 43.3% 0.0% 13.3% 13.3% Maximum Green (s) 33.0 33.0 33.0 33.0 33.0 33.0 33.0 33.0 6.0 6.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Min C-Min C-Min None None None None Act Effct Green (s) 70.2 70.2 70.2 70.2 70.2 8.9 6.1 Actuated g/C Ratio 0.78 0.78 0.78 0.78 0.78 0.10 0.07 v/c Ratio 0.03 0.37 0.10 0.08 0.24 0.42 0.08 Control Delay 4.5 4.1 1.3 5.8 4.7 38.2 29.0 Queue Delay 0.0 0.0 0.0 0.0 0.01 0.0 0.0 Total Delay 4.5 4.1 1.3 5.8 4.7 38.2 29.0 LOS A A A A A D C Approach Delay 3.8 4.7 38.2 29.0 Approach LOS A A D C 90th %ile Green (s) 53.2 53.2 53.2 53.2 53.2 53.2 12.4 12.4 6.4 6.4 90th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Max Max 70th %ile Green (s) 67.8 67.8 67.8 67.8 67.8 67.8 10.2 10.2 0.0 0.0 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Skip Skip 50th %ile Green (s) 69.3 69.3 69.3 69.3 69.3 69.3 8.7 8.7 0.0 0.0 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Skip Skip 30th %ile Green (s) 70.8 70.8 70.8 70.8 70.8 70.8 7.2 7.2 0.0 0.0 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Skip Skip 10th %ile Green (s) 84.0 84.0 84.0 84.0 84.0 84.0 0.0 0.0 0.0 0.0 10th %ile Term Code Coord Coord Coord Coord Coord Coord Skip Skip Skip Skip Queue Length 50th (ft) 2 53 2 3 41 35 2 Queue Length 95th (ft) m13 170 18 20 116 75 16 Internal Link Dist (ft) 2453 972 1694 425 Turn Bay Length (ft) 90 675 70 Base Capacity (vph) 606 2584 1263 406 2584 649 120 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 0.03 0.37 0.10 0.08 0.24 0.12 0.08 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —AM —IMP 7: Millwood Pk & 2/8/2008 Lane Group SBR - Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) 0.0 Total Split (%) 0.0% Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Synchro 7 - Report Patton Harris Rust & Associates Page 10 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —AM —IMP 7: Millwood Pk & 2/8/2008 Natural Cycle: 45 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.42 Intersection Signal Delay: 5.7 Intersection LOS: A Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. .qnlits Anri Phases• 7• Millwnni Pk R o2 o4 08 39s 12s:39"s: 06 39 s Patton Harris Rust & Associates Synchro 7 - Report Page 11 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -AM -IMP 15: Costello Dr & Route 522 2/8/2008 Lane Group -EBL , EBT- ,EBR WBL ; .WBT . WBR NBL : ' NBT NBR r: SBL:"., SBT: SBR Lane Configurations A if V; A �r V; **I,- 1i At, Volume (vph) 5 5 1 174 0 39 0 677 140 102 717 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.974 0.998 Flt Protected 0.976 0.950 0.950 0.950 Satd. Flow (prot) 0 1818 1583 1681 1681 1583 1863 4513 0 1770 3165 0 Flt Permitted 0.976 0.950 0.950 0.950 Satd. Flow (perm) 0 1818 1583 1681 1681 1583 1863 4513 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 43 38 1 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 6 6 1 193 0 43 0 752 156 113 797 12 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 12 1 96 97 43 0 908 0 113 809 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split pm+ov Prot Prot Protected Phases 4 4 8 8 1 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -AM -IMP 15: Costello Dr & Route 522 2/8/2008 .�- t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 4 8 8 1 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 24.0 24.0 24.0 42.0 42.0 12.0 12.0 12.0 0.0 12.0 12.0 0.0 Total Split (%) 26.7% 26.7% 26.7% 46.7% 46.7% 13.3% 13.3% 13.3% 0.0% 13.3% 13.3% 0.0% Maximum Green (s) 18.0 18.0 18.0 36.0 36.0 6.0 6.0 6.0 6.0 6.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead -Lag Optimize? Yes 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 None C-Max None C-Max Act Effct Green (s) 6.4 6.4 10.6 10.6 29.3 46.0 12.8 64.7 Actuated g/C Ratio 0.07 0.07 0.12 0.12 0.33 0.51 0.14 0.72 v/c Ratio 0.09 0.01 0.48 0.49 0.08 0.39 0.45 0.36 Control Delay 40.4 30.0 50.7 50.8 4.1 15.3 41.0 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.01 0.0 Total Delay 40.4 30.0 50.7 50.8 4.1 15.3 41.0 6.5 LOS D C D D A B D A Approach Delay 39.6 42.2 15.3 10.8 Approach LOS D D B B 90th %ile Green (s) 7.4 7.4 7.4 14.9 14.9 15.1 0.0 28.6 15.1 49.7 90th %ile Term Code Gap Gap Gap Gap Gap Gap Skip Coord Gap Coord 70th %ile Green (s) 0.0 0.0 0.0 12.3 12.3 13.7 0.0 46.0 13.7 65.7 70th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord 50th %ile Green (s) 0.0 0.0 0.0 10.6 10.6 12.9 0.0 48.5 12.9 67.4 50th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord 30th %ile Green (s) 0.0 0.0 0.0 8.8 8.8 12.0 0.0 51.2 12.0 69.2 30th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord 10th %ile Green (s) 0.0 0.0 0.0 6.3 6.3 10.1 0.0 55.6 10.1 71.7 10th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord Queue Length 50th (ft) 7 0 51 51 0 97 60 65 Queue Length 95th (ft) 23 5 87 87 m7 197 109 182 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 1000 1000 Base Capacity (vph) 364 317 672 672 545 2324 251 2277 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.00 0.14 0.14 0.08 0.39 0.45 0.36 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development 15: Costello Dr & Route 522 Scenario 2: 2025 Build -out Conditions —AM —IMP 2/8/2008 Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.49 Intersection Signal Delay: 16.5 Intersection LOS: B Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Solits and Phases: 15: Costello Dr & Route 522 01 t 02 04 08 24s 42 sr, l o5 o6 12-s' Patton Harris Rust & Associates Synchro 7 - Report Page 14 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -AM -IMP 18: Millwood Pk & Custer Ave. 2/812008 Lane Group. EBL EBT EBR WBL - WBT VVBR NBL NBT NBR, SBL SBT SBR Lane Configurations tt r tl� +T if +T r Volume (vph) 31 702 382 99 582 4 113 31 52 14 88 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 200 360 0 100 Storage Lanes 1 1 1 0 1 1 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.850 At Protected 0.950 0.950 0.950 0.972 0.993 Satd. Flow (prot) 1770 3312 1583 1770 3310 0 1681 1720 1583 0 1850 1583 Flt Permitted 0.404 0.197 0.950 0.972 0.993 Satd. Flow (perm) 753 3312 1583 367 3310 0 1681 1720 1583 0 1850 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 424 1 58 106 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) > 34 780 424 110 647 4 126 34 58 16 98 106 Shared Lane Traffic (%) 37% Lane Group Flow (vph) 34 780 424 110 651 0 79 81 58 0 114 106 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 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 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 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm pm+pt Split Perm Split Perm Protected Phases 2 1 6 8 8 4 4 Permitted Phases 2 2 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 15 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -AM -IMP 18: Millwood Pk & Custer Ave. 2/8/2008 Lane Group "EBL ' . EBT- = EBR WBLv. -WBT =-.WBR ` NBL ,NBT,. NBR-' . SBL, .z,.SBT SBR Detector Phase 2 2 2 1 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 37.0 37.0 37.0 12.0 49.0 0.0 12.0 12.0 12.0 29.0 29.0 29.0 Total Split (%) 41.1 % 41.1 % 41.1 % 13.3% 54.4% 0.0% 13.3% 13.3% 13.3% 32.2% 32.2% 32.2% Maximum Green (s) 31.0 31.0 31.0 6.0 43.0 6.0 6.0 6.0 23.0 23.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 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 3.0 Recall Mode C-Max C-Max C-Max None None Max Max Max Min Min Min Act Effct Green (s) 33.4 33.4 33.4 43.0 43.0 18.1 18.1 18.1 10.9 10.9 Actuated g/C Ratio 0.37 0.37 0.37 0.48 0.48 0.20 0.20 0.20 0.12 0.12 v/c Ratio 0.12 0.63 0.50 0.41 0.41 0.23 0.23 0.16 0.51 0.37 Control Delay 21.9 27.0 4.5 30.5 30.0 34.4 34.3 13.5 44.5 11.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.9 27.0 4.5 30.5 30.0 34.4 34.3 13.5 44.5 11.1 LOS C C A C C C C B D B Approach Delay 19.1 30.1 28.8 28.4 Approach LOS B C C C 90th %ile Green (s) 31.0 31.0 31.0 6.0 43.0 14.0 14.0 14.0 15.0 15.0 15.0 90th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Gap Gap Gap 70th %ile Green (s) 31.0 31.0 31.0 6.0 43.0 16.5 16.5 16.5 12.5 12.5 12.5 70th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Gap Gap Gap 50th %ile Green (s) 31.0 31.0 31.0 6.0 43.0 18.1 18.1 18.1 10.9 10.9 10.9 50th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Gap Gap Gap 30th %ile Green (s) 31.0 31.0 31.0 6.0 43.0 19.8 19.8 19.8 9.2 9.2 9.2 30th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Gap Gap Gap 10th %ile Green (s) 43.0 43.0 43.0 0.0 43.0 22.3 22.3 22.3 6.7 6.7 6.7 10th %ile Term Code Coord Coord Coord Skip Coord MaxR MaxR MaxR Gap Gap Gap Queue Length 50th (ft) 13 197 0 51 165 36 37 0 62 0 Queue Length 95th (ft) 36 263 61 103 238 82 84 30 109 44 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 200 360 100 Base Capacity(vph) 279 1229 854 269 1582 339 347 366 473 483 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.63 0.50 0.41 0.41 0.23 0.23 0.16 0.24 0.22 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 16 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —AM —IMP 18: Millwood Pk & Custer Ave. 2/8/2008 Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.63 Intersection Signal Delay: 24.3 Intersection LOS: C Intersection Capacity Utilization 52.0% ICU Level of Service A Analysis Period (min) 15 .qnlits anri Phasas• 12- Millwnnrl Pk & Coster AvP_ ' 01 '—l' o2 o4 05 12s si37s ;29s .'12s. 06 49,5; .vl Synchro 7 - Report Patton Harris Rust & Associates Page 17 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -AM -IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 Lane Group EBL EBR NBL NBT 'SBT SBR Lane Configurations t �r Volume (vph) 53 160 72 143 430 121 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 200 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.970 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1583 1770 1863 1807 0 Flt Permitted 0.950 0.404 Satd. Flow (perm) 1770 1583 753 1863 1807 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 178 32 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 59 178 80 159 478 134 Shared Lane Traffic (%) Lane Group Flow (vph) 59 178 80 159 612 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 Detector Template Left Right Left Thru Thru Leading Detector (ft) 20 20 20 100 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot Perm Protected Phases 4 4 2 6 Permitted Phases 2 Detector Phase 4 4 2 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 18 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -AM -IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 Land Group EBL . EBR NBL NBT SBT SBR Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 26.0 26.0 64.0 64.0 64.0 0.0 Total Split (%) 28.9% 28.9% 71.1 % 71.1 % 71.1 % 0.0% Maximum Green (s) 20.0 20.0 58.0 58.0 58.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Min C-Min C-Min Act Effct Green (s) 8.7 8.7 69.3 69.3 69.3 Actuated g/C Ratio 0.10 0.10 0.77 0.77 0.77 v/c Ratio 0.35 0.57 0.14 0.11 0.44 Control Delay 42.3 16.9 3.7 3.1 6.8 Queue Delay 0.0 0.0 .0.0 0.0 0.0 Total Delay 42.3 16.9 3.7 3.1 6.8 LOS D B A A A Approach Delay 23.2 3.3 6.8 Approach LOS C A A 90th %ile Green (s) 12.2 12.2 65.8 65.8 65.8 90th %ile Term Code Gap Gap Coord Coord Coord 70th %ile Green (s) 9.7 9.7 68.3 68.3 68.3 70th %ile Term Code Gap Gap Coord Coord Coord 50th %ile Green (s) 8.4 8.4 69.6 69.6 69.6 50th %ile Term Code Gap Gap Coord Coord Coord 30th %ile Green (s) 7.1 7.1 70.9 70.9 70.9 30th %ile Term Code Gap Gap Coord Coord Coord 10th %ile Green (s) 6.0 6.0 72.0 72.0 72.0 10th %ile Term Code Min Min Coord Coord Coord Queue Length 50th (ft) 32 1 9 17 117 Queue Length 95th (ft) 61 64 25 38 234 Internal Link Dist (ft) 3029 397 1478 Turn Bay Length (ft) 275 200 Base Capacity (vph) 393 490 580 1435 1399 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.15 0.36 0.14 0.11 0.44 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 40 I Synchro 7 - Report Patton Harris Rust & Associates Page 19 Carpers Valley Development 19: Costello Dr & Pr. Frederick Dr. Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.57 Intersection Signal Delay: 9.6 Intersection Capacity Utilization 55.0% Analysis Period (min) 15 Splits and Phases: 19: Costello Dr & Pr. Frederick Dr. Scenario 2: 2025 Build -out Conditions —AM —IMP 2/s/200s Intersection LOS: A ICU Level of Service A t L2 o4 6 S IFE 26 t 06. Patton Harris Rust & Associates Synchro 7 - Report Page 20 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -PM -IMP 2: Millwood Pk & Inverlee Way 2/8/2008 I Lane Group. EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r '� tt r T Volume (vph) 39 714 59 395 1202 63 33 0 503 22 0 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 100 200 350 0 0 200 0 Storage Lanes 1 1 1 1 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.873 0.850 Flt Protected 0.950 0.950 0.997 0.950 Satd. Flow (prof) 1770 3312 1583 1770 3312 1583 0 1621 0 1770 1583 0 Flt Permitted 0.148 0.291 0.976 0.193 Satd. Flow (perm) 276 3312 1583 542 3312 1583 0 1587 0 360 1583 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 42 70 416 61 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2256 2678 1160 1125 Travel Time (s) 51.3 60.9 26.4 25.6 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 43 793 66 439 1336 70 37 0 559 24 0 47 Shared Lane Traffic (%) Lane Group Flow (vph) 43 793 66 439 1336 70 0 596 0 24 47 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm pm+pt Perm Perm Perm Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -PM -IMP 2: Millwood Pk & Inverlee Way 2/8/2008 ` --- } I 1 Lane Group EBL : EBT EBR WBL, . WBT . °WBR I NBL. NBT,.': NBR SBL SBT, . SBR Detector Phase 2 2 2 1 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 46.0 46.0 46.0 27.0 73.0 73.0 35.0 35.0 0.0 35.0 35.0 0.0 Total Split (%) 42.6% 42.6% 42.6% 25.0% 67.6% 67.6% 32.4% 32.4% 0.0% 32.4% 32.4% 0.0% Maximum Green (s) 40.0 40.0 40.0 21.0 67.0 67.0 29.0 29.0 29.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lead Lead Lag 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 C-Min C-Min C-Min None None None Min Min None None Act Effct Green (s) 54.0 54.0 54.0 75.3 75.3 75.3 20.7 20.7 20.7 Actuated g/C Ratio 0.50 0.50 0.50 0.70 0.70 0.70 0.19 0.19 0.19 v/c Ratio 0.31 0.48 0.08 0.80 0.58 0.06 0.93 0.35 0.13 Control Delay 20.0 13.2 1.5 16.4 4.1 0.1 34.4 47.8 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.0 13.2 1.5 16.4 4.1 0.1 34.4 47.8 6.2 LOS B B A B A A C D A Approach Delay 12.7 6.9 34.4 20.3 Approach LOS B A C C 90th %ile Green (s) 40.0 40.0 40.0 21.0 67.0 67.0 29.0 29.0 29.0 29.0 90th %ile Term Code Coord Coord Coord Max Coord Coord Max Max Hold Hold 70th %ile Green (s) 40.0 40.0 40.0 21.0 67.0 67.0 29.0 29.0 29.0 29.0 70th %ile Term Code Coord Coord Coord Max Coord Coord Max Max Hold Hold 50th %ile Green (s) 49.9 49.9 49.9 17.3 73.2 73.2 22.8 22.8 22.8 22.8 50th %ile Term Code Coord Coord Coord Gap Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 63.3 63.3 63.3 10.6 79.9 79.9 16.1 16.1 16.1 16.1 30th %ile Term Code Coord Coord Coord Gap Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 77.0 77.0 77.0 6.5 89.5 89.5 6.5 6.5 6.5 6.5 10th %ile Term Code Coord Coord Coord Gap Coord Coord Gap Gap Hold Hold Queue Length 50th (ft) 8 80 1 62 65 0 131 14 0 Queue Length 95th (ft) m37 313 m4 m133 m50 m0 #321 39 21 Internal Link Dist (ft) 2176 2598 1080 1045 Turn Bay Length (ft) 200 100 200 350 200 Base Capacity (vph) 138 1657 813 646 2310 1125 730 97 470 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.48 0.08 0.68 0.58 0.06 0.82 0.25 0.10 Intersection Summary Area Type: Other Cycle Length: 108 Actuated Cycle Length: 108 Offset: 60 (56%), Referenced to phase 2:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 2 ' - P Carpers Valley Development Scenario 2: 2025 Build out Condltlons_PM_IM ' 2: Millwood Pk & Inverlee Way 2/8/2008 Natural Cycle: 65 Control Type: Actuated -Coordinated t Maximum v/c Ratio: 0.93 Intersection Signal Delay: 13.5 Intersection LOS: B Intersection Capacity Utilization 96.2% ICU Level of Service F ' 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. Snlits And Phases• 9- Millwnnd Pk & Inverlee Wav o2 01 t o4 46 s 4.- 06 08 73s 35 s . Synchro 7 - Report Patton Harris Rust & Associates Page 3 C8[DeFBValley Development Scenario 2: 2025 Build -out Conditions -PM -IMP 4'Millwood [zk & Sulphur Sp Rd 2/8/2808 � � _+ GroupLane FBL '-- -' - Lane Configurations tt tt if Volume(vph) 420 819 1388 244 64 272 Ideal Flow (vphp|) 1900 1900 1900 1900 1000 1000 Storage Length (ft) 290 135 200 U Storage Lanes 1 1 i 1 Taper Length(ft) 25 25 25 25 Lane UUiFactor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.85 0.850 HtPmteoted 0.850 0.950 Satd. Flmw/pmU 1770 3312 3312 1583 1770 1583 FhPenndted 0.064 0.960 Satd.Flow (penn) 119 3312 3312 1583 1770 1583 Right Turn onRed Yes Yes Satd. Flmv(RTOR) 120 302 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (u) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.00 0.90 0.80 0.00 Heavy Vehicles 2% S% 8% 2% 2% 2% Adj. Flow (vph) 467 910 1542 271 71 302 Shared Lane Traffic (%) ' Lane Group Flow (vph) 487 010 1542 271 71 302 Enter Blocked Intersection No No No No No No Lane Alignment Loft Left Loft Right Left Right MediunVVidih(ft) 30 40 12 LinkO#sot(f) O 0 0 Crooawa|kVVidih(f) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.80 1.00 Turning Speed (nph) 15 9 15 0 Number of Detectors 1 2 2 1 1 1 Detector Template Left Thm Thm Right Left Right Leading Detector (ft) 20 100 100 20 20 20 Trailing Detector (ft) O U O O O O Detector Pooihon(ft) O O 0 O 0 U Detector 1Sizo(ft) 20 8 6 20 20 20 Detector Type C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex Detector 1Channel Detector 1Extend (o) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1Queue (s) 0.0 0.0 8.0 0.0 0.0 0.0 Detector 1Delay (o) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2Sizo(ft) G G Detector 2Type C|+Ex C|+Ex Detector 2Channel Detector 2Extend (o) 0.0 0.0 Turn Type pm+pt pm+ov Perm Protected Phases 5 2 G 4 4 Permitted Phases 2 8 4 Synom7'Report Carpers Valley Development Scenario 2: 2025 Build -out Conditions -PM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Lane Group EBL EBT WBT WBR SBL SBR Detector Phase 5 2 6 4 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 32.0 94.0 62.0 14.0 14.0 14.0 Total Split (%) 29.6% 87.0% 57.4% 13.0% 13.0% 13.0% Maximum Green (s) 26.0 88.0 56.0 8.0 8.0 8.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None Min Min Min Act Effct Green (s) 88.3 88.3 56.8 70.5 7.7 7.7 Actuated g/C Ratio 0.82 0.82 0.53 0.65 0.07 0.07 v/c Ratio 0.96 0.34 0.89 0.25 0.57 0.77 Control Delay 55.0 2.3 24.2 2.9 66.2 19.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.0 2.3 24.2 2.9 66.2 19.7 LOS E A C A E B Approach Delay 20.2 21.0 28.5 Approach LOS C C C 90th %ile Green (s) 26.0 88.0 56.0 8.0 8.0 8.0 90th %ile Term Code Max Coord Coord Max Max Max 70th %ile Green (s) 26.0 88.0 56.0 8.0 8.0 8.0 70th %ile Term Code Max Coord Coord Max Max Max 50th %ile Green (s) 26.0 88.0 56.0 8.0 8.0 8.0 50th %ile Term Code Max Coord Coord Max Max Max 30th %ile Green (s) 26.3 87.8 55.5 8.2 8.2 8.2 30th %ile Term Code Max Coord Coord Gap Gap Gap 10th %ile Green (s) 23.4 89.9 60.5 6.1 6.1 6.1 10th %ile Term Code Gap Coord Coord Gap Gap Gap Queue Length 50th (ft) 223 78 216 8 48 0 Queue Length 95th (ft) m#430 76 #347 31 #102 #111 Internal Link Dist (ft) 2598 2453 2093 Turn Bay Length (ft) 290 135 200 Base Capacity (vph) 496 2711 1745 1079 132 397 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.94 0.34 0.88 0.25 0.54 0.76 Intersection Summary Area Type: Other Cycle Length: 108 Actuated Cycle Length: 108 Offset: 82 (76%), Referenced to phase 2:EBTL, Start of Green IPatton Harris Rust & Associates Synchro 7 - Report Page 5 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —PM —IMP 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 21.5 Intersection LOS: C Intersection Capacity Utilization 81.6% 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. Splits and Phases: 4: Millwood Pk & Sulohur So Rd 'o2 o4 94 o5 06 32s,62 s" Patton Harris Rust & Associates Synchro 7 - Report I Page 6 11 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -PM -IMP 7: Millwood Pk & 2/812I008 Lane Group EBU EBL EBT. EBR WBL WBT WBR '. NBL NBT NBR . SBL ' SBT Lane Configurations tt r '� tT 4 *T+ Volume (vph) 69 7 842 85 34 1259 0 108 3 8 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.991 0.865 Flt Protected 0.950 0.950 0.957 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Flt Permitted 0.137 0.270 0.737 Satd. Flow (perm) 0 255 3312 1583 503 3312 0 0 1360 0 0 1611 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 94 4 230 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 77 8 936 94 38 1399 0 120 3 9 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 85 936 94 38 1399 0 0 132 0 0 12 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 20 100 20 20 100 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 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm pm+pt Perm Protected Phases 2 6 3 8 4 Permitted Phases 2 2 2 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —PM —IMP 7: Millwood Pk & 2/8/2008 s� Lane.Group SBR Lan4onfigurations Volume (vph) 11 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Synchro 7 - Report Patton Harris Rust & Associates Page 8 i Carpers Valley Development Scenario 2: 2025 Build -out Conditions -PM -IMP 7: Millwood Pk & 2/8/2I008 ' Lane Group EBU EBL EBT EBR WBL WBT WBR NBL . NBT NBR SBL SBT Detector Phase 2 2 2 2 6 6 3 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 64.0 64.0 64.0 64.0 64.0 64.0 0.0 32.0 44.0 0.0 12.0 12.0 Total Split (%) 59.3% 59.3% 59.3% 59.3% 59.3% 59.3% 0.0% 29.6% 40.7% 0.0% 11.1 % 11.1 % Maximum Green (s) 58.0 58.0 58.0 58.0 58.0 58.0 26.0 38.0 6.0 6.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Min C-Min C-Min None None None None Act Effct Green (s) 70.3 70.3 70.3 70.3 70.3 25.7 25.7 ' Actuated g/C Ratio 0.65 0.65 0.65 0.65 0.65 0.24 0.24 v/c Ratio 0.51 0.43 0.09 0.12 0.65 0.40 0.02 Control Delay 25.1 10.4 3.8 11.4 15.1 34.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.1 10.4 3.8 11.4 15.1 34.8 0.1 LOS C B A B B C A ' Approach Delay 11.0 15.0 34.8 0.1 Approach LOS B B C A 90th %ile Green (s) 58.0 58.0 58.0 58.0 58.0 58.0 0.0 38.0 38.0 38.0 90th %ile Term Code Coord Coord Coord Coord Coord Coord Skip Max Hold Hold 70th %ile Green (s) 64.4 64.4 64.4 64.4 64.4 64.4 0.0 31.6 31.6 31.6 70th %ile Term Code Coord Coord Coord Coord Coord Coord Skip Gap Hold Hold 50th %ile Green (s) 69.9 69.9 69.9 69.9 69.9 69.9 0.0 26.1 26.1 26.1 50th %ile Term Code Coord Coord Coord Coord Coord Coord Skip Gap Hold Hold 30th %ile Green (s) 75.6 75.6 75.6 75.6 75.6 75.6 0.0 20.4 20.4 20.4 30th %ile Term Code Coord Coord Coord Coord Coord Coord Skip Gap Hold Hold 10th %ile Green (s) 83.7 83.7 83.7 83.7 83.7 83.7 0.0 12.3 12.3 12.3 ' 10th %ile Term Code Coord Coord Coord Coord Coord Coord Skip Gap Hold Hold Queue Length 50th (ft) 12 67 0 9 284 75 0 Queue Length 95th (ft) #124 188 23 32 485 113 0 Internal Link Dist (ft) 2453 972 1694 425 Turn Bay Length (ft) 90 675 70 Base Capacity (vph) 166 2157 1064 328 2157 481 558 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 0.51 0.43 0.09 0.12 0.65 0.27 0:02 Intersection Summary Area Type: Other Cycle Length: 108 Actuated Cycle Length: 108 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 9 Ca[De[GValley Development Scenario 2: 2025 Build -out Conditions —PM —IMP 7� � Millwood Pk& 2/8/2008 � Lane Group Detector Phase Switch Phase Minimum Initial (x) Minimum Split (s) Total Split (s) 0.0 Total Split (%) 0.0% Maximum Green (s) Yellow Time (s) All -Red Time (o) Lost Time Adjust (s) 0.0 Total Lost Time(s) 4.0 Lead/Lag Lead'LaAOpUmizo? Vehicle Extension (o) Recall Mode Act E#ctGreen (a) Actuated g/CRatio wtRaUo Control Delay Queue Delay Total Delay LOS Approach Delay AppmaohLOS QOth %i|eGreen (o) 90th %i|aTerm Code 7Oth%i|eGreen (a) 7Oth%i|eTerm Code 5Uth%i|aGreen (o) 50th %i|eTerm Code 30h %i|oGreen (s) 30h%i|eTerm Code 10th %i|oGreen (u) 10h%i|aTerm Code Queue Length 50h(ft) Queue Len gth05th(fU Internal Link Dist (#0 Turn Bay Length (0 Base Capacity (vph) Starvation Cap Raductn SpiUbeokCap Rodudn Storage Cap Redudn Reduced v/oRatio Synom7 Report Carpers Valley Development 7: Millwood Pk & Scenario 2: 2025 Build -out Conditions —PM —IMP 2/8/2008 Natural Cycle: 65 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay: 14.2 Intersection LOS: B Intersection Capacity Utilization 68.1 % ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. .qnlitc and Phasas• 7• Millwnnri Pk R 02 l o3 T o4 64 s ,; 32 ' _ 12 s �. �1-- 06 }s: I 08 64 s Patton Harris Rust & Associates Synchro 7 - Report Page 11 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -PM -IMP ' 15: Costello Dr & Route 522 2/8/2008 -+ � -4- 4� t Lane Group EBL .' EBT' -. EBR WBL , WBT-.. , WBR . ' NBL NBT ;:.-NBR. ' . " SBL -, ,SBT ':. SBR Lane Configurations *T '� *' r ) ttT tT Volume (vph) 6 3 0 274 3 188 1 787 229 283 689 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 ' Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.966 0.998 ' Flt Protected 0.966 0.950 0.953 0.950 0.950 Satd. Flow (prot) 0 1799 1863 1681 1686 1583 1770 4502 0 1770 3165 0 Flt Permitted 0.966 0.950 0.953 0.950 0.950 ' Satd. Flow (perm) 0 1799 1863 1681 1686 1583 1770 4502 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 209 103 2 ' Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 ' Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 7 3 0 304 3 209 1 874 254 314 766 11 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 10 0 152 155 209 1 1128 0 314 777 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel ' Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 ' Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -PM -IMP 15: Costello Dr & Route 522 2/8/2008 ' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR 'SBL SBT SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 12.0 12.0 12.0 13.0 13.0 13.0 12.0 25.0 0.0 20.0 33.0 0.0 Total Split (%) 17.1 % 17.1 % 17.1 % 18.6% 18.6% 18.6% 17.1 % 35.7% 0.0% 28.6% 47.1 % 0.0% Maximum Green (s) 6.0 6.0 6.0 7.0 7.0 7.0 6.0 19.0 14.0 27.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag 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 None Max None Max Act Effct Green (s) 6.0 7.0 7.0 7.0 6.0 19.1 13.7 36.8 Actuated g/C Ratio 0.09 0.12 0.12 0.12 0.09 0.32 0.23 0.61 v/c Ratio 0.06 0.77 0.78 0.56 0.01 0.75 0.78 0.40 Control Delay 30.6 55.6 57.1 11.5 29.0 21.6 38.9 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.6 55.6 57.1 11.5 29.0 21.6 38.9 8.8 LOS C E E B C C D A Approach Delay 30.6 38.2 21.6 17.5 ' Approach LOS C D C B 90th %ile Green (s) 6.0 6.0 6.0 7.0 7.0 7.0 6.0 19.0 14.0 27.0 90th %ile Term Code Max Max Max Max Max Max Max MaxR Max MaxR 70th %ile Green (s) 0.0 0.0 0.0 7.0 7.0 7.0 0.0 19.0 14.0 39.0 70th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 50th %ile Green (s) 0.0 0.0 0.0 7.0 7.0 7.0 0.0 19.0 14.0 39.0 50th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 30th %ile Green (s) 0.0 0.0 0.0 7.0 7.0 7.0 0.0 19.0 14.0 39.0 30th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 10th %ile Green (s) 0.0 0.0 0.0 7.0 7.0 7.0 0.0 19.0 12.2 37.2 I 10th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Gap Hold Queue Length 50th (ft) 3 54 55 0 0 112 101 48 Queue Length 95th (ft) 17 #176 #181 57 5 #230 #270 195 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 1000 1000 Base Capacity (vph) 155 197 198 370 153 1504 412 1941 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.77 0.78 0.56 0.01 0.75 0.76 0.40 Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 60 Natural Cycle: 70 Patton Harris Rust & Associates Synchro 7 - Report Page 13 Carpers Valley Development 15: Costello Dr & Route 522 Scenario 2: 2025 Build -out Conditions —PM —IMP 2/8/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.78 Intersection Signal Delay: 23.1 Intersection LOS: C Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 70 70th %ile Actuated Cycle: 58 50th %ile Actuated Cycle: 58 30th %ile Actuated Cycle: 58 10th %ile Actuated Cycle: 56.2 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. SDIIts and Phases: 15: Costello Dr & Rnute 52? 01 I o2 opt 08 a 5 s . 72 s. r20.s.: l o5 06 Patton Harris Rust & Associates Synchro 7 - Report Page 14 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -PM -IMP 18: Millwood Pk & Custer Ave. 2/8/2008 ---* --► #� 4-- *-- *1 t "' .01 Lane Group EBL EBT, EBR ML WBT . WBR NBL NBT NBR. SBL SBT SBR Lane Configurations tt r tT +T r *T if Volume (vph) 146 605 466 187 965 17 695 50 204 11 49 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 200 360 0 100 Storage Lanes 1 1 1 0 1 1 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.997 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.958 0.991 Satd. Flow (prot) 1770 3312 1583 1770 3306 0 1681 1695 1583 0 1846 1583 Flt Permitted 0.093 0.396 0.950 0.958 0.991 Satd. Flow (perm) 173 3312 1583 738 3306 0 1681 1695 1583 0 1846 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 311 2 227 74 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 162 672 518 208 1072 19 772 56 227 12 54 74 Shared Lane Traffic (%) 47% Lane Group Flow (vph) 162 672 518 208 1091 0 409 419 227 0 66 74 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 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 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 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt pm+ov Perm Split Perm Split Perm Protected Phases 5 2 8 6 8 8 4 4 Permitted Phases 2 2 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 15 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -PM -IMP 18: Millwood Pk & Custer Ave. 2/8/2008 Lane Group - EBL :, ,, EBT EBR­ . WBL�. % WBT". :.WBR NBL, : ,NBT NBR ->. SBL ��� SBT:, ..SBR Detector Phase 5 2 8 6 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 12.0 55.0 41.0 43.0 43.0 0.0 41.0 41.0 41.0 12.0 12.0 12.0 Total Split (%) 11.1 % 50.9% 38.0% 39.8% 39.8% 0.0% 38.0% 38.0% 38.0% 11.1 % 11.1 % 11.1 % Maximum Green (s) 6.0 49.0 35.0 37.0 37.0 35.0 35.0 35.0 6.0 6.0 6.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? 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 3.0 Recall Mode None C-Max Max None None Max Max Max Min Min Min Act Effct Green (s) 49.0 49.0 90.0 37.0 37.0 35.0 35.0 35.0 6.0 6.0 Actuated g/C Ratio 0.45 0.45 0.83 0.34 0.34 0.32 0.32 0.32 0.06 0.06 v/c Ratio 0.97 0.45 0.38 0.82 0.96 0.75 0.76 0.34 0.64 0.47 Control Delay 86.3 21.4 1.6 46.1 42.6 37.6 38.2 3.5 77.8 21.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 86.3 21.4 1.6 46.1 42.6 37.6 38.2 3.5 77.8 21.8 LOS F C A D D D D A E C Approach Delay 21.6 43.2 30.5 48.2 Approach LOS C D C D 90th %ile Green (s) 6.0 49.0 35.0 37.0 37.0 35.0 35.0 35.0 6.0 6.0 6.0 90th %ile Term Code Max Coord MaxR Coord Coord MaxR MaxR MaxR Max Max Max 70th %ile Green (s) 6.0 49.0 35.0 37.0 37.0 35.0 35.0 35.0 6.0 6.0 6.0 70th %ile Term Code Max Coord MaxR Coord Coord MaxR MaxR MaxR Max Max Max 50th %ile Green (s) 6.0 49.0 35.0 37.0 37.0 35.0 35.0 35.0 6.0 6.0 6.0 50th %ile Term Code Max Coord MaxR Coord Coord MaxR MaxR MaxR Max Max Max 30th %ile Green (s) 6.0 49.0 35.0 37.0 37.0 35.0 35.0 35.0 6.0 6.0 6.0 30th %ile Term Code Max Coord MaxR Coord Coord MaxR MaxR MaxR Max Max Max 10th %ile Green (s) 6.0 49.0 35.0 37.0 37.0 35.0 35.0 35.0 6.0 6.0 6.0 10th %ile Term Code Max Coord MaxR Coord Coord MaxR MaxR MaxR Max Max Max Queue Length 50th (ft) 66 163 20 82 280 274 282 24 46 0 Queue Length 95th (ft) #198 213 38 m#261 #520 385 #402 24 #112 46 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 200 360 100 Base Capacity (vph) 167 1503 1371 253 1134 545 549 666 103 158 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.97 0.45 0.38 0.82 0.96 0.75 0.76 0.34 0.64 0.47 Intersection Summa Area Type: Other Cycle Length: 108 Actuated Cycle Length: 108 Offset: 2 (2%), Referenced to phase 2:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 16 Carpers Valley Development 18: Millwood Pk & Custer Ave. Scenario 2: 2025 Build -out Conditions —PM —IMP 2/s/200s Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 32.3 Intersection LOS: C Intersection Capacity Utilization 77.5% 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. Snlits anri Phases• 1 R• Millwnnd Pk R Custer Ave. o2 o4 it oS 55 s - ;; y 12-s' i„ 41"s o5 06 12s I I =s43s Patton Harris Rust & Associates Synchro 7 - Report Page 17 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -PM -IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 --* -,r *' Al *1 Lane Group;.. EBL .. = EBR.._ NBL NBT..: SBT .SBR Lane Configurations, Volume (vph) 118 162 224 811 595 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 200 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.984 Fit Protected 0.950 0.950 Satd. Flow (prot) 1770 1583 1770 1863 1833 0 Fit Permitted 0.950 0.127 Satd. Flow (perm) 1770 1583 237 1863 1833 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 180 6 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 131 180 249 901 661 86 Shared Lane Traffic (%) Lane Group Flow (vph) 131 180 249 901 747 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 Detector Template Left Right Left Thru Thru Leading Detector (ft) 20 20 20 100 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm pm+pt Protected Phases 4 5 2 6 Permitted Phases 4 2 Detector Phase 4 4 5 2 6 Synchro 7 - Report I Patton Harris Rust & Associates Page 18 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -PM -IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 --,# t # Lane Group EBL EBR NBL NBT SBT SBR Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 55.0 55.0 12.0 53.0 41.0 0.0 Total Split (%) 50.9% 50.9% 11.1 % 49.1 % 38.0% 0.0% Maximum Green (s) 49.0 49.0 6.0 47.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Min C-Min Act Effct Green (s) 13.5 13.5 82.5 82.5 52.7 Actuated g/C Ratio 0.12 0.12 0.76 0.76 0.49 v/c Ratio 0.59 0.51 0.48 0.63 0.83 Control Delay 54.9 11.3 13.1 9.0 29.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 54.9 11.3 13.1 9.0 29.0 LOS D B B A C Approach Delay 29.6 9.9 29.0 Approach LOS C A C 90th %ile Green (s) 18.9 18.9 20.4 77.1 50.7 90th %ile Term Code Gap Gap Gap Coord Coord 70th %ile Green (s) 15.7 15.7 19.2 80.3 55.1 70th %ile Term Code Gap Gap Gap Coord Coord 50th %ile Green (s) 13.5 13.5 20.0 82.5 56.5 50th %ile Term Code Gap Gap Gap Coord Coord 30th %ile Green (s) 11.3 11.3 23.2 84.7 55.5 30th %ile Term Code Gap Gap Gap Coord Coord 10th %ile Green (s) 8.2 8.2 36.2 87.8 45.6 10th %ile Term Code Gap Gap Gap Coord Coord Queue Length 50th (ft) 87 0 45 236 302 Queue Length 95th (ft) 142 59 138 433 #697 Internal Link Dist (ft) 3029 397 1478 Turn Bay Length (ft) 275 200 Base Capacity (vph) 803 817 519 1423 897 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.16 0.22 0.48 0.63 0.83 Intersection Summary Area Type: Other Cycle Length: 108 Actuated Cycle Length: 108 Offset: 58 (54%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 60 Synchro 7 - Report Patton Harris Rust & Associates Page 19 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —PM —IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 19.1 Intersection LOS: B Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 19: Costello Dr & Pr. Frederick Dr. 02 o4 5#3 s 55s l o5 o6 Synchro 7 - Report Patton Harris Rust & Associates Page 20 Car ers Valle Development P Y P Scenario 2: 2025 Build -out Conditions -SAT -IMP 2: Millwood Pk & Inverlee Way 2/8/2008 Lane Group EBL EBT EBk WBL WBT WBR NBL NBT NBR SBL SBT SBR ' Lane Configurations tt r* tt r '� T Volume (vph) 31 675 44 497 860 49 40 0 446 26 0 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ' Storage Length (ft) 200 100 200 350 0 0 200 0 Storage Lanes 1 1 1 1 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.876 0.850 Fit Protected 0.950 0.950 0.996 0.950 Satd. Flow (prot) 1770 3312 1583 1770 3312 1583 0 1625 0 1770 1583 0 Flt Permitted 0.299 0.246 0.963 0.370 Satd. Flow (perm) 557 3312 1583 458 3312 1583 0 1571 0 689 1583 0 Right Turn on Red Yes Yes Yes Yes 1 Satd. Flow (RTOR) 38 54 495 219 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2256 2678 1160 1125 Travel Time (s) 51.3 60.9 26.4 25.6 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 34 750 49 552 956 54 44 0 496 29 0 61 Shared Lane Traffic (%) Lane Group Flow (vph) 34 750 49 552 956 54 0 540 0 29 61 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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) Trailing Detector (ft) 20 0 100 0 20 0 20 0 100 0 20 0 20 0 100 0 20 0 100 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 I 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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm pm+pt Perm Perm Perm Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 6 8 4 ' Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT -IMP 2: Millwood Pk & Inverlee Way 2/8/2008 4,� t ` '11'' II t Lane Group. `EBL , EBT EBR ;: . *13L, °.WBT, W"BR , . NBL NBT, , NBR = _'SBL ' <:SBT: SBR Detector Phase 2 2 2 1 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 38.0 38.0 38.0 38.0 76.0 76.0 14.0 14.0 0.0 14.0 14.0 0.0 Total Split (%) 42.2% 42.2% 42.2% 42.2% 84.4% 84.4% 15.6% 15.6% 0.0% 15.6% 15.6% 0.0% Maximum Green (s) 32.0 32.0 32.0 32.0 70.0 70.0 8.0 8.0 8.0 8.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 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 C-Min C-Min C-Min None None None Min Min None None Act Effct Green (s) 38.2 38.2 38.2 67.2 67.2 67.2 10.8 10.8 10.8 Actuated g/C Ratio 0.42 0.42 0.42 0.75 0.75 0.75 0.12 0.12 0.12 v/c Ratio 0.14 0.53 0.07 0.81 0.39 0.05 0.87 0.35 0.16 Control Delay 24.5 24.4 15.1 25.7 3.1 0.4 21.6 50.7 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.5 24.4 15.1 25.7 3.1 0.4 21.6 50.7 0.9 LOS C C B C A A C D A Approach Delay 23.8 11.0 21.6 16.9 Approach LOS C B C B 90th %ile Green (s) 32.0 32.0 32.0 32.0 70.0 70.0 8.0 8.0 8.0 8.0 90th %ile Term Code Coord Coord Coord Max Coord Coord Max Max Max Max 70th %ile Green (s) 30.6 30.6 30.6 28.8 65.4 65.4 12.6 12.6 12.6 12.6 70th %ile Term Code Coord Coord Coord Gap Coord Coord Max Max Hold Hold 50th %ile Green (s) 35.1 35.1 35.1 23.3 64.4 64.4 13.6 13.6 13.6 13.6 50th %ile Term Code Coord Coord Coord Gap Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 44.1 44.1 44.1 17.9 68.0 68.0 10.0 10.0 10.0 10.0 30th %ile Term Code Coord Coord Coord Gap Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 49.0 49.0 49.0 13.4 68.4 68.4 9.6 9.6 9.6 9.6 10th %ile Term Code Coord Coord Coord Gap Coord Coord Gap Gap Hold Hold Queue Length 50th (ft) 17 217 16 228 66 0 23 15 0 Queue Length 95th (ft) m35 291 m35 275 30 m0 #210 #55 0 Internal Link Dist (ft) 2176 2598 1080 1045 Turn Bay Length (ft) 200 100 200 350 200 Base Capacity (vph) 238 1415 698 809 2576 1243 624 82 382 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.53 0.07 0.68 0.37 0.04 0.87 0.35 0.16 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —SAT —IMP 2: Millwood Pk & Inverlee Way 2/8/2008 Natural Cycle: 65 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 16.6 Intersection LOS: B Intersection Capacity Utilization 97.6% ICU Level of Service F 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. Solits and Phases: 2: Millwood Pk & Inverlee Wav T 01 o2 o4 38s. 38s...`14s. - - o6 I 08 7E Synchro 7 - Report Patton Harris Rust & Associates Page 3 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT -IMP 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 __, -IF- 1,1, Lane Group EBL EBT WBT° WBR _.."SBL SBR` Lane Configurations tt tt Volume (vph) 504 643 868 97 123 538 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 135 200 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 3312 3312 1583 1770 1583 At Permitted 0.151 0.950 Satd. Flow (perm) 281 3312 3312 1583 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 108 60 Link Speed (mph) 55 55 35 Link Distance (ft) 2678 2533 2173 Travel Time (s) 33.2 31.4 42.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 9% 2% 2% 2% Adj. Flow (vph) 560 714 964 108 137 598 Shared Lane Traffic (%) Lane Group Flow (vph) 560 714 964 108 137 598 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 30 40 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 1 Detector Template Left Thru Thru Right Left Right Leading Detector (ft) 20 100 100 20 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) 20 6 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type pm+pt pm+ov pm+ov Protected Phases 5 2 6 4 4 5 Permitted Phases 2 6 4 Synchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT -IMP 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Lane Group EBL EBT WBT WBR SBL SBR Detector Phase 5 2 6 4 4 5 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 32.0 78.0 46.0 12.0 12.0 32.0 Total Split (%) 35.6% 86.7% 51.1 % 13.3% 13.3% 35.6% Maximum Green (s) 26.0 72.0 40.0 6.0 6.0 26.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead 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 None C-Min None Min Min None Act Effct Green (s) 66.1 66.1 36.7 54.5 11.9 41.3 Actuated g/C Ratio 0.73 0.73 0.41 0.61 0.13 0.46 v/c Ratio 0.94 0.29 0.71 0.11 0.59 0.79 Control Delay 46.2 2.2 33.7 4.4 51.7 28.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.2 2.2 33.7 4.4 51.7 28.0 LOS D A C A D C Approach Delay 21.5 30.7 32.4 Approach LOS C C C 90th %ile Green (s) 26.0 72.0 40.0 6.0 6.0 26.0 90th %ile Term Code Max Coord Coord Max Max Max 70th %ile Green (s) 26.0 68.5 36.5 9.5 9.5 26.0 70th %ile Term Code Max Coord Coord Max Max Max 50th %ile Green (s) 26.0 65.5 33.5 12.5 12.5 26.0 50th %ile Term Code Max Coord Coord Max Max Max 30th %ile Green (s) 22.7 62.9 34.2 15.1 15.1 22.7 30th %ile Term Code Gap Coord Coord Gap Gap Gap 10th %ile Green (s) 16.6 61.8 39.2 16.2 16.2 16.6 10th %ile Term Code Gap Coord Coord Gap Gap Gap Queue Length 50th (ft) 205 21 301 0 74 233 Queue Length 95th (ft) m#362 m37 358 44 #208 #477 Internal Link Dist (ft) 2598 2453 2093 Turn Bay Length (ft) 290 135 200 Base Capacity (vph) 637 2650 1472 1002 233 802 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.88 0.27 0.65 0.11 0.59 0.75 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —SAT —IMP , 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Natural Cycle: 75 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.94 ' Intersection Signal Delay: 27.3 Intersection LOS: C Intersection Capacity Utilization 73.7% 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. Solits and Phases: 4: Millwood Pk & Sulohur So Rd --1' o2 o4 783' ..- ., . _ .... .. ,. _., ,._ 12 s _. o5 o6 Synchro 7 - Report ' Patton Harris Rust & Associates Page 6 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT -IMP 7: Millwood Pk & 2/8/2008 ` --►--4,, I' Lane Group EBU 'EBL EBT EBR WBL WBT WBR NBL NBT - NBR . SBL SBT Lane Configurations tt r 't`T+ *T+ Volume (vph) 6 2 815 39 13 864 0 48 0 14 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.969 0.865 Flt Protected 0.950 0.950 0.963 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1738 0 0 1611 Fit Permitted 0.291 0.310 0.775 Satd. Flow (perm) 0 542 3312 1583 577 3312 0 0 1399 0 0 1611 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 43 16 146 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 7 2 906 43 14 960 0 53 0 16 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 9 906 43 14 960 0 0 69 0 0 2 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 18 18 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 20 100 20 20 100 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 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 2 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —SAT —IMP 7: Millwood Pk & 2/8/2008 Lane Group SBR Lan4onfigurations Volume (vph) 2 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Patton Harris Rust & Associates Synchro 7 - Report Page 8 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT -IMP 7: Millwood Pk & 2/8/2I008 Lane.Group " EBU EBL EBT EBR, WBL WBT WBR NBL " NBT NBR SBL "" " SBT Detector Phase 2 2 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 63.0 63.0 63.0 63.0 63.0 63.0 0.0 27.0 27.0 0.0 27.0 27.0 Total Split (%) 70.0% 70.0% 70.0% 70.0% 70.0% 70.0% 0.0% 30.0% 30.0% 0.0% 30.0% 30.0% Maximum Green (s) 57.0 57.0 57.0 57.0 57.0 57.0 21.0 21.0 21.0 21.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Min C-Min C-Min None None None None Act Effct Green (s) 72.6 72.6 72.6 72.6 72.6 9.0 9.0 Actuated g/C Ratio 0.81 0.81 0.81 0.81 0.81 0.10 0.10 v/c Ratio 0.02 0.34 0.03 0.03 0.36 0.45 0.01 Control Delay 2.0 2.0 0.4 3.4 3.8 39.1 0.0 Queue Delay, 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.0 2.0 0.4 3.4 3.8 39.1 0.0 LOS A A A A A D A Approach Delay 1.9 3.8 39.1 0.0 Approach LOS A A D A 90th %ile Green (s) 65.1 65.1 65.1 65.1 65.1 65.1 12.9 12.9 12.9 12.9 90th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 70th %ile Green (s) 67.5 67.5 67.5 67.5 67.5 67.5 10.5 10.5 10.5 10.5 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 69.3 69.3 69.3 69.3 69.3 69.3 8.7 8.7 8.7 8.7 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 71.0 71.0 71.0 71.0 71.0 71.0 7.0 7.0 7.0 7.0 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 84.0 84.0 84.0 84.0 84.0 84.0 0.0 0.0 0.0 0.0 10th %ile Term Code Coord Coord Coord Coord Coord Coord Skip Skip Skip Skip Queue Length 50th (ft) 0 33 0 2 72 29 0 Queue Length 95th (ft) m2 93 ml 7 122 67 0 Internal Link Dist (ft) 2453 972 1694 425 Turn Bay Length (ft) 90 675 70 Base Capacity (vph) 437 2671 1285 465 2671 339 488 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 0.02 0.34 0.03 0.03 0.36 0.20 0.00 intersection Summary . Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —SAT —IMP 7: Millwood Pk & 2/812008 Lane Group- SBR Detector Phase ' Switch Phase Minimum Initial (s) Minimum Split (s) ' Total Split (s) 0.0 Total Split (%) 0.0% Maximum Green (s) Yellow Time (s) ' All -Red Time (s) Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) , Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn , Storage Cap Reductn Reduced v/c Ratio Intersection Summary Synchro 7 - Report Patton Harris Rust & Associates Page 10 Carpers Valley Development 7: Millwood Pk & Scenario 2: 2025 Build -out Conditions —SAT —IMP 2/8/2008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.45 Intersection Signal Delay: 4.1 Intersection LOS: A Intersection Capacity Utilization 44.1 % ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7: Millwood Pk & o2 t o4 63s, 27s 06 I 08 63 s 27 s Patton Harris Rust & Associates Synchro 7 - Report Page 11 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT -IMP 15: Costello Dr & Route 522 2/8/2008 # Lane Group EBL , :EBT -EBR WBL VIIBT .WBR ;. NBL _e NBT, < NBR . ­SBL,, SBT, .. SBR Lane Configurations r 4 r ) W31 tT Volume (vph) 4 1 2 285 1 353 1 531 294 604 467 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.947 0.999 Flt Protected 0.962 0.950 0.953 0.950 0.950 Satd. Flow (prot) 0 1792 1583 1681 1686 1583 1770 4477 0 1770 3165 0 Flt Permitted 0.962 0.950 0.953 0.950 0.950 Satd. Flow (perm) 0 1792 1583 1681 1686 1583 1770 4477 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 331 139 1 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 4 1 2 317 1 392 1 590 327 671 519 3 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 5 2 158 160 392 1 917 0 671 522 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split pm+ov Prot Prot Protected Phases 4 4 8 8 1 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT -IMP 15: Costello Dr & Route 522 2/8/2008 Lane'Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT' SBR Detector Phase 4 4 4 8 8 1 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 14.0 14.0 14.0 14.0 14.0 38.0 12.0 24.0 0.0 38.0 50.0 0.0 Total Split (%) 15.6% 15.6% 15.6% 15.6% 15.6% 42.2% 13.3% 26.7% 0.0% 42.2% 55.6% 0.0% Maximum Green (s) 8.0 8.0 8.0 8.0 8.0 32.0 6.0 18.0 32.0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead -Lag Optimize? Yes 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 None C-Max None C-Max Act Effct Green (s) 6.1 6.1 15.1 15.1 57.5 6.0 18.0 36.4 58.0 Actuated g/C Ratio 0.07 0.07 0.17 0.17 0.64 0.07 0.20 0.40 0.64 v/c Ratio 0.04 0.02 0.56 0.57 0.35 0.01 0.91 0.94 0.26 Control Delay 39.8 28.5 44.1 44.4 3.6 39.0 44.2 49.2 8.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.8 28.5 44.1 44.4 3.6 39.0 44.2 49.2 8.3 LOS D C D D A D D D A Approach Delay 36.5 21.8 44.2 31.3 Approach LOS D C D C 90th %ile Green (s) 6.6 6.6 6.6 9.4 9.4 32.0 6.0 18.0 32.0 44.0 90th %ile Term Code Gap Gap Gap Max Max Max Max Coord Max Coord 70th %ile Green (s) 0.0 0.0 0.0 17.2 17.2 36.8 0.0 18.0 36.8 60.8 70th %ile Term Code Skip Skip Skip Gap Gap Max Skip Coord Max Coord 50th %ile Green (s) 0.0 0.0 0.0 16.5 16.5 37.5 0.0 18.0 37.5 61.5 50th %ile Term Code Skip Skip Skip Gap Gap Max Skip Coord Max Coord 30th %ile Green (s) 0.0 0.0 0.0 16.2 16.2 37.8 0.0 18.0 37.8 61.8 30th %ile Term Code Skip Skip Skip Gap Gap Max Skip Coord Max Coord 10th %ile Green (s) 0.0 0.0 0.0 16.0 16.0 38.0 0.0 18.0 38.0 62.0 10th %ile Term Code Skip Skip Skip Gap Gap Max Skip Coord Max Coord Queue Length 50th (ft) 3 0 94 95 15 1 161 349 51 Queue Length 95th (ft) 14 7 m#189 m#194 m89 6 #240 #635 127 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 1000 1000 Base Capacity (vph) 159 143 281 282 1131 118 1007 716 2041 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.01 0.56 0.57 0.35 0.01 0.91 0.94 0.26 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —SAT —IMP 15: Costello Dr & Route 522 2/8/2008 Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 33.1 Intersection LOS: C 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. Splits and Phases: 15: Costello Dr & Route 522 01 1 o2 o4 08 38 s ` - 24 s 14's 1.4.s 05 06 Synchro 7 - Report ' Patton Harris Rust & Associates Page 14 11 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT -IMP 18: Millwood Pk & Custer Ave. 2/8/2008 Lane Group EBL EBT . EBR. WBL, WBT WBR NBL ; : NBT NBR SBL SBT SBR Lane Configurations tt r tl +T r *T r Volume (vph) 115 542 669 244 622 11 629 36 218 14 32 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 200 360 0 100 Storage Lanes 1 1 1 0 1 1 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.997 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.957 0.985 Satd. Flow (prot) 1770 3312 1583 1770 3306 0 1681 1694 1583 0 1835 1583 Flt Permitted 0.384 0.259 0.950 0.957 0.985 Satd. Flow (perm) 715 3312 1583 482 3306 0 1681 1694 1583 0 1835 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 743 3 242 106 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 128 602 743 271 691 12 699 40 242 16 36 108 Shared Lane Traffic (%) 47% Lane Group Flow (vph) 128 602 743 271 703 0 370 369 242 0 52 108 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 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 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 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm pm+pt Split Perm Split Perm Protected Phases 2 1 6 8 8 4 4 Permitted Phases 2 2 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 15 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT -IMP 18: Millwood Pk & Custer Ave. 2/8/2008 Lane Group EBL. ; EBT ' ,=EBR W13 WBT - WBR.. NBL.. NBT- NBR;-BR Detector Phase 2 2 2 1 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 34.0 34.0 34.0 14.0 48.0 0.0 30.0 30.0 30.0 12.0 12.0 12.0 Total Split (%) 37.8% 37.8% 37.8% 15.6% 53.3% 0.0% 33.3% 33.3% 33.3% 13.3% 13.3% 13.3% Maximum Green (s) 28.0 28.0 28.0 8.0 42.0 24.0 24.0 24.0 6.0 6.0 6.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 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 3.0 Recall Mode C-Max C-Max C-Max None None Max Max Max Min Min Min Act Effct Green (s) 28.0 28.0 28.0 42.0 42.0 24.0 24.0 24.0 6.0 6.0 Actuated g/C Ratio 0.31 0.31 0.31 0.47 0.47 0.27 0.27 0.27 0.07 0.07 v/c Ratio 0.58 0.58 0.74 0.80 0.46 0.83 0.82 0.40 0.43 0.53 Control Delay 38.2 28.9 7.2 36.5 16.8 43.9 43.0 5.2 51.5 19.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.2 28.9 7.2 36.5 16.8 43.9 43.0 5.2 51.5 19.0 LOS D C A D B D D A D B Approach Delay 18.8 22.3 34.0 29.6 Approach LOS B C C C 90th %ile Green (s) 28.0 28.0 28.0 8.0 42.0 24.0 24.0 24.0 6.0 6.0 6.0 90th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Max Max Max 70th %ile Green (s) 28.0 28.0 28.0 8.0 42.0 24.0 24.0 24.0 6.0 6.0 6.0 70th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Max Max Max 50th %ile Green (s) 28.0 28.0 28.0 8.0 42.0 24.0 24.0 24.0 6.0 6.0 6.0 50th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Max Max Max 30th %ile Green (s) 28.0 28.0 28.0 8.0 42.0 24.0 24.0 24.0 6.0 6.0 6.0 30th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Max Max Max 10th %ile Green (s) 28.0 28.0 28.0 8.0 42.0 24.0 24.0 24.0 6.0 6.0 6.0 10th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Max Max Max Queue Length 50th (ft) 61 150 0 105 134 213 212 25 29 1 Queue Length 95th (ft) 124 205 96 m#218 m213 #367 #363 25 66 51 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 200 360 100 Base Capacity (vph) 222 1030 1004 339 1544 448 452 600 122 204 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.58 0.74 0.80 0.46 0.83 0.82 0.40 0.43 0.53 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green Synchro 7 - Report I Patton Harris Rust & Associates Page 16 Carpers Valley Development 18: Millwood Pk & Custer Ave. Scenario 2: 2025 Build -out Conditions —SAT —IMP 2/8/2008 Natural Cycle: 80 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 24.4 Intersection LOS: C Intersection Capacity Utilization 74.9% 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. Snlits and Phases- 18- Millwnnd Pk & Custer Ave. 01 ---► o2 o4 4t 08 14s M34s'.:.12s' :30s 06 48 s Patton Harris Rust & Associates Synchro 7 - Report Page 17 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT -IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 I Lane Group EBL ; ' EBR NBL, NBT -- °. £SBT� "_ '`SBR Lane Configurations r t T+ Volume (vph) 100 200 182 764 822 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 200 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.983 Fit Protected 0.950 0.950 Satd. Flow (prot) 1770 1583 1770 1863 1831 0 Fit Permitted 0.950 0.184 Satd. Flow (perm) 1770 1583 343 1863 1831 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 222 28 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 111 222 202 849 913 133 Shared Lane Traffic (%) Lane Group Flow (vph) 111 222 202 849 1046 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 Detector Template Left Right Left Thru Thru Leading Detector (ft) 20 20 20 100 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot Perm Protected Phases 4 4 2 6 Permitted Phases 2 Detector Phase 4 4 2 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 18 Carpers Valley Development Scenario 2: 2025 Build -out Conditions -SAT -IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 tLane Group EBL EBR NBL NBT SBT SBR Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 13.0 13.0 77.0 77.0 77.0 0.0 Total Split (%) 14.4% 14.4% 85.6% 85.6% 85.6% 0.0% Maximum Green (s) 7.0 7.0 71.0 71.0 71.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 ' Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? ' Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Min C-Min C-Min Act Effct Green (s) 10.1 10.1 67.9 67.9 67.9 Actuated g/C Ratio 0.11 0.11 0.75 0.75 0.75 v/c Ratio 0.56 0.59 0.78 0.60 0.75 Control Delay 36.5 12.6 31.5 7.2 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 36.5 12.6 31.5 7.2 8.5 LOS D B C A A Approach Delay 20.5 11.9 8.5 Approach LOS C B A 90th %ile Green (s) 7.0 7.0 71.0 71.0 71.0 90th %ile Term Code Max Max Coord Coord Coord 70th %ile Green (s) 13.3 13.3 64.7 64.7 64.7 70th %ile Term Code Gap Gap Coord Coord Coord 50th %ile Green (s) 12.0 12.0 66.0 66.0 66.0 50th %ile Term Code Gap Gap Coord Coord Coord ' 30th %ile Green (s) 10.3 10.3 67.7 67.7 67.7 30th %ile Term Code Gap Gap Coord Coord Coord 10th %ile Green (s) 7.8 7.8 70.2 70.2 70.2 10th %ile Term Code Gap Gap Coord Coord Coord Queue Length 50th (ft) 52 23 62 195 286 Queue Length 95th (ft) m65 m51 #215 212 121 Internal Link Dist (ft) 3029 397 1478 Turn Bay Length (ft) 275 200 Base Capacity (vph) 198 374 271 1470 1450 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.56 0.59 0.75 0.58 0.72 i Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 70 Synchro 7 - Report Patton Harris Rust & Associates Page 19 Carpers Valley Development Scenario 2: 2025 Build -out Conditions —SAT —IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 11.6 Intersection LOS: B Intersection Capacity Utilization 81.2% 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. Splits and Phases: 19: Costello Dr & Pr. Frederick Dr. t o2 o4 77 s - # o6 77 sw Patton Harris Rust & Associates Synchro 7 - Report Page 20 Carpers Valley Development Scenario 3: 2025 Build -out Conditions _AM 2: Millwood Pk & Inverlee Way 2/8/2008 # Lane Group _ EBL EBT EBR WBL . WBT WBR NBL NBT NBR . SBL SBT SBR Lane Configurations tt r '� tt r *T+ T Volume (vph) 11 817 44 100 613 16 48 0 35 34 0 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 100 200 350 0 0 200 0 Storage Lanes 1 1 1 1 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.943 0.850 Fit Protected 0.950 0.950 0.972 0.950 Satd. Flow (prot) 1770 3312 1583 1770 3312 1583 0 1707 0 1770 1583 0 Fit Permitted 0.393 0.306 0.770 0.751 Satd. Flow (perm) 732 3312 1583 570 3312 1583 0 1353 0 1399 1583 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 18 37 283 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2256 2678 928 1125 Travel Time (s) 51.3 60.9 21.1 25.6 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 12 908 49 111 681 18 53 0 39 38 0 93 Shared Lane Traffic (%) Lane Group Flow (vph) 12 908 49 111 681 18 0 92 0 38 93 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 3: 2025 Build -out Conditions AM 2: Millwood Pk & Inverlee Way 2/8/2008 Lane Group . EBL. 'EBT..- ,EBR WBL _-WBT ,-�,,WBR'' - NBL NBT ,. NBR:.,:'. 'SBL' SBT' . SBR Detector Phase 2 2 2 6 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 65.0 65.0 65.0 65.0 65.0 65.0 25.0 25.0 0.0 25.0 25.0 0.0 Total Split (%) 72.2% 72.2% 72.2% 72.2% 72.2% 72.2% 27.8% 27.8% 0.0% 27.8% 27.8% 0.0% Maximum Green (s) 59.0 59.0 59.0 59.0 59.0 59.0 19.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Max C-Max C-Max Min Min None None Act Effct Green (s) 68.5 68.5 68.5 68.5 68.5 68.5 9.5 9.5 9.5 Actuated g/C Ratio 0.76 0.76 0.76 0.76 0.76 0.76 0.11 0.11 0.11 v/c Ratio 0.02 0.36 0.04 0.26 0.27 0.01 0.52 0.26 0.22 Control Delay 9.4 11.2 6.4 16.3 12.0 8.3 34.4 39.8 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.4 11.2 6.4 16.3 12.0 8.3 34.4 39.8 1.2 LOS A B A B B A C D A Approach Delay 11.0 12.5 34.4 12.4 Approach LOS B B C B 90th %ile Green (s) 63.8 63.8 63.8 63.8 63.8 63.8 14.2 14.2 14.2 14.2 90th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 70th %ile Green (s) 66.8 66.8 66.8 66.8 66.8 66.8 11.2 11.2 11.2 11.2 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 68.9 68.9 68.9 68.9 68.9 68.9 9.1 9.1 9.1 9.1 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 71.0 71.0 71.0 71.0 71.0 71.0 7.0 7.0 7.0 7.0 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 72.0 72.0 72.0 72.0 72.0 72.0 6.0 6.0 6.0 6.0 10th %ile Term Code Coord Coord Coord Coord Coord Coord Min Min Hold Hold Queue Length 50th (ft) 3 173 3 40 130 1 30 20 0 Queue Length 95th (ft) m8 253 m24 115 241 m18 74 48 0 Internal Link Dist (ft) 2176 2598 848 1045 Turn Bay Length (ft) 200 100 200 350 200 Base Capacity (vph) 557 2521 1216 434 2521 1209 315 295 557 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.36 0.04 0.26 0.27 0.01 0.29 0.13 0.17 Intersection Summar Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 3: 2025 Build -out Conditions _AM 2: Millwood Pk & Inverlee Wav 2/8/2008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 12.8 Intersection LOS: B Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Snlits and Phases• ?• Millwnnrd Pk & Inverlee Wav —M� 02 T o4 65 s: ._ 25 s �#-- 06 I 08 Synchro 7 - Report Patton Harris Rust & Associates Page 3 CG[De[SValley Development Scenario 3: 2025 Build -out Conditions AM 4: Millwood Pk & Sulphur Sp Rd 20/2088 Ideal Flow (vphp|) 1900 1000 1900 1908 1900 1900 1000 1900 1900 1900 1900 1900 Storage Length (M) 200 O 200 135 150 200 200 200 Storage Lanes 1 U 1 1 1 1 O 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lone UUi Factor 1.00 0.95 0.05 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Fd 0.999 0.850 0.850 0.850 F|tProteoted 0.050 0.950 0.050 0.967 Satd. F|m*(pmd 1770 3310 O 1770 3312 1583 1770 1863 1583 O 1801 1583 Fit Permitted 0.303 8.321 0.373 0,774 SahJ. Flow (perm) 564 3310 0 588 3312 1583 695 1883 1583 0 1442 1583 Right Turn onRed Yes Yes Yes Yes Satd. F|nw(RTOR) 1 87 05 147 Link Speed (mph) 55 55 30 35 Link Distance (#) 2678 2533 3150 2207 Travel Time (o) 332 31.4 71.6 43.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.00 0.90 0.00 0.90 0.90 0.90 0.00 0.90 Heavy Vehicles 2% 8% 2% 2% S% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 00 880 7 81 642 87 22 30 87 230 111 147 Shared Lane Traffic (%) ' Lane Group Flow (vph) 09 887 O 61 642 87 22 39 97 O 341 147 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Loft Right Loft Loft Right Left Loft Right Left Loft Right MadianVVidth(#) 30 40 12 12 LinkOfsot(#) O O O O Cmanna|kVVidth(#) 16 16 16 18 Two way Left Turn Lane Headway Factor 1.00 1.00 1D0 1.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 0 15 0 15 0 15 0 Number ofDetectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Loft Thm Left Thm Right Loft Thm Right Left Thm Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (f) O O 0 O U O O O U O O Detector 1Poaition(f) O O O 0 O O O O O O O Detector Size(f) 20 6 20 G 20 20 6 20 20 6 20 Detector 1Type C|+Ex C|+Ex C|+Ex O+Ex C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex Detector 1Channel Detector 1Extend (o) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2Position00 04 94 04 84 Detector 2Sizo(ft) G R G G Detector 2Type C|+Ex C|+Ex C|+Ex C|+Ex Detector Channel Detector Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt Penn Perm Perm Perm Perm Perm Protected Phases 1 8 2 4 8 Permitted Phases G 2 2 4 4 8 8 Synchm7'Report 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions _AM 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 I Lane Group EBL. EBT EBR WBL WBT WBR NK NBT`, NBR SBL ;' SBT" F SBR Detector Phase 1 6 2 2 2 4 4 4 8 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 12.0 49.0 0.0 37.0 37.0 37.0 41.0 41.0 41.0 41.0 41.0 41.0 Total Split (%) 13.3% 54.4% 0.0% 41.1 % 41.1 % 41.1 % 45.6% 45.6% 45.6% 45.6% 45.6% 45.6% Maximum Green (s) 6.0 43.0 31.0 31.0 31.0 35.0 35.0 35.0 35.0 35.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lag 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 3.0 Recall Mode None C-Min C-Max C-Max C-Max Min Min Min None None None Act Effct Green (s) 51.3 51.3 40.6 40.6 40.6 26.7 26.7 26.7 26.7 26.7 Actuated g/C Ratio 0.57 0.57 0.45 0.45 0.45 0.30 0.30 0.30 0.30 0.30 v/c Ratio 0.24 0.47 0.23 0.43 0.11 0.11 0.07 0.18 0.80 0.26 Control Delay 17.2 16.4 22.8 20.3 5.1 20.0 18.9 4.8 42.6 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.2 16.4 22.8 20.3 5.1 20.0 18.9 4.8 42.6 4.6 LOS B B C C A B B A D A Approach Delay 16.5 18.8 10.4 31.1 Approach LOS B B B C 90th %ile Green (s) 6.0 43.0 31.0 31.0 31.0 35.0 35.0 35.0 35.0 35.0 35.0 90th We Term Code Max Coord Coord Coord Coord Hold Hold Hold Max Max Max 70th %ile Green (s) 8.9 46.9 32.0 32.0 32.0 31.1 31.1 31.1 31.1 31.1 31.1 70th %ile Term Code Gap Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap 50th %ile Green (s) 7.8 51.1 37.3 37.3 37.3 26.9 26.9 26.9 26.9 26.9 26.9 50th %ile Term Code Gap Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap 30th %ile Green (s) 6.8 54.9 42.1 42.1 42.1 23.1 23.1 23.1 23.1 23.1 23.1 30th %ile Term Code Gap Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap 10th %ile Green (s) 0.0 60.6 60.6 60.6 60.6 17.4 17.4 17.4 17.4 17.4 17.4 10th %ile Term Code Skip Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap Queue Length 50th (ft) 20 96 22 135 0 8 14 1 177 0 Queue Length 95th (ft) 71 " 301 60 209 30 m20 m32 27 245 36 Internal Link Dist (ft) 2598 2453 3070 2127 Turn Bay Length (ft) 290 200 135 150 200 200 Base Capacity (vph) 417 1887 270 1494 762 270 725 674 561 705 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.47 0.23 0.43 0.11 0.08 0.05 0.14 0.61 0.21 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 3: 2025 Build -out Conditions AM 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 19.8 Intersection LOS: B Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Millwood Pk & Sulphur Si) Rd 01 o2 I'" o4 06 08 41;$� Synchro 7 - Report Patton Harris Rust & Associates Page 6 Carpers Valley Development Scenario 3: 2025 Build -out Conditions _AM 7: Millwood Pk & Victory Lane 2/8/2008 --* --► ---# f- --- - t 1 ' Lane Group EBU EBL" EBT" EBR WBL WBT WBR NBL NBT " NBR '. SBL SBT Lane Configurations !i tt r tT +T+ Volume (vph) 10 9 858 116 28 557 0 57 1 13 1 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.976 0.910 Flt Protected 0.950 0.950 0.961 0.994 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Flt Permitted 0.950 0.950 0.961 0.994 Satd. Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 11 10 953 129 31 619 0 63 1 14 1 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 21 953 129 31 619 0 0 78 0 0 9 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.1 % ICU Level of Service A Analysis Period (min)15 Synchro 7 - Report Patton Harris Rust & Associates Page 7 C8[DenSValley Development SCeOariO3: 2075 Build -out Conditions _AM 7: Millwood Pk&Victory Lane 20/2008 � Volume(voh) 5 Ideal Flow k9hp0 1880 Storage Length (ft) U Storage Lanes O Taper Length (f) 25 Lane Ub|.Factor 1.00 Frt Fit Protected Sand.Flow (pmt) U Fit Permitted Sand.Flow (parm) U Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles 2% Adj. Flow (vph) G Shared Lane Traffic (%) Lane Group Flow (vph) 8 Enter Blocked Intersection ^ No Lane Alignment Fight MadianVWdthU0 LinkOfset(f) Cmsuwa|kVWdth(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) O Sign Control Synom7 Report Carpers Valley Development Scenario 3: 2025 Build -out Conditions _AM 15: Costello Dr & Route 522 2/8/2008 I Lane Group EBL . ' EBT EBR WBL WBT. WBR NBL NBT NBR SBL SBT - SBR Lane Configurations 4 r +T r ttT,3, '� tT Volume (vph) 5 5 1 174 0 39 0 677 140 102 717 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.974 0.998 Fit Protected 0.976 0.950 0.950 0.950 Satd. Flow (prot) 0 1818 1583 1681 1681 1583 1863 4513 0 1770 3165 0 Fit Permitted 0.976 0.950 0.950 0.950 Satd. Flow (perm) 0 1818 1583 1681 1681 1583 1863 4513 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 43 56 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj.,Flow (vph) 6 6 1 193 0 43 0 752 156 113 797 12 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 12 1 96 97 43 0 908 0 113 809 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split pm+ov Prot Prot Protected Phases 4 4 8 8 1 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 9 C8[De[SValley Development Scenario 3: 2025 Build -out Conditions /\M 15: COSfeUO [l[& Route 522 2/8/2008 �� � �- *- 4~^ 4� ~ � \ Switch Phase Minimum Initial (s) 8.0 6.0 8.0 8.8 6.0 6.0 6.0 8.0 6.0 8.0 Minimum Split (s) 12.8 120 12.0 120 12.0 12.0 12.0 12.0 12.0 12.8 Total Split (s) 12.0 12.0 12.0 19D 10.0 28.0 12.0 30.0 0.0 20.0 47.0 0.0 Total Split MQ 13.3% 13.3% 13.3% 211% 211% 222% 13.3% 43.3% 0.0% 22.2% 52.2% 0.0% Maximum Green (s) 6.0 6.0 8.0 13.0 13.0 14.0 6.0 33.0 14.0 41.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) lO 2.0 2.0 2.0 2.0 2.0 20 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 8.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 Total Lost 7lme(s) 8.0 8.0 8.0 6.0 8.0 6.0 8.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Load Load Log Lead Lag Lood'LagOpUmizo? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.8 3.0 Recall Mode None None None None None None None C-Max None C'Max Act EffctGreen (s) 8.0 8.0 102 102 26.9 512 10.8 65.4 Actuated oKCRatio 0.07 0.07 011 0j1 0.30 0.57 012 073 wtRatin 010 0.01 0.51 0.51 0.09 0.35 0.53 0.35 Control Delay 41.5 31.0 491 40.4 7.2 12.8 46.0 6.0 Queue Delay 0.0 0.0 0.0 0.0 &O 0.0 0.0 0.0 Total Delay 41.5 31.0 491 49.4 7.2 12.8 46.0 8.0 LUS D C D D A B D A Approach Delay 40.7 41.0 126 10.0 Approach LOG D D B B 0Oth%i|aGreen (s) 8.0 8.0 6.0 13.0 13.0 14.0 0.0 33.0 14.0 53.0 00h %ileTann Code Max Max Max Max Max MaxSkip Coord Max Coord 70h%i|eGreen (s) 0.0 0.0 0.0 122 122 127 0.0 47] 127 85.8. 70th %UoTerm Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord 50h96i|aGreen (s) 0.0 8.0 0,0 10.5 10.5 11.0 0.0 50.5 11.0 67.5 50th %UeTerm Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coond 30th %i|eGreen (o) 0.0 0.0 0.0 8.8 8.8 9.3 0.0 53.9 0.3 69.2 30th %ileTerm Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Cnnrd 10h%i|eGreen (s) 0.0 0.0 0.0 6.3 6.3 0.0 0.0 717 0.0 717 10th %i|eTerm Code Skip Skip Skip Gap Gap Skip Skip Coord Skip Coord Queue Length 5Oth(ft) 7 O 56 57 1 80 81 85 Queue Length 85th(t) 24 5 m101 m101 m19 178 111 164 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 1000 1000 Base Capacity (vph) 121 106 243 243 558 2503 275 2302 Starvation Cap Radudn U O U O O U O O Spi||baokCap Redudm O U O O O O O O Storage Cap Redudn U O 8 U U U O O Reduced wtRatio 010 0.01 040 0.40 0.08 0.35 0.41 0.35 Intersection Area Type: Other Cycle Length: 80 Actuated Cycle Length: A0 OffseL 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Synnm7 Report Patton Hunio Rust &Associates Page 10 1 | Carpers Valley Development 15: Costello Dr & Route 522 Scenario 3: 2025 Build -out Conditions AM 218/2008 Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 15.3 Intersection LOS: B Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. .qnlifq Pnri Phases• 1 r)- C.n.qtP.11n nr A Rni itp 5?? 01 o2 ► 0! 08 12 o5 06 127-7_ �7 s Synchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions AM 18: Millwood Pk & Custer Ave. 2/8/2008 Lane -Group EBL, EBT EBR_ WBL; , WBT..: ,WBR - ,, NBL NBT NBR- SBL` SBT,.:';_.SBR Lane Configurations tt r tt *T r 4 Volume (vph) 31 734 350 131 590 4 104 31 60 14 88 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0,935 Fit Protected 0,950 0.950 0.963 0.996 Satd. Flow (prot) 1770 3312 1583 1770 3310 0 0 1794 1583 0 1735 0 Flt Permitted 0.401 0.221 0.567 0.973 Satd. Flow (perm) 747 3312 1583 412 3310 0 0 1056 1583 0 1695 0 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 389 1 67 51 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 34 816 389 146 656 4 116 34 67 16 98 106 Shared Lane Traffic (%) Lane Group Flow (vph) 34 816 389 146 660 0 0 150 67 0 220 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm pm+pt Perm Perm Perm Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 8 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 3: 2025 Build -out Conditions _AM 18: Millwood Pk & Custer Ave. 2/8/2008 II Lane Group EBL EBT' EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 2 2 2 1 6 8 8 8 4 4 Switch Phase ' Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 44.0 44.0 44.0 15.0 59.0 0.0 31.0 31.0 31.0 31.0 31.0 0.0 Total Split (%) 48.9% 48.9% 48.9% 16.7% 65.6% 0.0% 34.4% 34.4% 34.4% 34.4% 34.4% 0.0% Maximum Green (s) 38.0 38.0 38.0 9.0 53.0 25.0 25.0 25.0 25.0 25.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 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 C-Max C-Max C-Max None C-Max Max Max Max Min Min Act Effct Green (s) 38.8 38.8 38.8 53.0 53.0 25.0 25.0 25.0 Actuated g/C Ratio 0.43 0.43 0.43 0.59 0.59 0.28 0.28 0.28 v/c Ratio 0.11 0.57 0.43 0.40 0.34 0.51 0.14 0.43 Control Delay 16.9 21.5 3.5 21.0 20.2 35.6 9.0 23.4 1 Queue Delay 0.0 , 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.9 21.5 3.5 21.0 20.2 35.6 9.0 23.4 LOS B C A C C D A C 1 Approach Delay 15.7 20.3 27.4 23.4 Approach LOS B C C C 90th We Green (s) 38.0 38.0 38.0 9.0 53.0 25.0 25.0 25.0 25.0 25.0 90th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold 1 70th %ile Green (s) 38.0 38.0 38.0 9.0 53.0 25.0 25.0 25.0 25.0 25.0 70th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold 50th %ile Green (s) 38.2 38.2 38.2 8.8 53.0 25.0 25.0 25.0 25.0 25.0 50th %ile Term Code Coord Coord Coord Gap Coord MaxR MaxR MaxR Hold Hold 30th %ile Green (s) 39.2 39.2 39.2 7.8 53.0 25.0 25.0 25.0 25.0 25.0 30th %ile Term Code Coord Coord Coord Gap Coord MaxR MaxR MaxR Hold Hold 10th %ile Green (s) 40.5 40.5 40.5 6.5 53.0 25.0 25.0 25.0 25.0 25.0 10th %ile Term Code Coord Coord Coord Gap Coord MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) 11 181 0 59 146 79 6 77 Queue Length 95th (ft) 31 241 51 128 236 m146 m29 143 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 322 1427 903 378 1950 293 488 508 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 ' Reduced v/c Ratio 0.11 0.57 0.43 0.39 0.34 0.51 014 0.43 'Irtersection Summary .. Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development 18: Millwood Pk & Custer Ave. Scenario 3: 2025 Build -out Conditions AM 2/8/2008 Natural Cycle: 55 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.57 Intersection Signal Delay: 18.9 Intersection LOS: B Intersection Capacity Utilization 66.2% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 18: Millwood Pk & Custer Ave. 01 02 04 15s 44s 31" 06 t 08 59 s . 31 s Patton Harris Rust & Associates Synchro 7 - Report Page 14 Carpers Valley Development Scenario 12025 Build -out Conditions _AM 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 t *l Lane Group EBL EBR .NBL NBT SBT SBR Lane Configurations r *T [ri Volume (vph) 53 160 72 143 430 121 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 200 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.970 Flt Protected 0.950 0.984 Satd. Flow (prot) 1770 1583 0 1833 1807 0 Flt Permitted 0.950 0.984 Satd. Flow (perm) 1770 1583 0 1833 1807 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 59 178 80 159 478 134 Shared Lane Traffic (%) Lane Group Flow (vph) 59 178 0 239 612 0 Enter Blocked Intersection No No No No No No , Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary. . -" Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 15 Carpers Valley Development Scenario 3: 2025 Build -out Conditions _PM 2: Millwood Pk & Inverlee Way 2/8/2008 # I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r *T+ T+ Volume (vph) 39 790 77 121 1250 63 78 0 173 22 0 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 100 200 350 0 0 200 0 Storage Lanes 1 1 1 1 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.907 0.850 Fit Protected 0.950 0.950 0.985 0.950 Satd. Flow (prot) 1770 3312 1583 1770 3312 1583 0 1664 0 1770 1583 0 Fit Permitted 0.154 0.305 0.878 0.411 Satd. Flow (perm) 287 3312 1583 568 3312 1583 0 1483 0 766 1583 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 86 70 120 49 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2256 2678 928 1125 Travel Time (s) 51.3 60.9 21.1 25.6 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 43 878 86 134 1389 70 87 0 192 24 0 47 Shared Lane Traffic (%) Lane Group Flow (vph) 43 878 86 134 1389 70 0 279 0 24 47 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 3: 2025 Build -out Conditions PM 2: Millwood Pk & Inverlee Way 2/8/2008 Lane;Group .EBL� �EBT '�EBR:. WBL WBT .:� WBR `�_ NBL NBT: ,. , NBR %. ,. - SBL Detector Phase 2 2 2 6 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 60.0 60.0 60.0 60.0 60.0 60.0 30.0 30.0 0.0 30.0 30.0 0.0 Total Split (%) 66.7% 66.7% 66.7% 66.7% 66.7% 66.7% 33.3% 33.3% 0.0% 33.3% 33.3% 0.0% Maximum Green (s) 54.0 54.0 54.0 54.0 54.0 54.0 24.0 24.0 24.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Max C-Max C-Max Min Min None None Act Effct Green (s) 62.3 62.3 62.3 62.3 62.3 62.3 15.7 15.7 15.7 Actuated g/C Ratio 0.69 0.69 0.69 0.69 0.69 0.69 0.17 0.17 0.17 v/c Ratio 0.22 0.38 0.08 0.34 0.61 0.06 0.78 0.18 0.15 Control Delay 23.4 20.3 10.7 17.1 20.7 5.6 34.4 31.5 9.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.4 20.3 10.7 17.1 20.7 5.6 34.4 )31.5 9.0 LOS C C B B C A C C A Approach Delay 19.6 19.8 34.4 16.6 Approach LOS B B C B 90th %ile Green (s) 54.0 54.0 54.0 54.0 54.0 54.0 24.0 24.0 24.0 24.0 90th %ile Term Code Coord Coord Coord Coord Coord Coord Max Max Hold Hold 70th %ile Green (s) 58.7 58.7 58.7 58.7 58.7 58.7 19.3 19.3 19.3 19.3 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 62.2 62.2 62.2 62.2 62.2 62.2 15.8 15.8 15.8 15.8 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 65.8 65.8 65.8 65.8 65.8 65.8 12.2 12.2 12.2 12.2 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 71.0 71.0 71.0 71.0 71.0 71.0 7.0 7.0 7.0 7.0 10th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold Queue Length 50th (ft) 18 221 14 65 438 9 86 12 0 Queue Length 95th (ft) m39 297 m42 m87 m472 m17 159 31 25 Internal Link Dist (ft) 2176 2598 848 1045 Turn Bay Length (ft) 200 100 200 350 200 Base Capacity (vph) 199 2294 1123 393 2294 1118 483 204 458 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.38 0.08 0.34 0.61 0.06 0.58 0.12 0.10 Intersection Summary ,. Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 2 � I Carpers Valley Development Scenario 3: 2025 Build -out Conditions _PM 2: Millwood Pk & Inverlee Wav 2/8/2008 Natural Cycle: 45 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 21.0 Intersection LOS: C Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal .qnlitc anri Phacac• 9- Millwnnri Pk R InvPrlPa Wav -M� o2 T 04 60"s 's 30s 06 I 08 Patton Harris Rust & Associates Synchro 7 - Report Page 3 � I Carpers Valley Development Scenario 3: 2025 Build -out Conditions PM 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Lane Group;-.. :: _ . .EBL ,EBT '''EBR"�`., WBL " WBT. . WBR NBLS NBT, NBR ` - SBL =.SBTti SBR Lane Configurations tt r t r Volume (vph) 247 719 20 116 1271 244 11 173 100 64 121 151 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 0 200 135 150 200 200 200 Storage Lanes 1 0 1 1 1 1 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.850 0.850 0.850 Fit Protected 0.950 0.950 0.950 0.983 Satd. Flow (prot) 1770 3304 0 1770 3312 1583 1770 1863 1583 0 1831 1583 Flt Permitted 0.087 0.342 0.512 0.688 Satd. Flow (perm) 162 3304 0 637 3312 1583 954 1863 1583 0 1282 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 5 168 111 168 Link Speed (mph) 55 55 30 35 Link Distance (ft) 2678 2533 3150 2207 Travel Time (s) 33.2 31.4 71.6 43.0 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 274 799 22 129 1412 271 12 192 111 71 134 168 Shared Lane Traffic (%) Lane Group Flow (vph) 274 821 0 129 1412 271 12 192 111 0 205 168 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) 30 40 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 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 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 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt Perm Perm Perm Perm Perm Perm Protected Phases 1 6. 2 4 8 Permitted Phases 6 2 2 4 4 8 8 Synchro 7 - Report , Patton Harris Rust & Associates Page 4 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -PM 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Lane Group EBL EBT EBR . ' WBL , WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 1 6 2 2 2 4 4 4 8 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 13.0 59.0 0.0 46.0 46.0 46.0 31.0 31.0 31.0 31.0 31.0 31.0 Total Split (%) 14.4% 65.6% 0.0% 51.1 % 51.1 % 51.1 % 34.4% 34.4% 34.4% 34.4% 34.4% 34.4% Maximum Green (s) 7.0 53.0 40.0 40.0 40.0 25.0 25.0 25.0 25.0 25.0 25.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lag 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 3.0 Recall Mode None C-Min C-Max C-Max C-Max Min Min Min None None None Act Effct Green (s) 60.3 60.3 40.0 40.0 40.0 17.7 17.7 17.7 17.7 17.7 Actuated g/C Ratio 0.67 0.67 0.44 0.44 0.44 0.20 0.20 0.20 0.20 0.20 v/c Ratio 0.75 0.37 0.46 0.96 0.34 0.06 0.53 0.28 0.81 0.38 Control Delay 42.4 9.5 23.6 40.4 7.3 30.4 40.5 10.3 58.1 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 , 0.0 Total Delay 42.4 9.5 23.6 40.4 7.3 30.4 40.5 10.3 58.1 7.0 LOS D A C D A C D B E A Approach Delay 17.7 34.3 29.5 35.1 Approach LOS B C C D 90th %ile Green (s) 7.1 53.1 40.0 40.0 40.0 24.9 24.9 24.9 24.9 24.9 24.9 90th %ile Term Code Max Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap 70th %ile Green (s) 11.6 57.6 40.0 40.0 40.0 20.4 20.4 20.4 20.4 20.4 20.4 70th %ile Term Code Max Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap 50th %ile Green (s) 14.4 60.4 40.0 40.0 40.0 17.6 17.6 17.6 17.6 17.6 17.6 50th %ile Term Code Max Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap 30th %ile Green (s) 17.3 63.3 40.0 40.0 40.0 14.7 14.7 14.7 14.7 14.7 14.7 30th %ile Term Code Max Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap 10th %ile Green (s) 21.3 67.3 40.0 40.0 40.0 10.7 10.7 10.7 10.7 10.7 10.7 10th %ile Term Code Max Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap Queue Length 50th (ft) 114 54 49 388 33 6 98 6 113 0 Queue Length 95th (ft) #308 214 104 #558 85 m10 m128 m24 174 46 Internal Link Dist (ft) 2598 2453 3070 2127 Turn Bay Length (ft) 290 200 135 150 200 200 Base Capacity(vph) 365 2217 283 1472 797 265 518 520 356 561 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.75 0.37 0.46 0.96 0.34 0.05 0.37 0.21 0.58 0.30 Intersection Summary _ Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 3: 2025 Build -out Conditions PM 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Natural Cycle: 65 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 28.9 Intersection LOS: C Intersection Capacity Utilization 87.8% ICU Level of Service E 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. SDIIts and Phases: 4: Millwood Pk & Sulphur So Rd 01 02 t 04 13 s 31 s- 06.. 08 59. sI VW 31 s Synchro 7 - Report ' Patton Harris Rust & Associates Page 6 Carpers Valley Development Scenario 3: 2025 Build -out Conditions _PM 7: Millwood Pk & Victory Lane 2/8/2008 LaneGro .._.. - up EBU EBL _.,.EB. T EBR- WBL .; WBT a.� , WBR _iN . NBL NBT . ' NBR SBL` SBT Lane Configurations Zi tt r '� tl +T+ +T+ Volume (vph) 69 7 842 85 34 1259 0 108 3 8 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.991 0.865 At Protected 0.950 0.950 0.957 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Flt Permitted 0.950 0.950 0.957 Satd. Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 77 8 936 94 38 1399 0 120 3 9 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 85 936 94 38 1399 0 _ 0 132 0 0 12 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop Intersec -F Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 3: 2025 Build -out Conditions PM 7: Millwood Pk & Victory Lane 2/8/2008 Lane Group Lan4onfigurations Volume (vph) 11 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Fit Protected Satd. Flow (prot) 0 Fit Permitted Satd. Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two-way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control _n IntersectionaSummary � r, r Synchro 7 - Report ' I Patton Harris Rust & Associates Page 8 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions _PM 15: Costello Dr & Route 522 2/8/2008 --* --1, -`fir - 4--- '1. -*\ ` t Lane Group EBL EBT : EBR WBL Wbf� - , WBR. NBL NBT ��.. NBR... SBL: SBT . SBR Lane Configurations 4 r *T r ttT tT Volume (vph) 6 3 0 274 3 188 1 787 229 283 689 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.966 0.998 Flt Protected 0.966 0.950 0.953 0.950 0.950 Satd. Flow (prot) 0 1799 1863 1681 1686 1583 1770 4502 0 1770 3165 0 Flt Permitted 0.966 0.950 0.953 0.950 0.950 Satd. Flow (perm) 0 1799 1863 1681 1686 1583 1770 4502 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 209 81 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 7 3 0 304 3 209 1 874 254 314 766 11 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 10 0 152 155 209 1 1128 0 314 777 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 3: 2025 Build -out Conditions _PM 15: Costello Dr & Route 522 2/8/2008 Lane Group WBL _. WBT WBR ._ , NBL NBT, SBL ,�� �SBT ' "' SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 28.0 28.0 28.0 12.0 12.0 12.0 12.0 31.0 0.0 19.0 38.0 0.0 Total Split (%) 31.1 % 31.1 % 31.1 % 13.3% 13.3% 13.3% 13.3% 34.4% 0.0% 21.1 % 42.2% 0.0% Maximum Green (s) 22.0 22.0 22.0 6.0 6.0 6.0 6.0 25.0 13.0 32.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag 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 None C-Max None C-Max Act Effct Green (s) 6.3 19.4 19.4 19.4 6.0 26.4 23.5 53.5 Actuated g/C Ratio 0.07 0.22 0.22 0.22 0.07 0.29 0.26 0.59 v/c Ratio 0.08 0.42 0.43 0.41 0.01 0.82 0.68 0.41 Control Delay 40.2 35.1 35.1 7.4 39.0 33.3 41.0 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.2 35.1 35.1 7.4 39.0 33.3 41.0 12.7 LOS D D D A D C D B Approach Delay 40.2 23.9 33.3 20.8 Approach LOS D C C C 90th %ile Green (s) 7.2 7.2 7.2 20.2 20.2 20.2 6.0 25.0 13.6 32.6 90th %ile Term Code Gap Gap Gap Gap Gap Gap Min Coord Max Coord 70th %ile Green (s) 0.0 0.0 0.0 18.2 18.2 18.2 0.0 27.6 26.2 59.8 70th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord 50th %ile Green (s) 0.0 0.0 0.0 17.4 17.4 17.4 0.0 28.7 25.9 60.6 50th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord 30th %ile Green (s) 0.0 0.0 0.0 18.5 18.5 18.5 0.0 25.9 27.6 59.5 30th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord 10th %ile Green (s) 0.0 0.0 0.0 22.8 22.8 22.8 0.0 25.0 24.2 55.2 10th %ile Term Code Skip Skip Skip Gap Gap Gap Skip Coord Max Coord Queue Length 50th (ft) 6 82 84 2 1 194 154 87 Queue Length 95th (ft) 21 ml38 m142 m57 6 #271 #376 258 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 1000 1000 Base Capacity (vph) 440 363 364 505 118 1380 462 1884 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.42 0.43 0.41 0.01 0.82 0.68 0.41 Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SB T , Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 10 Carpers Valley Development 15: Costello Dr & Route 522 Scenario 3: 2025 Build -out Conditions _PM 2/8/2008 Natural Cycle: 70 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 26.6 Intersection LOS: C Intersection Capacity Utilization 65.3% ICU Level of Service C 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. Cnlite mnrl Phncac• 1 R ('.nctalln nr R Rnnta 577 01 4,4 .8 08 � 1.9s: :_']31a o5 06 Synchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions _PM 18: Millwood Pk & Custer Ave. 2/8/2008 Lane Group EBL ,EBT � EBR ..' WBL �VBf `MR NBL. `' NBT.., NBR n ', SBL ,;:- SBT . -..SBR Lane Configurations tt r tl *T r Volume (vph) 146 642 429 224 1021 17 639 50 260 11 49 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.998 0.850 0.929 Flt Protected 0.950 0.950 0.956 0.996 Satd. Flow (prot) 1770 3312 1583 1770 3309 0 0 1781 1583 0 1724 0 Flt Permitted 0.187 0.206 0.673 0.592 Satd. Flow (perm) 348 3312 1583 384 3309 0 0 1254 1583 0 1024 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 477 2 234 38 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 162 713 477 249 1134 19 710 56 289 12 54 74 Shared Lane Traffic (%) , Lane Group Flow (vph) 162 713 477 249 1153 0 0 766 289 0 140 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm pm+pt Perm Perm Perm Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 8 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 12 1 Carpers Valley Development - Scenario 3: 2025 Build out Conditions_P M ' 18: Millwood Pk & Custer Ave. 2/8/2008 #� I Lane Group � � EBL' ., EBT� .� ' EBR WBL WB T WBR � NBL:. - NBT .� NBR. SBL SBT, k SBR Detector Phase 2 2 2 1 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 35.0 35.0 35.0 12.0 47.0 0.0 43.0 43.0 43.0 43.0 43.0 0.0 Total Split (%) 38.9% 38.9% 38.9% 13.3% 52.2% 0.0% 47.8% 47.8% 47.8% 47.8% 47.8% 0.0% ' Maximum Green (s) 29.0 29.0 29.0 6.0 41.0 37.0 37.0 37.0 37.0 37.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 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 C-Max C-Max C-Max None C-Max Max Max Max Min Min Act Effct Green (s) 29.0 29.0 29.0 41.0 41.0 37.0 37.0 37.0 1 Actuated g/C Ratio 0.32 0.32 0.32 0.46 0.46 0.41 0.41 0.41 v/c Ratio 1.45 0.67 0.57 0.93 0.76 1.48 0.37 0.32 Control Delay 272.2 30.1 5.4 63.5 32.2 254.4 6.5 15.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 272.2 30.1 5.4 63.5 32.2 254.4 6.5 15.2 LOS F C A E C F A B Approach Delay 50.4 37.8 186.5 15.2 ' Approach LOS D D F B 90th We Green (s) 29.0 29.0 29.0 6.0 41.0 37.0 37.0 37.0 37.0 37.0 90th We Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold 70th We Green (s) 29.0 29.0 29.0 6.0 41.0 37.0 37.0 37.0 37.0 37.0 70th We Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold 50th We Green (s) 29.0 29.0 29.0 6.0 41.0 37.0 37.0 37.0 37.0 37.0 ' 50th We Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold 30th We Green (s) 29.0 29.0 29.0 6.0 41.0 37.0 37.0 37.0 37.0 37.0 30th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold 10th We Green (s) 29.0 29.0 29.0 6.0 41.0 37.0 37.0 37.0 37.0 37.0 10th We Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) -127 182 0 145 364 -618 16 37 Queue Length 95th (ft) #250 245 67 #273 430 #840 72 83 ' Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 112 1067 833 267 1509 516 789 443 Starvation Cap Reductn 0 0 0 0 0 0 0 0 ' Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.45 0.67 0.57 0.93 0.76 1.48 0.37 0.32 ' Intersection Summary Area Type: Other Cycle Length: 90 ' Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report I, Patton Harris Rust & Associates Page 13 Carpers Valley Development 18: Millwood Pk & Custer Ave. Scenario 3: 2025 Build -out Conditions PM 2/8/2008 Natural Cycle: 100 Control Type: Actuated -Coordinated Maximum v/c Ratio: 1.48 Intersection Signal Delay: 81.0 Intersection LOS: F Intersection Capacity Utilization 96.5% ICU Level of Service F Analysis Period (min) 15 — Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 18: Millwood Pk & Custer Ave. ' 01 - 02 o4 43, 06 08 47rS.-_i.,SM n;iF,lS„aw.i.olkr �t zoJ.Uil _i.R Synchro 7 - Report Patton Harris Rust & Associates Page 14 Carpers Valley Development Scenario 3: 2025 Build -out Conditions _PM 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 t t Lane Group, EBL:. EBR NBL NBT SBT SBR Lane Configurations if 4 T Volume (vph) 118 162 224 811 595 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.984 Fit Protected 0.950 0.989 Satd. Flow (prot) 1770 1583 0 1842 1833 0 Flt Permitted 0.950 0.989 Satd. Flow (perm) 1770 1583 0 1842 1833 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 131 180 249 901 661 86 Shared Lane Traffic (%) Lane Group Flow (vph) 131 180 0 1150 747 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free ]ntersection'Summary - Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 107.6% ICU Level of Service G Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 15 Carpers Valley Development Scenario 3: 2025 Build -out Conditions 2: Millwood Pk & Inverlee Way -SAT 2/8/2008 --' `- Lane Group. EBL ` EBT , , :: EBR , :WBL ., '�WBT - WBR ..:: NBL NBT, >NBR :`;-..SBL' �... SBT�.. `.SBR Lane Configurations tt r tt r, Volume (vph) 31 737 82 166 927 49 74 0 149 26 0 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 200 350 0 0 0 0 Storage Lanes 1 1 1 1 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.910 0.850 Flt Protected 0.950 0.950 0.984 0.950 Satd. Flow (prot) 1770 3312 1583 1770 3312 1583 0 1668 0 1770 1583 0 Flt Permitted 0.255 0.330 0.866 0.431 Satd. Flow (perm) 475 3312 1583 615 3312 1583 0 1468 0 803 1583 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 91 54 100 128 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2256 2678 928 1125 Travel Time (s) 51.3 60.9 21.1 25.6 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 34 819 91 184 1030 54 82 0 166 29 0 61 Shared Lane Traffic (%), Lane Group Flow (vph) 34 819 91 184 1030 54 0 248 0 29 61 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) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 91 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 4 Synchro 7 - Report I Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT 2-. Millwood Pk & Inverlee Way 2/8/2008 # Lane Group. - " -- EBL EBT" "EBR, . WBL - WBT WBR . NBL '- NBT - NBR SBL SBT- . SBR Detector Phase 2 2 2 6 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 67.0 67.0 67.0 67.0 67.0 67.0 29.0 29.0 0.0 29.0 29.0 0.0 Total Split (%) 69.8% 69.8% 69.8% 69.8% 69.8% 69.8% 30.2% 30.2% 0.0% 30.2% 30.2% 0.0% Maximum Green (s) 61.0 61.0 61.0 61.0 61.0 61.0 23.0 23.0 23.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Max C-Max C-Max Min Min None None Act Effct Green (s) 68.6 68.6 68.6 68.6 68.6 68.6 15.4 15.4 15.4 Actuated g/C Ratio 0.71 0.71 0.71 0.71 0.71 0.71 0.16 0.16 0.16 v/c Ratio 0.10 0.35 0.08 0.42 0.43 0.05 0.78 0.23 0.17 Control Delay 3.0 2.7 0.2 4.9 2.5 0.4 38.6 36.5 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.0 2.7 0.2 4.9 2.5 0.4 38.6 36.5 1.0 LOS A A A A A A D D A Approach Delay 2.4 2.7 38.6 12.4 Approach LOS A A D B 90th %ile Green (s) 61.0 61.0 61.0 61.0 61.0 61.0 23.0 23.0 23.0 23.0 90th %ile Term Code Coord Coord Coord Coord Coord Coord Max Max Hold Hold 70th %ile Green (s) 64.9 64.9 64.9 64.9 64.9 64.9 19.1 19.1 19.1 19.1 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 68.4 68.4 68.4 68.4 68.4 68.4 15.6 15.6 15.6 15.6 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 71.9 71.9 71.9 71.9 71.9 71.9 12.1 12.1 12.1 12.1 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 76.9 76.9 76.9 76.9 76.9 76.9 7.1 7.1 7.1 7.1 10th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold Queue Length 50th (ft) 2 25 0 11 32 0 87 16 0 Queue Length 95th (ft) m5 m47 m0 m36 76 ml 159 39 0 Internal Link Dist (ft) 2176 2598 848 1045 Turn Bay Length (ft) 200 350 Base Capacity(vph) 339 2368 1157 440 2368 1147 428 192 477 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.35 0.08 0.42 0.43 0.05 0.58 0.15 0.13 Intersection Summary Area Type: Other Cycle Length: 96 Actuated Cycle Length: 96 Offset: 36 (38%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —SAT 2: Millwood Pk & Inverlee Way 2/8/2008 Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 6.4 Intersection LOS: A Intersection Capacity Utilization 65.6% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Millwood Pk & Inverlee Wv o2 # o4 Us 29 s 06 t 00 Synchro 7 - Report Patton Harris Rust & Associates Page 3 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Lane Group EBL EBT �EBR WBL. WBT. WBR NBL NBT NBR- SBL . SBT SBR Lane Configurations tlt+ tt if t if Volume (vph) 355 543 15 111 757 97 13 149 101 123 166 372 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 0 200 135 150 200 200 200 Storage Lanes 1 0 1 1 1 1 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.979 Satd. Flow (prot) 1770 3304 0 1770 3312 1583 1770 1863 1583 0 1824 1583 Flt Permitted 0.236 0.392 0.354 0.748 Satd. Flow (perm) 440 3304 0 730 3312 1583 659 1863 1583 0 1393 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 5 88 112 413 Link Speed (mph) 55 55 30 35 Link Distance (ft) 2678 2533 3150 2207 Travel Time (s) 33.2 31.4 71.6 43.0 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 394 603 17 123 841 108 14 166 112 137 184 413, Shared Lane Traffic (%) Lane Group Flow (vph) 394 620 0 123 841 108 14 166 112 0 321 413 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) 30 40 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 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 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 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt Perm Perm Perm Perm Perm Perm Protected Phases 1 6 2 4 8 Permitted Phases 6 2 2 4 4 8 8 Synchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Scenario 3: 2025 Build -out Conditions 4: Millwood Pk & Sulphur Sp Rd -SAT 2/8/2008 Lane Groip r. EBL EBT .. EBR . . WBL :'=WBT.: WBR :' NBL NBT. .,NBR' . ,SBLt; SBT SBR Detector Phase 1 6 2 2 2 4 4 4 8 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 25.0 63.0 0.0 38.0 38.0 38.0 33.0 33.0 33.0 33.0 33.0 33.0 Total Split (%) 26.0% 65.6% 0.0% 39.6% 39.6% 39.6% 34.4% 34.4% 34.4% 34.4% 34.4% 34.4% Maximum Green (s) 19.0 57.0 32.0 32.0 32.0 27.0 27.0 27.0 27.0 27.0 27.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead 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 3.0 Recall Mode None C-Min C-Max C-Max C-Max Min Min Min None None None Act Effct Green (s) 58.9 58.9 37.8 37.8 37.8 25.1 25.1 25.1 25.1 25.1 Actuated g/C Ratio 0.61 0.61 0.39 0.39 0.39 0.26 0.26 0.26 0.26 0.26 v/c Ratio 0.82 0.31 0.43 0.64 0.16 0.08 0.34 0.23 0.88 0.57 Control Delay 30.5 5.6 30.2 28.2 7.8 26.2 29.1 6.1 59.9 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.5 5.6 30.2 28.2 7.8 26.2 29.1 6.1 59.9 6.4 LOS C A C C A C C A E A Approach Delay 15.3 26.4 20.2 29.8 Approach LOS B C C C 90th %ile Green (s) 19.0 57.0 32.0 32.0 32.0 27.0 27.0 27.0 27.0 27.0 27.0 90th We Term Code Max Coord Coord Coord Coord Hold Hold Hold Max Max Max 70th We Green (s) 19.0 57.0 32.0 32.0 32.0 27.0 27.0 27.0 27.0 27.0 27.0 70th %ile Term Code Max Coord Coord Coord Coord Hold Hold Hold Max Max Max 50th %ile Green (s) 18.2 56.2 32.0 32.0 32.0 27.8 27.8 27.8 27.8 27.8 27.8 50th %ile Term Code Gap Coord Coord Coord Coord Hold Hold Hold Max Max Max 30th %ile Green (s) 13.0 59.1 40.1 40.1 40.1 24.9 24.9 24.9 24.9 24.9 24.9 30th We Term Code Gap Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap 10th %ile Green (s) 6.2 65.3 53.1 53.1 53.1 18.7 18.7 18.7 18.7 18.7 18.7 10th %ile Term Code Gap Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap Queue Length 50th (ft) 118 43 60 238 8 5 64 0 180 0 Queue Length 95th (ft) #227 74 120 312 45 m9 m87 m9 #326 70 Internal Link Dist (ft) 2598 2453 3070 2127 Turn Bay Length (ft) 290 200 135 150 200 200 Base Capacity(vph) 551 2035 288 1305 677 186 527 528 394 744 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.30 0.43 0.64 0.16 0.08 0.31 0.21 0.81 0.56 Intersection Summary Area Type: Other Cycle Length: 96 Actuated Cycle Length: 96 Offset: 85 (89%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Synchro 7 - Report ' I Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —SAT 4: Millwood Pk & Sulphur SD Rd 2/8/2008 Natural Cycle: 65 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 23.0 Intersection LOS: C Intersection Capacity Utilization 84.0% ICU Level of Service E 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. Snlits and PhasP.q• 4• Millwnni Pk & Sulnhur Sn Rd �F— o2 p 01 t o4 38s:, �: -.. -. �s�25,s-,;33s '. -. -=lw 05 t .. 08 63 s 33�s Synchro 7 - Report Patton Harris Rust & Associates Page 6 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT 7- Millwood Pk & Victory Lane 2/8/2008 Lane Group. EBU,. ".`'EBL" ..'EBT.,; . EBR -;: -:WBL ;:J WBT",,' '-WBR ' . NBL: ;; NBT..... NBR SBL SBT Lane Configurations tt r '� tT.) , Volume (vph) 6 2 815 39 13 864 0 48 0 14 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.969 0.865 Fit Protected 0.950 0.950 0.963 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1738 0 0 1611 Fit Permitted 0.950 0.950 0.963 Satd. Flow (perm) 0 1770 3312 1583 1770 3312 0 0 1738 0 0 1611 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 7 2 906 43 14 960 0 53 0 16 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 9 906 43 14 960 0 0 69 0 0 2 Enter Blocked Intersection No No No No No No No No , No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Sign Control Free Free Stop Stop Intersection SummaryPA Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 40.7% ICU Level of Service A Analysis Period (min) 15 Synchro 7 - Report Patton Harris Rust & Associates Page 7 11 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —SAT 7: Millwood Pk & Victory Lane 2/8/2008 Lane Group SBR Lanonfigurations Volume (vph) 2 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Fit Protected Satd. Flow (prot) 0 Fit Permitted Satd. Flow (perm) 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 I Heavy Vehicles (%) 2% Adj. Flow (vph) 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) ' Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Sign Control litersection.Summan+ 1 Synchro 7 - Report Patton Harris Rust & Associates Page 8 1 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT 15: Costello Dr & Route 522 2/8/2008 Lane.Group'-.,.. EBL ,".: EBT EBR :.. WBL %=,WB"T' �1NBR °�;. NBL". NB' NBR.;.� .SBL- SBT :. SBR Lane Configurations *T Volume (vph) 4 1 2 285 1 353 1 531 294 604 467 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.947 0.999 Fit Protected 0.962 0.950 0.953 0.950 0.950 Satd. Flow (prot) 0 1792 1583 1681 1686 1583 1770 4477 0 1770 3165 0 Flt Permitted 0.962 0.950 0.953 0.950 0.950 Said. Flow (perm) 0 1792 1583 1681 1686 1583 1770 4477 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 392 137 1 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 4 1 2 317 1 392 1 590 327 671 519 3 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 5 2 158 160 392 1 917 0 671 522 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split Perm Prot Prot Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT 15: Costello Dr & Route 522 2/8/2008 # Lane Group - EBL _ ' EBT, . EBR �` WBL: -WBT,. WBR NBL: , NBT NBR SBR Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 17.0 17.0 17.0 14.0 14.0 14.0 12.0 23.0 0.0 36.0 47.0 0.0 Total Split (%) 18.9% 18.9% 18.9% 15.6% 15.6% 15.6% 13.3% 25.6% 0.0% 40.0% 52.2% 0.0% Maximum Green (s) 11.0 11.0 11.0 8.0 8.0 8.0 6.0 17.0 30.0 41.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead Lag 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 None Max None Max Act Effct Green (s) 6.1 6.1 8.0 8.0 8.0 6.0 17.1 30.1 51.1 Actuated g/C Ratio 0.07 0.07 0.11 0.11 0.11 0.07 0.23 0.40 0.68 v/c Ratio 0.04 0.02 0.88 0.89 0.76 0.01 0.82 0.95 0.24 Control Delay 37.5 27.5 80.2 81.2 14.9 37.0 31.6 48.6 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.5 27.5 80.2 81.2 14.9 37.0 31.6 48.6 6.7 LOS D C F F B D C D A Approach Delay 34.6 44.3 31.6 30.3 Approach LOS C D C C 90th %ile Green (s) 6.5 6.5 6.5 8.0 8.0 8.0 6.0 17.0 30.0 41.0 90th %ile Term Code Gap Gap Gap Max Max Max Max MaxR Max MaxR 70th %ile Green (s) 0.0 0.0 0.0 8.0 8.0 8.0 0.0 17.0 30.0 53.0 70th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 50th %ile Green (s) 0.0 0.0 0.0 8.0 8.0 8.0 0.0 17.0 30.0 53.0 50th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 30th %ile Green (s) 0.0 0.0 0.0 8.0 8.0 8.0 0.0 17.0 30.0 53.0 30th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 10th %ile Green (s) 0.0 0.0 0.0 8.0 8.0 8.0 0.0 17.0 30.0 53.0 10th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold Queue Length 50th (ft) 2 0 75 76 0 0 122 278 32 Queue Length 95th (ft) 13 7 #220 #223 #120 6 #232 #614 123 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 1000 1000 Base Capacity (vph) 219 195 179 180 519 125 1118 706 2142 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.01 0.88 0.89 0.76 0.01 0.82 0.95 0.24 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 75.5 Natural Cycle: 90 Synchro 7 - Report Patton Harris Rust & Associates Page 10 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —SAT 15: Costello Dr & Route 522 2/8/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.95 Intersection Signal Delay: 34.3 Intersection LOS: C Intersection Capacity Utilization 79.9% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 85.5 70th %ile Actuated Cycle: 73 50th %ile Actuated Cycle: 73 30th %ile Actuated Cycle: 73 10th %ile Actuated Cycle: 73 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15- Costello Dr R Rrnite 599 01 I o2 o4 Ttr 03 l o5 06 1'2 s, 47 s. r"RAP" Synchro 7 - Report Patton Harris Rust & Associates Page 11 11 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT 18: Millwood Pk & Cluster Ave. 2/8/2008 * I Lane Group - EBL EBT = EBR WBL WBT 1NBR NBC NBT- - NBR _,SBL -` . SBT = SBR Lane Configurations tt r tT *T r +T+ Volume (vph) 115 595 616 297 670 11 581 36 265 14 32 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 225 0 0 360 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.998 0.850 0.909 Fit Protected 0.950 0.950 0.955 0.995 Satd. Flow (prot) 1770 3312 1583 1770 3309 0 0 1779 1583 0 1685 0 Fit Permitted 0.365 0.160 0.652 0.913 Said. Flow (perm) 680 3312 1583 298 3309 0 0 1215 1583 0 1546 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 684 2 294 78 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 128 661 684 330 744 12 646 40 294 16 36 108 Shared Lane Traffic (%) Lane Group Flow (vph) 128 661 684 330 756 0 0 686 294 0 160 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) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 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 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm pm+pt Perm Perm Perm Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 8 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT 18: Millwood Pk & Cluster Ave. 2/8/2008 Lane Group ;:;!,.. =: EBL EBT EBR. WBL , ,°WBT�. WBR ...I; NBL., ` NBT.;'. NBR = SBL SBT .: SBR Detector Phase 2 2 2 1 6 8 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 25.0 25.0 25.0 17.0 42.0 0.0 54.0 54.0 54.0 54.0 54.0 0.0 Total Split (%) 26.0% 26.0% 26.0% 17.7% 43.8% 0.0% 56.3% 56.3% 56.3% 56.3% 56.3% 0.0% Maximum Green (s) 19.0 19.0 19.0 11.0 36.0 48.0 48.0 48.0 48.0 48.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 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 C-Max C-Max C-Max None C-Max Max Max Max Min Min Act Effct Green (s) 19.0 19.0 19.0 36.0 36.0 48.0 48.0 48.0 Actuated g/C Ratio 0.20 0.20 0.20 0.38 0.38 0.50 0.50 0.50 v/c Ratio 0.95 1.01 0.79 1.18 0.61 1.13 0.31 0.20 Control Delay 106.0 76.6 10.7 134.0 11.9 103.7 2.7 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 106.0 76.6 10.7 134.0 11.9 103.7 2.7 7.6 LOS F E B F B F A A Approach Delay 48.6 49.0 73.4 7.6 Approach LOS D D E A 90th %ile Green (s) 19.0 19.0 19.0 11.0 36.0 48.0 48.0 48.0 48.0 48.0 90th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold 70th %ile Green (s) 19.0 19.0 19.0 11.0 36.0 48.0 48.0 48.0 48.0 48.0 70th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold 50th %ile Green (s) 19.0 19.0 19.0 11.0 36.0 48.0 48.0 48.0 48.0 48.0 50th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold 30th %ile Green (s) 19.0 19.0 19.0 11.0 36.0 48.0 48.0 48.0 48.0 48.0 30th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold 10th %ile Green (s) 19.0 19.0 19.0 11.0 36.0 48.0 48.0 48.0 48.0 48.0 10th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Hold Hold Queue Length 50th (ft) 78 -216 0 -177 73 -496 12 25 Queue Length 95th (ft) #193 #336 118 #351 104 m#716 m41 60 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 225 360 Base Capacity (vph) 135 656 862 280 1242 608 939 812 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.95 1.01 0.79 1.18 0.61 1.13 0.31 0.20 Intersection Summary Area Type: Other Cycle Length: 96 Actuated Cycle Length: 96 Offset: 19 (20%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report , I Patton Harris Rust & Associates Page 13 I Carpers Valley Development 18: Millwood Pk & Cluster Ave. Scenario 3: 2025 Build -out Conditions —SAT 2/8/2008 Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio:1.18 Intersection Signal Delay: 53.5 Intersection LOS: D Intersection Capacity Utilization 95.4% ICU Level of Service F Analysis Period (min) 15 — Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 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. Snlits anti Phases- 18- Millwood Pk & Cluster Ave. 01 —M" o2 +R 04 77 s ... 25 s 54 s . i1— 06 02 42 s:, _ Patton Harris Rust & Associates Synchro 7 - Report Page 14 Carpers Valley Development Scenario 12025 Build -out Conditions -SAT 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 -,�, t Lane'droup EBL . , EBR.". NBL' _NBT"-- ' 'SBT, �.= SbW Lane Configurations Volume (vph) 100 200 182 764 822 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 0 0 Storage Lanes 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.983 Flt Protected 0.950 0.990 Satd. Flow (prot) 1770 1583 0 1844 1831 0 Flt Permitted 0.950 0.990 Said. Flow (perm) 1770 1583 0 1844 1831 0 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 111 222 202 849 913 133 Shared Lane Traffic (%) Lane Group Flow (vph) 111 222 0 1051 1046 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary '- ' �' '�,x Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 116.4% ICU Level of Service H Analysis Period (min) 15 Synchro 7 - Report , Patton Harris Rust & Associates Page 15 1 Carpers Valley Development 2: Millwood Pk & Inverlee Way Scenario 3: 2025 Build -out Conditions -AM -IMP 2/8/2008 ' --* --,, --,* �- 4-- 4\ t l II t-01 Lane Group ' EBL tBT EBR..WBL. WBT. WBR _ NBL .. NBT NBR . SBL .SBT ' . SBR Lane Configurations tt r tt r T Volume (vph) 11 817 44 100 613 16 48 0 35 34 0 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 200 350 0 0 0 0 Storage Lanes 1 1 1 1 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 ' Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.943 0.850 Flt Protected 0.950 0.950 0.972 0.950 1 Satd. Flow (prot) 1770 3312 1583 1770 3312 1583 0 1707 0 1770 1583 0 Flt Permitted 0.381 0.286 0.482 0.697 Satd. Flow (perm) 710 3312 1583 533 3312 1583 0 847 0 1298 1583 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 18 39 292 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2256 2678 928 1125 ' Travel Time (s) 51.3 60.9 21.1 25.6 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 12 908 49 111 681 18 53 0 39 38 0 93 Shared Lane Traffic (%) Lane Group Flow (vph) 12 908 49 111 681 18 0 92 0 38 93 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) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 1 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 ' Turn Type Perm Perm Perm Perm pm+pt Perm Protected Phases 2 6 3 8 4 Permitted Phases 2 2 6 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 1 C8[pe[SValley Development Scenario 3: 2025 Build -out COOdKj0n IMP 2'MiUVVOOd Pk & IOV8rlee W8 20/2008 ' - ane Switch Phase Minimum Initial (u) 6.0 6.0 8.0 6.0 6.0 8.0 6.0 8.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.8 12.0 Total Split kA 59.0 598 59.0 59.0 59.0 59.0 12.0 31.0 0.0 19.0 10.0 0.0 Total Split (%) 65.6% 65.6% 65.6% 85.8% 65.6% 65.6% 13.3% 34.4% 0.0% 211% 211% 8.0% Maximum Green (s) 53.8 53.0 53.0 53.0 53.0 53.0 8.0 25.0 13.0 13.0 Yellow Time (u) 4.8 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time hA 2.0 20 2.8 2.0 20 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.8 6.0 6.0 8.0 8.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Load Lag Lag Laad'LagOpUmize? Yes Yes Yea Vehicle Extension (o) 3.0 3.8 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C'Min C'Min C'Min C-Max C'Max C'Max Min Min None None Act EffctGreen (o) 601 601 801 801 601 601 17.9 8.3 8.3 Actuated g/CRatio 0.87 0.67 0.67 0.87 0.67 0.67 0.20 0.09 0.00 wtRatio 0.03 0.41 0.85 0.31 0.31 0.02 0.36 0.32 0.23 Control Delay 194 25.6 13.9 21.7 157 11.2 211 44.5 1.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.4 25.6 13.0 217 15.7 112 211 44.5 1.3 LOS B C B C B B C D A Approach Delay 24.0 16.5 211 13.8 Approach LOS C B C B 90h %i|e Green (s) 54.6 54.6 54.6 54.6 54.8 54.6 8.0 234 11.4 114 80h %ileTerm Code Coord Coord Coord Coord Coord Coord Max Hold Gap Gap 70b%i|oGreen (s) 567 567 56J 587 56.7 56.7 6.0 21.3 9.3 0.3 70b%i|eTerm Code Coord Coord Coord Coord Coord Coord Max Hold Gap Gap 50h%i|oGreen (s) 58.8 58.0 58.0 58.0 58.0 58.0 8.0 20.0 8.0 8.0 b0b%i|oTerm Code Coord Coord Coord Coord Coord Coord Max Hold Gap Gap 3Oth%i|oGreen (o) 50.3 58.3 58.3 59.3 59.3 59.3 6.0 187 87 67 30th %i|eTemn Coda Coord Coord Coord Coord Coord Coord Max Hold Gap Gap 1Uth%i|eGreen (o) 72.0 72.0 72.0 72.0 72.0 72.0 6.0 8.0 0.0 0.0 10th%i|eTerm Code Coord Coord Coord Coord Coord Coord Max Min Skip Skip Queue Length 5Oth(ft) G 258 11 43 137 O 24 21 O Queue Length A5th(fU m11 316 m27 116 239 m20 61 50 U Internal Link Dist (#A 2176 2598 848 1045 Turn Bay Length (ft) 200 350 Base Capacity (vph) 474 2212 1074 356 2212 1083 321 187 478 Starvation Cap Reduntn O U O O O O 0 0 O Spi||baokCap Reduotn O O U O 8 U 8 O O Storage Cap Reductn O O O U O O O U U Reduced wtRatio 0.03 0.41 0.05 0.31 0.31 8.02 029 020 0.19 _,_-- 'Summary ' Area Type: Other Cycle Length: QO Actuated Cycle Length: 0U Offset: U(O%).Referenced hophase 2:EBTLand 8:VVBTL.Start ofGreen Synom7'Report Carpers Valley Development Scenario 3: 2025 Build -out Conditions —AM —IMP 2: Millwood Pk & Inverlee Wav 2/8/2008 Natural Cycle: 55 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.41 Intersection Signal Delay: 20.6 Intersection LOS: C Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal Snlite and Phasas• 9• Millwnnd Pk & Inverlee Wav - - o2 03 t 04 59s .r 12s 06 t os 59 1 14,31 s Patton Harris Rust & Associates Synchro 7 - Report Page 3 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -AM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 - -+-' Lane Group EBL,. -,EBT EBR WBL ,. WBT = WBR NBL- NBT.:='- NBR= .. SBL SBT. . SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Fit Protected Said. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Said. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases 89 792 6 55 578 78 20 35 87 207 100 132 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 290 0 200 135 150 200 200 200 1 0 1 1 1 1 0 1 25 25 25 25 25 25 25 25 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.999 0.850 0.850 0.850 0.950 0.950 0.950 0.967 1770 3310 0 1770 3312 1583 1770 1863 1583 0 1801 1583 0.383 0.271 0.381 0.774 713 3310 0 505 3312 1583 710 1863 1583 0 1442 1583 Yes Yes Yes Yes 1 87 73 147 55 55 30 35 2678 2533 3150 2207 33.2 31.4 71.6 43.0 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% 99 880 7 61 642 87 22 39 97 230 111 147 99 887 0 61 642 87 22 39 97 0 341 147 No No No No No No No No No No No No Left Left Right Left Left Right Left Left Right Left Left Right 30 40 12 12 0 0 0 0 16 16 16 16 1.00 1.00 1.00 15 9 1 2 Left Thru 20 100 0 0 0 0 20 6 CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI+Ex 0.0 Perm 6 6 Patton Harris Rust & Associates 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 15 9 15 9 15 9 1 2 1 1 2 1 1 2 1 Left Thru Right Left Thru Right Left Thru Right 20 100 20 20 100 20 20 100 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 20 20 6 20 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI+Ex 0.0 Perm Perm Perm 2 2 2 4 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 Perm Perm Perm 4 8 4 8 8 Synchro 7 - Report , Page 4 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -AM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Lane Group - . EBL EBT- . - EBR WBL WBT MR- NBL NBT NBR '-` SBL SBT.. SBR Detector Phase 6 6 2 2 2 4 4 4 8 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 45.0 45.0 0.0 45.0 45.0 45.0 45.0 45.0 45.0 45.0 45.0 45.0 Total Split (%) 50.0% 50.0% 0.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% Maximum Green (s) 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min C-Min C-Max C-Max C-Max Min Min Min None None None Act Effct Green (s) 50.6 50.6 50.6 50.6 50.6 27.4 27.4 27.4 27.4 27.4 Actuated g/C Ratio 0.56 0.56 0.56 0.56 0.56 0.30 0.30 0.30 0.30 0.30 v/c Ratio 0.25 0.48 0.21 0.34 0.09 0.10 0.07 0.18 0.78 0.25 Control Delay 23.0 20.1 12.9 10.9 2.0 16.9 16.6 9.2 40.2 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.0 20.1 12.9 10.9 2.0 16.9 16.6 9.2 40.2 4.3 LOS C C B B A B B A D A Approach Delay 20.4 10.0 12.1 29.4 Approach LOS C B B C 90th %ile Green (s) 40.9 40.9 40.9 40.9 40.9 37.1 37.1 37.1 37.1 37.1 37.1 90th %ile Term Code Coord Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap 70th %ile Green (s) 46.3 46.3 46.3 46.3 46.3 31.7 31.7 31.7 31.7 31.7 31.7 70th %ile Term Code Coord Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap 50th %ile Green (s) 50.7 50.7 50.7 50.7 50.7 27.3 27.3 27.3 27.3 27.3 27.3 50th %ile Term Code Coord Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap 30th %ile Green (s) 54.7 54.7 54.7 54.7 54.7 23.3 23.3 23.3 23.3 23.3 23.3 30th %ile Term Code Coord Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap 10th %ile Green (s) 60.5 60.5 60.5 60.5 60.5 17.5 17.5 17.5 17.5 17.5 17.5 10th %ile Term Code Coord Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap Queue Length 50th (ft) 28 134 18 105 0 10 18 23 176 0 Queue Length 95th (ft) 84 260 54 178 7 m14 m24 34 235 34 Internal Link Dist (ft) 2598 2453 3070 2127 Turn Bay Length (ft) 290 200 135 150 200 200 Base Capacity (vph) 401 1862 284 1863 929 308 807 727 625 769 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.48 0.21 0.34 0.09 0.07 0.05 0.13 0.55 0.19 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —AM —IMP 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Natural Cycle: 45 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 18.3 Intersection LOS: B Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Millwood Pk & SUIDhur SD Rd — 02 o4 "45s �.. 06''08 45 s u4 45's k Patton Harris Rust & Associates Synchro 7 - Report Page 6 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -AM -IMP 7: Millwood Pk & Victory Lane 2/8/2I008 Lane Group EBU EBL EBT. EBR WBL­ WBT WBR NBL ' �. NBT NBR;, SBL SBT Lane Configurations Zi tt r tT +T+ Volume (vph) 10 9 858 116 28 557 0 57 1 13 1 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.976 0.910 Flt Protected 0.950 0.950 0.961 0.994 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1747 0 0 1685 Flt Permitted 0.417 0.292 0.761 0.960 Satd. Flow (perm) 0 777 3312 1583 544 3312 0 0 1384 0 0 1627 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 129 11 6 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 11 10 953 129 31 619 0 63 1 14 1 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 21 953 129 31 619 0 0 78 0 0 9 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 20 100 20 20 100 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 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 6 2 4 8 Permitted Phases 6 6 6 2 2 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —AM —IMP 7: Millwood Pk & Victory Lane 2/8/2008 Lane Group - SBR Lan4onfig u rations Volume (vph) 5 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Yes 0.90 2% No Right Patton Harris Rust & Associates 1.00 9 Synchro 7 - Report I Page 8 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -AM -IMP 7: Millwood Pk & Victory Lane 2/8/2008 # Lane Group LBO EBL EBT' EBR WBL WBT WBR NBL NBT NBR SBL SBT Detector Phase 6 6 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 65.0 65.0 65.0 65.0 65.0 65.0 0.0 25.0 25.0 0.0 25.0 25.0 Total Split (%) 72.2% 72.2% 72.2% 72.2% 72.2% 72.2% 0.0% 27.8% 27.8% 0.0% 27.8% 27.8% Maximum Green (s) 59.0 59.0 59.0 59.0 59.0 59.0 19.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Min C-Min C-Min None None None None Act Effct Green (s) 71.7 71.7 71.7 71.7 71.7 9.9 9.9 Actuated g/C Ratio 0.80 0.80 0.80 0.80 0.80 0.11 0.11 v/c Ratio 0.03 0.36 0.10 0.07 0.23 0.48 0.05 Control Delay 2.2 2.5 0.2 4.0 3.5 41.7 23.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.2 2.5 0.2 4.0 3.5 41.7 23.9 LOS A A A A A D C Approach Delay 2.2 3.6 41.7 23.9 Approach LOS A A D C 90th %ile Green (s) 63.7 63.7 63.7 63.7 63.7 63.7 14.3 14.3 14.3 14.3 90th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 70th %ile Green (s) 66.4 66.4 66.4 66.4 66.4 66.4 11.6 11.6 11.6 11.6 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 68.3 68.3 68.3 68.3 68.3 68.3 9.7 9.7 9.7 9.7 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 70.1 70.1 70.1 70.1 70.1 70.1 7.9 7.9 7.9 7.9 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 84.0 84.0 84.0 84.0 84.0 84.0 0.0 0.0 0.0 0.0 10th %ile Term Code Coord Coord Coord Coord Coord Coord Skip Skip Skip Skip Queue Length 50th (ft) 2 47 0 4 43 36 2 Queue Length 95th (ft) m3 44 1 13 76 77 15 Internal Link Dist (ft) 2453 972 1694 425 Turn Bay Length (ft) 90 675 70 Base Capacity (vph) 619 2639 1287 433 2639 301 348 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 0.03 0.36 0.10 0.07 0.23 0.26 0.03 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —AM —IMP 7: Millwood Pk & Victory Lane 2/8/2008 4/ Lane Group,, SBR Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Patton Harris Rust & Associates 0.0 0.0% 0.0 4.0 Synchro 7 - Report Page 10 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —AM —IMP 7: Millwood Pk & Victory Lane 2/8/2008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.48 Intersection Signal Delay: 4.5 Intersection LOS: A Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Cnlifc anri Phacac• 7• AAillwnnd Pk R Virtnry I anP. _ o2 1 o4 25s ... -► 06 08 Synchro 7 - Report Patton Harris Rust & Associates Page 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -AM -IMP 15: Costello Dr & Route 522 2/8/2008 *-- t Lane"Group EBL" EBT .: EBR , `".WBL" WBT, ,":WBR.;,.NBL "_' NBT ": NBR",:".SBL". SBT ,:=SBR Lane Configurations ' ttT+ tT Volume (vph) 5 5 1 174 0 39 0 677 140 102 717 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0,850 0.974 0.998 Flt Protected 0.976 0.950 0.950 0.950 Satd. Flow (prot) 0 1818 1583 1681 1681 1583 1863 4513 0 1770 3165 0 Flt Permitted 0.976 0.950 0.950 0.950 Satd. Flow (perm) 0 1818 1583 1681 1681 1583 1863 4513 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 43 48 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 6 6 1 193 0 43 0 752 156 113 797 12 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 12 1 96 97 43 0 908 0 113 809 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split pm+ov Prot Prot Protected Phases 4 4 8 8 1 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report ' I Patton Harris Rust & Associates Page 12 CGrp8FSValley Development Scenario 3: 2025 Build -out COOditiOO IMP 15-Costello [}[&Route 522 2/8/2008 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 8.0 8.0 8.0 6.0 8.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 120 12.0 12.0 12.0 12.0 Total Split kA 21.0 21.0 21.0 19.0 19.0 20.0 110 30.0 0,0 20.0 38.0 0.0 Total Split (%) 23.3% 23.3% 233% 211% 211% 22.2% 13.3% 33.3% 0.0% 22.2% 422% 0.0% Maximum Green (s) 15.0 15.0 15.0 13.0 13.0 14.0 6.0 24.0 14.0 32.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 20 2.0 lO 2.0 2.0 10 lU 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 8.0 GD 6.0 6.0 6.0 8.0 6.0 4.0 8.0 6.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead'LagOpUmizo? Yen Yes Yes Yes Yes Vehicle Extension (o) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.8 Recall Mode None None None None Nona None Nona C'Max None C'Max AcEffct Green(o) 6.4 6.4 10.5 10.5 27.5 504 11.0 64.8 Actuated oKCRatio 0.07 0.07 012 012 0.31 0.56 012 072 NcRatin 0.09 0.01 0.40 049 0.08 0.38 0.52 0.35 Control Delay 40.4 30.0 54.0 542 8.3 13.6 45.0 6.5 Queue Delay , 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 404 30.0 54.0 542 6.3 13.6 45.0 8.5 LDS O C D D A B O A Approach Delay 39.8 454 13.6 112 AppmaohL0S D D 8 B 90th96i|oGreen (o) 74 74 7.4 14.8 14.8 152 0.0 28.8 152 50.0 90h9&i|aTerm Code Gap Gap Gap Gap Gap Gap Skip Coond Gap Coond 70h96i|aGreen (s) 0.0 0.0 0.0 122 12.2 127 0.0 471 127 85.8 70th96UoTerm Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coond 50b96i|eGreen (s) 0.0 0.0 0.0 10.5 10.5 11.0 0.0 50.5 11.0 87.5 50th We Term Code Skip Skip Skip Gap Gap Gap Skip Coord Gap Coord 30th %UoGreen (s) 0.0 0.0 0.0 8.8 8.8 9.3 0.0 53.8 9.3 602 30h%UeTerm Code Skip Skip Skip Gap Gap Gap Skip Cnond Gap Coond 10b96i|eGreen (s) 0.0 0.0 8.0 6.3 6.3 0.0 0.0 717 0.0 717 10h96i|eTerm Code Skip Skip Skip Gap Bap Skip Skip Coord Skip Cour Queue Length 50h(ft) 7 U 56 58 1 QO 61 65 Queue Length S5th(ft) 23 5 109 110 m11 104 108 180 Internal Link Dist (ft) 235 3029 482 723 Turn Bay Length (#A 70 1000 1000 Base Capacity (vph) 303 285 240 249 569 2548 280 2281 Starvation Cap Roduutn O O O O O U O O Spi||bankCap Raduotn O O O O U O O O Storage Cap Reduntn O U O U O O 0 U Reduced wtRatio 0.04 0.00 0.39 0.39 0.08 0.36 0.40 0.35 | ho�oodon3umma Area Type: Other Cycle Length: 8O Actuated Cycle Length: AU Offset: U(0%).Referenced tophase 2:NBTand G:SBTStart of Green Synchm7' Report Patton Harris Rust &Associates Page13 Carpers Valley Development 15: Costello Dr & Route 522 Scenario 3: 2025 Build -out Conditions —AM —IMP 2/8/2008 Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 16.3 Intersection LOS: B Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 15: Costello Dr & Route 522 01 2 ► o4 08 20s 30"s ;21 o5 o6 Patton Harris Rust & Associates Synchro 7 - Report Page 14 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -AM -IMP 18: Millwood Pk & Custer Ave. 2/8/2008 Lane Group EBL � EBT EBR WBL �,WBT� ...iNBR NBL NBT:. NBR� `.SBL BL ._ �ST B __ SBR Lane Configurations tt r tT *T r Volume (vph) 31 734 350 131 590 4 104 31 60 14 88 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 200 225 0 200 360 0 0 Storage Lanes 1 1 1 0 1 1 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 ' Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.973 0.993 ' Satd. Flow (prot) 1770 3312 1583 1770 3310 0 1681 1722 1583 0 1850 1583 Flt Permitted 0.401 0.167 0.950 0.973 0.993 Satd. Flow (perm) 747 3312 1583 311 3310 0 1681 1722 1583 0 1850 1583 ' Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 389 1 67 106 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 ' Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% ' Adj. Flow (vph) 34 816 389 146 656 4 116 34 67 16 98 106 Shared Lane Traffic (%) 36% Lane Group Flow (vph) 34 816 389 146 660 0 74 76 67 0 114 106 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 ' Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 ' Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 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 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 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 ' Turn Type Perm Perm pm+pt Split Perm Split Perm Protected Phases 2 1 6 8 8 4 4 Permitted Phases 2 2 6 8 4 ' Synchro 7 - Report Patton Harris Rust & Associates Page 15 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -AM -IMP , 18: Millwood Pk & Custer Ave. 2/8/2008 Lane Group, _ . EBL' EBT EBR WBL : WBT :.WBR - NBL.:. - . NBT NBR : .. SBL: < <. -SBT , 'SBR Detector Phase 2 2 2 1 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 36.0 36.0 36.0 14.0 50.0 0.0 12.0 12.0 12.0 28.0 28.0 28.0 Total Split (%) 40.0% 40.0% 40.0% 15.6% 55.6% 0.0% 13.3% 13.3% 13.3% 31.1 % 31.1 % 31.1 % Maximum Green (s) 30.0 30.0 30.0 8.0 44.0 6.0 6.0 6.0 22.0 22.0 22.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 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 3.0 Recall Mode C-Max C-Max C-Max None C-Max Max Max Max Min Min Min Act Effct Green (s) 30.3 30.3 30.3 44.0 44.0 17.1 17.1 17.1 10.9 10.9 Actuated g/C Ratio 0.34 0.34 0.34 0.49 0.49 0.19 0.19 0.19 0.12 0.12 v/c Ratio 0.14 0.73 0.49 0.53 0.41 0.23 0.23 0.19 0.51 0.37 Control Delay 22.8 31.1 4.8 25.1 21.2 37.4 37.3 16.6 44.5 11.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.8 31.1 4.8 25.1 21.2 37.4 37.3 16.6 44.5 11.1 LOS C C A C C D D B D B Approach Delay 22.6 21.9 31.0 28.4 Approach LOS C C C C 90th %ile Green (s) 30.0 30.0 30.0 8.0 44.0 13.0 13.0 13.0 15.0 15.0 15.0 90th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Gap Gap Gap 70th %ile Green (s) 30.0 30.0 30.0 8.0 44.0 15.5 15.5 15.5 12.5 12.5 12.5 70th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Gap Gap Gap 50th %ile Green (s) 30.0 30.0 30.0 8.0 44.0 17.1 17.1 17.1 10.9 10.9 10.9 50th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Gap Gap Gap 30th %ile Green (s) 30.0 30.0 30.0 8.0 44.0 18.8 18.8 18.8 9.2 9.2 9.2 30th %ile Term Code Coord Coord Coord Max Coord MaxR MaxR MaxR Gap Gap Gap 10th %ile Green (s) 31.3 31.3 31.3 6.7 44.0 21.3 21.3 21.3 6.7 6.7 6.7 10th %ile Term Code Coord Coord Coord Gap Coord MaxR MaxR MaxR Gap Gap Gap Queue Length 50th (ft) 13 214 0 64 157 33 34 4 62 0 Queue Length 95th (ft) 36 283 60 133 244 91 93 47 109 44 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 200 225 200 360 Base Capacity (vph) 251 1114 790 282 1619 320 328 356 452 467 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.73 0.49 0.52 0.41 0.23 0.23 0.19 0.25 0.23 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 16 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —AM —IMP 18: Millwood Pk & Custer Ave. 2/8/2008 Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 23.6 Intersection LOS: C Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period (min) 15 Snlits and Phases• 18- Millwnnd Pk R Custer AvP.- 01 o2 o4 t o 14s '36s :<28s '.12s ,-- 06 50 s Patton Harris Rust & Associates Synchro 7 - Report Page 17 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -AM -IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 Lane Group'` . EBL ,.EBR. NBL . NBT. ' .-,SBT_ ,'SBR._'. Lane Configurations r Vi t T Volume (vph) 53 160 72 143 430 121 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 200 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.970 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1583 1770 1863 1807 0 Flt Permitted 0.950 0.321 Satd. Flow (perm) 1770 1583 598 1863 1807 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 178 27 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 59 178 80 159 478 134 Shared Lane Traffic (%) Lane Group Flow (vph) 59 178 80 159 612 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 Detector Template Left Right Left Thru Thru Leading Detector (ft) 20 20 20 100 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot pm+pt Protected Phases 4 4 5 2 6 Permitted Phases 2 Detector Phase 4 4 5 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 18 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -AM -IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 Lane Group EBL EBR NBL NBT SBT SBR . Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) _ 16.0 16.0 15.0 74.0 59.0 0.0 Total Split (%) 17.8% 17.8% 16.7% 82.2% 65.6% 0.0% Maximum Green (s) 10.0 10.0 9.0 68.0 53.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Min C-Min Act Effct Green (s) 8.6 8.6 69.4 69.4 59.2 Actuated g/C Ratio 0.10 0.10 0.77 0.77 0.66 v/c Ratio 0.35 0.57 0.15 0.11 0.51 Control Delay 40.7 16.4 4.1 3.7 12.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 40.7 16.4 4.1 3.7 12.2 LOS D B A A B Approach Delay 22.5 3.8 12.2 Approach LOS C A B 90th %ile Green (s) 12.1 12.1 7.7 65.9 52.2 90th %ile Term Code Gap Gap Gap Coord Coord 70th %ile Green (s) 9.6 9.6 6.9 68.4 55.5 70th %ile Term Code Gap Gap Gap Coord Coord 50th %ile Green (s) 8.4 8.4 6.4 69.6 57.2 50th %ile Term Code Gap Gap Gap Coord Coord 30th %ile Green (s) 7.1 7.1 6.0 70.9 58.9 30th %ile Term Code Gap Gap Min Coord Coord 10th %ile Green (s) 6.0 6.0 0.0 72.0 72.0 10th %ile Term Code Min Min Skip Coord Coord Queue Length 50th (ft) 22 10 11 22 165 Queue Length 95th (ft) 47 63 m25 44 301 Internal Link Dist (ft) 3029 397 1478 Turn Bay Length (ft) 275 200 Base Capacity (vph) 205 341 578 1445 1200 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.29 0.52 0.14 0.11 0.51 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 60 Synchro 7 - Report Patton Harris Rust & Associates Page 19 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —AM —IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.57 Intersection Signal Delay: 12.6 Intersection LOS: B Intersection Capacity Utilization 55.0% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. SDIItS and Phases: 19: Costello Dr & Pr. Frederick Dr. t 02 o4 74 S o5 € 06 .15 Patton Harris Rust & Associates Synchro 7 - Report Page 20 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -PM -IMP 2: Millwood Pk & Inverlee Way 2/8/2008 L'neGiou r a p EBL EBT :: EBR WBL WBT ._r.w._ WBR NBL .. NBT : NBR R .: SBL SBT. SBR Lane Configurations tt r tt r Volume (vph) 39 790 77 121 1250 63 78 0 173 22 0 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 100 200 350 0 0 200 0 Storage Lanes 1 1 1 1 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.907 0.850 Flt Protected 0.950 0.950 0.985 0.950 Satd. Flow (prot) 1770 3312 1583 1770 3312 1583 0 1664 0 1770 1583 0 At Permitted 0.194 0.249 0.878 0.375 Satd. Flow (perm) 361 3312 1583 464 3312 1583 0 1483 0 699 1583 0 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 48 70 139 16 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2256 2678 928 1125 Travel Time (s) 51.3 60.9 21.1 25.6 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 43 878 86 134 1389 70 87 0 192 24 0 47 Shared Lane Traffic (%) Lane Group Flow (vph) 43 878 86 134 1389 70 0 279 0" 24 47 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm pm+pt Perm Perm Perm Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -PM -IMP 2: Millwood Pk & Inverlee Way 2/8/2008 Lane,Group. EBL"-" _ tBT : 'EBR. , 'WBL WBT WBR NBL = NBT , " NBR . SBL; ;3, SBT `SBR Detector Phase 2 2 2 1 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 36.0 36.0 36.0 15.0 51.0 51.0 49.0 49.0 0.0 49.0 49.0 0.0 Total Split (%) 36.0% 36.0% 36.0% 15.0% 51.0% 51.0% 49.0% 49.0% 0.0% 49.0% 49.0% 0.0% Maximum Green (s) 30.0 30.0 30.0 9.0 45.0 45.0 43.0 43.0 43.0 43.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 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 C-Min C-Min C-Min None C-Max C-Max Min Min None None Act Effct Green (s) 57.6 57.6 57.6 72.1 72.1 72.1 15.9 15.9 15.9 Actuated g/C Ratio 0.58 0.58 0.58 0.72 0.72 0.72 0.16 0.16 0.16 v/c Ratio 0.21 0.46 0.09 0.30 0.58 0.06 0.79 0.22 0.18 Control Delay 19.4 17.7 9.5 2.1 3.8 0.2 35.2 37.5 25.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.4 17.7 9.5 .2.1 3.8 0.2 35.2 37.5 25.0 LOS B B A A A A D D C Approach Delay 17.1 3.5 35.2 29.2 Approach LOS B A D C 90th %ile Green (s) 44.0 44.0 44.0 12.3 62.3 62.3 25.7 25.7 25.7 25.7 90th %ile Term Code Coord Coord Coord Gap Coord Coord Gap Gap Hold Hold 70th %ile Green (s) 52.6 52.6 52.6 9.5 68.1 68.1 19.9 19.9 19.9 19.9 70th %ile Term Code Coord Coord Coord Gap Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 58.5 58.5 58.5 7.7 72.2 72.2 15.8 15.8 15.8 15.8 50th %ile Term Code Coord Coord Coord Gap Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 63.4 63.4 63.4 6.8 76.2 76.2 11.8 11.8 11.8 11.8 30th %ile Term Code Coord Coord Coord Gap Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 69.7 69.7 69.7 6.0 81.7 81.7 6.3 6.3 6.3 6.3 10th %ile Term Code Coord Coord Coord Min Coord Coord Gap Gap Hold Hold Queue Length 50th (ft) 18 229 26 2 13 0 86 14 17 Queue Length 95th (ft) m55 325 63 m10 m491 ml 162 34 44 Internal Link Dist (ft) 2176 2598 848 1045 Turn Bay Length (ft) 200 100 200 350 200 Base Capacity (vph) 208 1909 933 462 2388 1161 717 301 690 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.46 0.09 0.29 0.58 0.06 0.39 0.08 0.07 Ihterse',don Summary , Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —PM —IMP 2: Millwood Pk & Inverlee Way 2/8/2008 Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.79 Intersection Signal Delay: 11.8 Intersection LOS: B Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Cnll+c nnrl Phacoc• 9• Millwnnrl Pk R Invarlae Wnv 01 —N' o2 o4 15`s3bs 49s — 06 1 o8 51 s 49 s:,... Synchro 7 - Report Patton Harris Rust & Associates Page 3 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -PM -IMP 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 LaneGroup. tBL EBT ; EBR ",:'' WBL WBT WBR NBL. -: - NBT , NBR, -SBL , " SBT . ° -SBR Lane Configurations tT tt r '� t r +T r Volume (vph) 247 719 20 116 1271 244 11 173 100 64 121 151 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 0 200 135 150 200 200 200 Storage Lanes 1 0 1 1 1 1 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.850 0.850 0.850 Fit Protected 0.950 0.950 0.950 0.983 Satd. Flow (prot) 1770 3304 0 1770 3312 1583 1770 1863 1583 0 1831 1583 Flt Permitted 0.078 0.305 0.523 0.703 Satd. Flow (perm) 145 3304 0 568 3312 1583 974 1863 1583 0 1310 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 6 159 111 168 Link Speed (mph) 55 55 30 35 Link Distance (ft) 2678 2533 3150 2207 Travel Time (s) 33.2 31.4 71.6 43.0 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 274 799 22 129. 1412 271 12 192 111 71 134 168 Shared Lane Traffic (%) Lane Group Flow (vph) 274 821 0 129 1412 271 12 192 111 0 205 168 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) 30 40 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 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 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 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt Perm Perm Perm Perm pm+pt Perm Protected Phases 1 6 2 4 3 8 Permitted Phases 6 2 2 4 4 8 8 Synchro 7 - Report ' Patton Harris Rust & Associates Page 4 � I C@[DenGValley Development Scenario 3: 2025 Build -out Conditions -PM -IMP 4 Millwood Pk & Sulphur Sp Rd2/8/20O8 * --* *_' 4 -* t f- EBL -- L VVbR NBC. Switch Phase Minimum Initial (o) 6.0 6.0 8.0 8.0 0.0 6.0 6.0 0.0 6.0 6.0 6.0 Minimum Split kA 120 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Spldkd 18.0 71.0 0.0 53.0 53.0 53.0 16.0 16.0 16.0 13.0 29.0 29.0 Total Split M6\ 18.0% 71.0% 8.0% 53.0& 53.0% 53.0% 16.0% 16.0% 16.0% 13.0% 29.0% 29.0% Maximum Green kA 12.0 65.0 47.0 47.0 47.0 10.0 10.0 10.0 70 23.0 ZlO Yellow Time kd 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 lO lO lU lO 2.0 2,0 lU Lost Time Adjust /n\ 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time /s\ 6.0 6.0 4.0 8.0 6.0 6.0 6.0 8.0 6.0 6.0 6.0 6.0 Load/Leg Lag Lead Load Lead Lag Lag Lag Lead Lead'LogDpbmize? Yes Yes Yes Yes Yon Yes Yes Yes Vehicle Extension (o) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C'Min C'Max C'Max C'Max Min Min Min None Nona None Act EfctGreen (o) 65.0 85.0 47.0 47.0 47.0 23.0 23.0 23.0 23.0 23.0 Actuated g/CRatio 0.65 0.85 047 0.47 0.47 023 0.23 0.23 0.23 023 v/cRaUo 0.85 0.38 0.48 0.81 0.33 0.05 0.45 0.25 0.88 0.34 Control Delay 72.4 4.4 25.8 34.4 7.9 344 41.9 162 48.1 7.2 Queue Delay ` 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.4 4.4 25.8 344 7.9 34.4 41.8 162 48.1 72 LOS E A C C A C D B D A Approach Delay 214 29.9 32.5 29.7 Approach L0S C C C C 90th96i|nGreen (s) 12.0 65.0 47.0 47.0 47.0 23.0 23.0 23.0 0.0 23.0 23.0 0Oth%i|oTerm Code Max Coovd Coond Coond Cnond Hold Hold Hold Skip Max Max 70th 96i|aGoaen (n) 12.0 85.0 47.0 47.0 47.0 23.0 23.0 23.0 0.0 2�.0 23.0 7Oth%i|eTerm Code Max Coond Coond Coovd Coond Hold Hold Hold Skip Max Max 5Odh96i|oGreen (a) 12.0 65.0 47.0 47.0 47.0 23.0 23.0 23.0 0.0 23.0 23.0 5Oth96i|oTerm Code Max Cnord Coord Coord Coond Hold Hold Hold Skip Max Max 3Oth%i|aGreen /e\ 12.0 65.0 47.0 47.0 47.0 23.0 23.0 23.0 0.0 23.0 23.0 30b%i|aTerm Code Max Convd Coond Connd C000d Hold Hold Hold Skip Max Max 10h%i|aGreen (n) 12.0 65.0 47.0 47.0 47.0 23.0 23.0 23.0 0.0 23.0 23.0 10h %i|eTerm Code Max Coord Qmrd Coord Coord Hold Hold Hold Skip Max Max Queue Length 50b(ft) 133 41 55 423 39 8 120 24 120 0 Queue Length A5th(ft) #291 56 115 #580 91 m11 m180 m57 #214 52 Internal Link Dist (ft) 2598 2453 3870 2127 Turn Bay Length (#A 290 200 135 150 200 200 Base Capacity (vph) 280 2150 267 1557 828 224 428 450 301 493 Starvation Cap Roduotn U 0 O O O 0 U U O O Spi||buokCap Reductn O U O O U 0 O 0 O O Storage Cap Roductn U O O O O O U O O O Reduced wtRatio 0.05 0.38 0.48 0.91 0.33 0.05 0.45 0.25 0.68 0.34 in lon,Summary' Area Type: Other Cycle Length: 100 Actuated Cycle Length: 1U0 Offset: O(O%)'Referenced tophase 2:VVBTLand G:EBTL.Start ofGreen Synohm7 Report Patton Harris Rust &Associates Page � I Carpers Valley Development Scenario 3: 2025 Build -out Conditions —PM —IMP 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 27.5 Intersection LOS: C ' Intersection Capacity Utilization 87.8% ICU Level of Service E 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. Solits and Phases: 4: Millwood Pk & Sulohur So Rd 02 07 o3 ' 04 Synchro 7 - Report ' Patton Harris Rust & Associates Page 6 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -PM -IMP 7: Millwood Pk & Victory Lane 2/8/2008 LaneGroup EBU ' EBL, EBT EBk, "WBL` WBT WBRNBL NBT NBR SBL : SBT Lane Configurations Di tt tT 4131 *T+ Volume (vph) 69 7 842 85 34 1259 0 108 3 8 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.991 0.865 At Protected 0.950 0.950 0.957 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1767 0 0 1611 Fit Permitted 0.146 0.278 0.957 Satd. Flow (perm) 0 272 3312 1583 518 3312 0 0 1767 0 0 1611 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 94 3 130 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 77 8 936 94 38 1399 0 120 3 9 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 85 936 94 38 1399 0 0 132 0 0 12 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 20 100 20 20 100 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 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Split Split Protected Phases 6 2 4 4 8 8 Permitted Phases 6 6 6 2 2 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —PM —IMP 7: Millwood Pk & Victory Lane 2/8/2008 4/ Lane Group, SBR Lanonfigurations Volume (vph) 11 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Fit Protected Satd. Flow (prot) 0 Fit Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Synchro 7 - Report Patton Harris Rust & Associates Page 8 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -PM -IMP 7: Millwood Pk & Victory Lane 2/8/2008 Lane Group . EBU EBL EBT� ' EBR , WBL WBT WBR NBL ' ' NBT NBR , , SBL SBT Detector Phase 6 6 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 63.0 63.0 63.0 63.0 63.0 63.0 0.0 23.0 23.0 0.0 12.0 12.0 Total Split (%) 64.3% 64.3% 64.3% 64.3% 64.3% 64.3% 0.0% 23.5% 23.5% 0.0% 12.2% 12.2% Maximum Green (s) 57.0 57.0 57.0 57.0 57.0 57.0 17.0 17.0 6.0 6.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Min C-Min C-Min None None None None Act Effct Green (s) 71.2 71.2 71.2 71.2 71.2 12.4 6.0 Actuated g/C Ratio 0.73 0.73 0.73 0.73 0.73 0.13 0.06 v/c Ratio 0.43 0.39 0.08 0.10 0.58 0.59 0.05 Control Delay 17.2 6.8 1.8 7.0 9.0 49.4 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.2 6.8 1.8 7.0 9.0 49.4 0.5 LOS B A A A A D A Approach Delay 7.1 8.9 49.4 0.5 Approach LOS A A D A 90th %ile Green (s) 57.0 57.0 57.0 57.0 57.0 57.0 17.0 17.0 6.0 6.0 90th %ile Term Code Coord Coord Coord Coord Coord Coord Max Max Max Max 70th %ile Green (s) 71.6 71.6 71.6 71.6 71.6 71.6 14.4 14.4 0.0 0.0 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Skip Skip 50th %ile Green (s) 73.6 73.6 73.6 73.6 73.6 73.6 12.4 12.4 0.0 0.0 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Skip Skip 30th %ile Green (s) 75.6 75.6 75.6 75.6 75.6 75.6 10.4 10.4 0.0 0.0 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Skip Skip 10th %ile Green (s) 78.4 78.4 78.4 78.4 78.4 78.4 7.6 7.6 0.0 0.0 10th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Skip Skip Queue Length 50th (ft) 16 87 0 5 163 77 0 Queue Length 95th (ft) #94 215 20 26 393 130 0 Internal Link Dist (ft) 2453 972 1694 425 Turn Bay Length (ft) 90 675 70 Base Capacity (vph) 198 2408 1176 376 2408 309 221 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 0.43 0.39 0.08 0.10 0.58 0.43 0.05 Intersection Summary Area Type: Other Cycle Length: 98 Actuated Cycle Length: 98 Offset: 25 (26%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 9 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —PM —IMP 7: Millwood Pk & Victory Lane 2/8/2008 4/ Lane Group SBR . Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th °/vile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary 0.0 0.0% 0.0 4.0 Synchro 7 - Report Patton Harris Rust & Associates Page 10 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —PM —IMP 7: Millwood Pk & Victory Lane 2/8/2008 Natural Cycle: 65 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 10.1 Intersection LOS: B Intersection Capacity Utilization 68.1 % ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Cnlifs and Phasas• 7• Millwnnrl Pk R Virtm I na �M— 02 o4 08 61s : ':? 23s 12s 7-10' o6 63 s Patton Harris Rust & Associates Synchro 7 - Report Page 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -PM -IMP 15: Costello Dr & Route 522 2/8/2008 --I. --* 4-- t l ' Lane Group . _ EBL, - 'EBT ;>;EBR s.:WBL_ WBT - WBR - '_NBL `< NBT.'� ��NBR -.' .SBL� SBT SBR Lane Configurations r ttl tT Volume (vph) 6 3 0 274 3 188 1 787 229 283 689 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.966 0.998 Flt Protected 0.966 0.950 0.953 0.950 0.950 Satd. Flow (prot) 0 1799 1863 1681 1686 1583 1770 4502 0 1770 3165 0 Flt Permitted 0.966 0.950 0.953 0.950 0.950 Satd. Flow (perm) 0 1799 1863 1681 1686 1583 1770 4502 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 209 73 2 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 7 3 0 304 3 209 1 874 254 314 766 11 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 10 0 152 155 209 1 1128 0 314 777 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split pm+ov Prot Prot Protected Phases 4 4 8 8 1 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 12 II Carpers Valley Development 15: Costello Dr & Route 522 Scenario 3: 2025 Build -out Conditions -PM -IMP 2/8/2008 ' Lane`'Group EBL EBT '-. EBR WBL ' WBf - WBR NBL NBT NBR , ., SBL SBT' ., SBR Detector Phase 4 4 4 8 8 1 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 23.0 23.0 23.0 19.0 19.0 24.0 15.0 24.0 0.0 24.0 33.0 0.0 Total Split (%) 25.6% 25.6% 25.6% 21.1 % 21.1 % 26.7% 16.7% 26.7% 0.0% 26.7% 36.7% 0.0% Maximum Green (s) 17.0 17.0 17.0 13.0 13.0 18.0 9.0 18.0 18.0 27.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead -Lag Optimize? li Yes 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 None Max None Max Act Effct Green (s) 6.2 10.8 10.8 33.5 6.0 18.3 16.6 39.0 Actuated g/C Ratio 0.08 0.16 0.16 0.51 0.08 0.28 0.25 0.59 v/c Ratio 0.07 0.55 0.56 0.23 0.01 0.87 0.70 0.42 Control Delay 34.8 35.1 35.4 2.5 34.0 32.1 34.3 10.7 I, Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.8 35.1 35.4 2.5 34.0 32.1 34.3 10.7 LOS C D D A C C C B Approach Delay 34.8 22.0 32.1 17.5 Approach LOS C C C B 90th %ile Green (s) 7.0 7.0 7.0 13.0 13.0 18.0 6.0 18.0 18.0 30.0 90th %ile Term Code Gap Gap Gap Max Max Max Min MaxR Max Hold 70th %ile Green (s) 0.0 0.0 0.0 13.0 13.0 18.0 0.0 18.0 18.0 42.0 70th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 50th %ile Green (s) 0.0 0.0 0.0 11.3 11.3 18.0 0.0 18.0 18.0 42.0 50th %ile Term Code Skip Skip Skip Gap Gap Max Skip MaxR Max Hold 30th %ile Green (s) 0.0 0.0 0.0 9.7 9.7 16.3 0.0 18.0 16.3 40.3 30th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold 10th %ile Green (s) 0.0 0.0 0.0 7.4 7.4 12.7 0.0 18.0 12.7 36.7 ' 10th %ile Term Code Skip Skip Skip Gap Gap Gap Skip MaxR Gap Hold Queue Length 50th (ft) 4 58 60 0 0 146 110 65 Queue Length 95th (ft) 20 136 138 34 5 #306 #275 226 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 1000 1000 Base Capacity (vph) 355 323 324 869 203 1296 476 1868 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 ■ Reduced v/c Ratio 0.03 0.47 0.48 0.24 0.00 0.87 0.66 0.42 Intersection'Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 66.1 Natural Cycle: 70 Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development 15: Costello Dr & Route 522 Scenario 3: 2025 Build -out Conditions —PM —IMP 2/8/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.87 Intersection Signal Delay: 24.4 Intersection LOS: C Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 80 70th %ile Actuated Cycle: 67 50th %ile Actuated Cycle: 65.3 30th %ile Actuated Cycle: 62 10th %ile Actuated Cycle: 56.1 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. SDIIts and Phases: 15 Costelln nr & RnutP 529 " 01 1 o2 o4 08 ow.0247 23 e5 t o6 Synchro 7 - Report Patton Harris Rust & Associates Page 14 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -PM -IMP 18: Millwood Pk & Custer Ave. 2/8/2008 # Lane Group EBL" EBT EBR WBL" WBT " " WBR NBL 11 ' . NBT , .. NBR SBL SBT .: SBR Lane Configurations tt r tT +T r *T r Volume (vph) 146 642 429 224 1021 17 639 50 260 11 49 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 200 225 0 200 360 0 0 Storage Lanes 1 1 1 0 1 1 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 Fr{ 0.850 0.998 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.959 0.991 Satd. Flow (prot) 1770 3312 1583 1770 3309 0 1681 1697 1583 0 1846 1583 Flt Permitted 0.141 0.320 0.950 0.959 0.991 Satd. Flow (perm) 263 3312 1583 596 . 3309 0 1681 1697 1583 0 1846 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 402 2 247 40 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2981 2256 1558 610 Travel Time (s) 67.8 51.3 35.4 13.9 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 162 713 477 249 1134 19 710 56 289 12 54 74 Shared Lane Traffic (%) 46% Lane Group Flow (vph) 162 713 477 249 1153 0 383 383 289 0 66 74 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 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 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 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm pm+ov Perm Split Perm Split Perm Protected Phases 2 8 6 8 8 4 4 Permitted Phases 2 2 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 15 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -PM -IMP 18: Millwood Pk & Custer Ave. 2/8/2008 Lane Grotip , EBL ..., EBT. : ''EBR .. WBL .,'... WBT ,.,. � WBR . `:- NBL ,,f ", NBT , NBR "; . ; SBL , '; SBT SBR Detector Phase 2 2 8 6 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 54.0 54.0 33.0 54.0 54.0 0.0 33.0 33.0 33.0 13.0 13.0 13.0 Total Split (%) 54.0% 54.0% 33.0% 54.0% 54.0% 0.0% 33.0% 33.0% 33.0% 13.0% 13.0% 13.0% Maximum Green (s) 48.0 48.0 27.0 48.0 48.0 27.0 27.0 27.0 7.0 7.0 7.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max Max C-Max C-Max Max Max Max Min Min Min Act Effct Green (s) 48.0 48.0 81.2 48.0 48.0 27.2 27.2 27.2 6.8 6.8 Actuated g/C Ratio 0.48 0.48 0.81 0.48 0.48 0.27 0.27 0.27 0.07 0.07 v/c Ratio 1.29 0.45 0.35 0.87 0.73 0.84 0.83 0.47 0.53 0.51 Control Delay 203.3 18.4 1.1 41.5 14.6 50.5 49.7 11.9 60.5 37.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 203.3 18.4 1.1 41.5 14.6 50.5 49.7 11.9 60.5 37.0 LOS F B A D B D D B E D Approach Delay 34.4 19.3 39.6 48.1 Approach LOS C B D D 90th %ile Green (s) 48.0 48.0 27.0 48.0 48.0 27.0 27.0 27.0 7.0 7.0 7.0 90th %ile Term Code Coord Coord MaxR Coord Coord MaxR MaxR MaxR Max Max Max 70th %ile Green (s) 48.0 48.0 27.0 48.0 48.0 27.0 27.0 27.0 7.0 7.0 7.0 70th %ile Term Code Coord Coord MaxR Coord Coord MaxR MaxR MaxR Max Max Max 50th %ile Green (s) 48.0 48.0 27.0 48.0 48.0 27.0 27.0 27.0 7.0 7.0 7.0 50th %ile Term Code Coord Coord MaxR Coord Coord MaxR MaxR MaxR Max Max Max 30th %ile Green (s) 48.0 48.0 27.0 48.0 48.0 27.0 27.0 27.0 7.0 7.0 7.0 30th %ile Term Code Coord Coord MaxR Coord Coord MaxR MaxR MaxR Max Max Max 10th %ile Green (s) 48.0 48.0 28.0 48.0 48.0 28.0 28.0 28.0 6.0 6.0 6.0 10th %ile Term Code Coord Coord MaxR Coord Coord MaxR MaxR MaxR Min Min Min Queue Length 50th (ft) -132 152 7 41 97 273 273 34 41 21 Queue Length 95th (ft) #261 201 23 #290 228 #418 #415 115 #87 67 Internal Link Dist (ft) 2901 2176 1478 530 Turn Bay Length (ft) 100 200 225 200 360 Base Capacity (vph) 126 1590 1361 286 1589 457 461 611 129 148 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.29 0.45 0.35 0.87 0.73 0.84 0.83 0.47 0.51 0.50 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 16 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —PM —IMP 18: Millwood Pk & Custer Ave. 2I812008 I' Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum vlc Ratio: 1.29 Intersection Signal Delay: 30.9 Intersection LOS: C Intersection Capacity Utilization 77.5% ICU Level of Service D Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Cnlitc and Phacac• 1R• Millwnnrl Pk R r:iistarAvP 02 o 03 54s 13s' 33s 06 54s ISynchro 7 - Report Patton Harris Rust & Associates Page 17 C8[D8[8Valley Development SDeOGriO12025 Build -out Conditions -PM -IMP 19: COSt8ilO [lF& P[ Frederick []r. 2/8/2008 Lane Configurations Vo|ume(vph) 118 162 224 811 595 77 Ideal Flow(vphpQ 1000 1900 1900 1900 1908 1000 Storage Length (D 275 O 200 O Storage Lanes 1 1 1 O Taper Length (ft) 25 25 25 25 Lane UbiFactor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.984 F|tPmteoted 0.050 0.950 Satd.Flow (pmt) 1770 1583 1770 1883 1833 U F|tPermittod 0.050 0222 Suhd.Flow (penn) 1770 1583 414 1863 1833 O Right Turn unRed Yes Yes Sotd.Flow (RTDR) 188 11 Link Speed (mph) 30 30 30 Link Distance U8 3100 477 1558 Travel Time (u) 70J 10.8 35.4 Peak Hour Factor 0.90 0.80 0.90 0.90 0.90 0.00 Adj. F|ow(vph) 131 180 240 901 881 86 Shared Lane Traffic MQ Lane Group Flow (vph) 131 180 249 901 747 U ` Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Leh Loft Right ModionVVidth(ft) 12 12 12 LinkOffset(ft) O U 0 Cmoowa|kVWdth(ft) 18 18 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 0 15 Q Number ofDetectors 1 1 1 2 2 Detector Template Loft Right Left Thm Thm Leading Detector (f) 20 20 20 100 100 Trailing Detaotor(ft) O O O O U Detector PooiUon(0 0 O O O 8 Detector Size(0) 20 20 20 8 6 Detector Type C|+Ex C|+Ex C|+Ex C|+Ex C|+Ex Detector Channel Detector 1Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1Queue (o) 0.0 0.0 0.0 0.0 0.0 Detector Da|ay(o) 0.0 0.0 0.0 0.0 0.0 Detector 2Poaidon(ft) 04 04 Detector 2Sizo(ft) G 8 Detector 2Type C|+Ex C|+Ex Detector 2Channel Detector Extend (n) 08 0.0 Turn Type Perm pm+pt Protected Phases 4 5 2 G Permitted Phases 4 2 Detector Phase 4 4 5 2 8 Patton Harris Rust &Associates Synom7-Report Page18 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -PM -IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 � � 4\ Lane Group EBL - EBR .- "NBL- " . NBT ' "SBT '. SBR Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 20.0 20.0 18.0 80.0 62.0 0.0 Total Split (%) 20.0% 20.0% 18.0% 80.0% 62.0% 0.0% Maximum Green (s) 14.0 14.0 12.0 74.0 56.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Min C-Min Act Effct Green (s) 11.9 11.9 76.1 76.1 60.5 Actuated g/C Ratio 0.12 0.12 0.76 0.76 0.60 v/c Ratio 0.62 0.52 0.56 0.64 0.67 Control Delay 54.5 11.8 8.4 7.4 20.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 54.5 11.8 8.4 7.4 20.2 LOS D B A A C Approach Delay 29.8 7.6 20.2 Approach LOS C A C 90th %ile Green (s) 14.0 14.0 12.0 74.0 56.0 90th %ile Term Code Max Max Max Coord Coord 70th %ile Green (s) 14.6 14.6 10.9 73.4 56.5 70th %ile Term Code Gap Gap Gap Coord Coord 50th %ile Green (s) 12.6 12.6 9.5 75.4 59.9 50th %ile Term Code Gap Gap Gap Coord Coord 30th %ile Green (s) 10.7 10.7 8.3 77.3 63.0 30th %ile Term Code Gap Gap Gap Coord Coord 10th %ile Green (s) 7.8 7.8 7.0 80.2 67.2 10th %ile Term Code Gap Gap Gap Coord Coord Queue Length 50th (ft) 80 0 33 181 399 Queue Length 95th (ft) 140 60 50 285 m425 Internal Link Dist (ft) 3029 397 1478 Turn Bay Length (ft) 275 200 Base Capacity (vph) 250 378 478 1419 1113 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.52 0.48 0.52 0.63 0.67 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 60 Synchro 7 - Report Patton Harris Rust & Associates Page 19 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —PM —IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 15.0 Intersection LOS: B Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 19: Costello Dr & Pr. Frederick Dr. t o2 o4 2 o5 o6 Patton Harris Rust & Associates Synchro 7 - Report ' I Page 20 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT -IMP 2: Millwood Pk & Inverlee Way 2/8/2008 } Lane:Group EBL EBT . EBR WBT " WBR NBL .. NBT -- NBR . ` .SBL SBT : - SBR Lane Configurations tt r tt r 4� Volume (vph) 31 737 82 166 927 49 74 0 149 26 0 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 100 200 350 0 0 200 0 Storage Lanes 1 1 1 1 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.910 0.850 Flt Protected 0.950 0.950 0.984 0.950 Satd. Flow (prot) 1770 3312 1583 1770 3312 1583 0 1668 0 1770 1583 0 Flt Permitted 0.255 0.330 0.866 0.438 Satd. Flow (perm) 475 3312 1583 615 3312 1583 0 1468 0 816 1583 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 91 54 107 123 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2256 2678 928 1125 Travel Time (s) 51.3 60.9 21.1 25.6 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 34 819 91 184 1030 54 82 0 166 29 01 61 Shared Lane Traffic (%) Lane Group Flow (vph) 34 819 91 184 1030 54 0 248 0 29 61 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 2 6 8 4 Permitted Phases 2 2 6 6 8 4 Synchro 7 - Report Patton Harris Rust & Associates Page 1 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT -IMP 2: Millwood Pk & Inverlee Way 2/8/2008 Lane Group EBL....,°;EBT. EBR.r, Detector Phase 2 2 2 6 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 62.0 62.0 62.0 62.0 62.0 62.0 28.0 28.0 0.0 28.0 28.0 0.0 Total Split (%) 68.9% 68.9% 68.9% 68.9% 68.9% 68.9% 31.1 % 31.1 % 0.0% 31.1 % 31.1 % 0.0% Maximum Green (s) 56.0 56.0 56.0 56.0 56.0 56.0 22.0 22.0 22.0 22.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Max C-Max C-Max Min Min None None Act Effct Green (s) 63.6 63.6 63.6 63.6 63.6 63.6 14.4 14.4 14.4 Actuated g/C Ratio 0.71 0.71 0.71 0.71 0.71 0.71 0.16 0.16 0.16 v/c Ratio 0.10 0.35 0.08 . 0.42 0.44 0.05 0.76 0.22 0.17 Control Delay 15.3 15.5 8.8 22.7 18.0 8.5 34.9 34.1 1.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.3 15.5 8.8 22.7 18.0 8.5 34.9 34.1 1.1 LOS B B A C B A C C A Approach Delay 14.8 18.3 34.9 11.7 Approach LOS B B C B 90th %ile Green (s) 56.0 56.0 56.0 56.0 56.0 56.0 22.0 22.0 22.0 22.0 90th %ile Term Code Coord Coord Coord Coord Coord Coord Max Max Hold Hold 70th %ile Green (s) 60.1 60.1 60.1 60.1 60.1 60.1 17.9 17.9 17.9 17.9 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 63.4 63.4 63.4 63.4 63.4 63.4 14.6, 14.6 14.6 . 14.6 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 66.8 66.8 66.8 66.8 66.8 66.8 11.2 11.2 11.2 11.2 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 71.7 71.7 71.7 71.7 71.7 71.7 6.3 6.3 6.3 6.3 10th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold Queue Length 50th (ft) 12 157 11 95 281 13 77 15 0 Queue Length 95th (ft) m23 222 m32 m150 370 m23 146 37 2 Internal Link Dist (ft) 2176 2598 848 1045 Turn Bay Length (ft) 200 100 200 350 200 Base Capacity (vph) 336 2341 1145 435 2341 1134 440 199 480 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.35 0.08 0.42 0.44 0.05 0.56 0.15 0.13 Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 2 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —SAT —IMP 2: Millwood Pk & Inverlee Wav 2/8/2008 Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 18.4 Intersection LOS: B Intersection Capacity Utilization 65.6% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. 4nlitc and PhaQPQ- 9• Millwnnrl Pk R Invarlae Wav 02 T .. o4 82s 28s 06 08 62, s �.. - 4 28's . Synchro 7 - Report Patton Harris Rust & Associates Page 3 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT -IMP 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 -+ •4-- 1 , Lane,.Group =' -EBL EBT-, „EBR.." .WBL. ' WBT WBR NBL N_ BT=: ,,NBR-, , .SBL .. r.SBT ... - SBR Lane Configurations tT+ tt r t r Volume (vph) 355 543 15 111 757 97 13 149 101 123 166 372 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 290 0 200 135 150 200 200 200 Storage Lanes 1 0 1 1 1 1 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.850 0.850 0.850 Fit Protected 0.950 0.950 0.950 0.979 Said. Flow (prot) 1770 3304 0 1770 3312 1583 1770 1863 1583 0 1824 1583 Fit Permitted 0.154 0.417 0.364 0.761 Satd. Flow (perm) 287 3304 0 777 3312 1583 678 1863 1583 0 1418 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 5 85 112 413 Link Speed (mph) 55 55 30 35 Link Distance (ft) 2678 2533 3150 2207 Travel Time (s) 33.2 31.4 71.6 43.0 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 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 394 603 17 123 841 108 14 166 112 137 184 413 Shared Lane Traffic (%) Lane Group Flow (vph) 394 620 0 123 841 108 14 166 112 0 321 413 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) 30 40 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 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 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 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt Perm Perm Perm Perm Perm Perm Protected Phases 1 6 2 4 8 Permitted Phases 6 2 2 4 4 8 8 Synchro 7 - Report Patton Harris Rust & Associates Page 4 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT -IMP 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 # Lane Group" EBL EBi EBR WBL - WBT WBR NBL- :. NBT ' -,'. NBR SBL SBT SBR Detector Phase 1 6 2 2 2 4 4 4 8 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 28.0 58.0 0.0 30.0 30.0 30.0 32.0 32.0 32.0 32.0 32.0 32.0 Total Split(%) 31.1% 64.4% 0.0% 33.3% 33.3% 33.3% 35.6% 35.6% 35.6% 35.6% 35.6% 35.6% Maximum Green (s) 22.0 52.0 24.0 24.0 24.0 26.0 26.0 26.0 26.0 26.0 26.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lag 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 3.0 Recall Mode None C-Min C-Max C-Max C-Max Min Min Min None None None Act Effct Green (s) 54.4 54.4 30.1 30.1 30.1 23.6 23.6 23.6 23.6 23.6 Actuated g/C Ratio 0.60 0.60 0.33 0.33 0.33 0.26 0.26 0.26 0.26 0.26 v/c Ratio 0.83 0.31 0.47 0.76 0.18 0.08 0.34 0.22 0.86 0.57 Control Delay 39.6 16.3 31.3 32.1 7.3 29.5 31.3 10.0 54.3 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.6 16.3 31.3 32.1 7.3 29.5 31.3 10.0 54.3 6.2 LOS D B C C A C C A D A Approach Delay 25.4 29.5 23.0 27.3 Approach LOS C C C C 90th %ile Green (s) 22.0 52.0 24.0 24.0 24.0 26.0 26.0 26.0 26.0 26.0 26.0 90th %ile Term Code Max Coord Coord Coord Coord Hold Hold Hold Max Max Max 70th %ile Green (s) 22.0 52.0 24.0 24.0 24.0 26.0 26.0 26.0 26.0 26.0 26.0 70th %ile Term Code Max Coord Coord Coord Coord Hold Hold Hold Max Max Max 50th %ile Green (s) 20.6 52.0 25.4 25.4 25.4 26.0 26.0 26.0 26.0 26.0 26.0 50th %ile Term Code Gap Coord Coord Coord Coord Hold Hold Hold Max Max Max 30th %ile Green (s) 16.4 54.9 32.5 32.5 32.5 23.1 23.1 23.1 23.1 23.1 23.1 30th %ile Term Code Gap Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap 10th %ile Green (s) 10.4 60.9 44.5 44.5 44.5 17.1 17.1 17.1 17.1 17.1 17.1 10th %ile Term Code Gap Coord Coord Coord Coord Hold Hold Hold Gap Gap Gap Queue Length 50th (ft) 175 129 60 243 16 6 64 12 167 0 Queue Length 95th (ft) #284 179 #133 #372 30 m7 m82 m18 #300 67 Internal Link Dist (ft) 2598 2453 3070 2127 Turn Bay Length (ft) 290 200 135 150 200 200 Base Capacity (vph) 536 1997 260 1107 586 196 538 537 410 751 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.31 0.47 0.76 0.18 0.07 0.31 0.21 0.78 0.55 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 5 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —SAT —IMP 4: Millwood Pk & Sulphur Sp Rd 2/8/2008 Natural Cycle: 70 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.86 Intersection Signal Delay: 27.0 Intersection LOS: C Intersection Capacity Utilization 84.0% ICU Level of Service E 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. Splits and Phases: 4: Millwood Pk & SulDhur Si) Rd 01 o2 i `` o4 06 "'° 08 58.$ 32 s x '1ry Synchro 7 - Report Patton Harris Rust & Associates Page 6 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT -IMP 7: Millwood Pk & Victory Lane 2/8/2008 k_ Lane Group EBU EBL EBT EBR - WBL WBT MR' NBL NBT,- NBR SBL ,SBT Lane Configurations Zi tt r tT +T+ 4_1 Volume (vph) 6 2 815 39 13 864 0 48 0 14 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 675 70 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 Lane Util. Factor 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.969 0.865 Fit Protected 0.950 0.950 0.963 Satd. Flow (prot) 0 1770 3312 1583 1770 3312 0 0 1738 0 0 1611 Fit Permitted 0.291 0.310 0.775 Satd. Flow (perm) 0 542 3312 1583 577 3312 0 0 1399 0 0 1611 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 43 16 34 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2533 1052 1774 505 Travel Time (s) 57.6 23.9 40.3 11.5 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 Heavy Vehicles (%) 2% 2% 9% 2% 2% 9% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 7 2 90643 14 960 0 53 0 16 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 9 906 43 14 960 0 0 69 0 0 2 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment R NA Left Left Right Left Left Right Left Left Right Left Left Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 9 15 9 15 9 15 9 15 Number of Detectors 1 1 2 1 1 2 1 2 1 2 Detector Template Left Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 20 100 20 20 100 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 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 6 2 4 8 Permitted Phases 6 6 6 2 2 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 7 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —SAT —IMP 7: Millwood Pk & Victory Lane 2/8/2008 Lane, Group , SBIR Lan4onfig u rations Volume (vph) 2 Ideal Flow (vphpl) 1900 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) 25 Lane Util. Factor 1.00 Frt Fit Protected Satd. Flow (prot) 0 Fit Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Synchro 7 - Report Patton Harris Rust & Associates Page 8 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT -IMP 7: Millwood Pk & Victory Lane 2/8/2008 Lane Group EBU EBL EBT EBR .: WBL WBT WBR. NBL : - NBT_ - NBR : SBL SBT. Detector Phase 6 6 6 6 2 2 4 4 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 40.0 40.0 40.0 40.0 40.0 40.0 0.0 50.0 50.0 0.0 50.0 50.0 Total Split (%) 44.4% 44.4% 44.4% 44.4% 44.4% 44.4% 0.0% 55.6% 55.6% 0.0% 55.6% 55.6% Maximum Green (s) 34.0 34.0 34.0 34.0 34.0 34.0 44.0 44.0 44.0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? 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 C-Min C-Min C-Min C-Min C-Min C-Min None None None None Act Effct Green (s) 72.7 72.7 72.7 72.7 72.7 8.9 8.9 Actuated g/C Ratio 0.81 0.81 0.81 0.81 0.81 0.10 0.10 v/c Ratio 0.02 0.34 0.03 0.03 0.36 0.45 0.01 Control Delay 4.9 6.2 2.9 3.3 3.8 39.4 0.0 Queue Delay 0.0 0.0. 0.0 0.0 0.0 0.0 0.0 Total Delay 4.9 6.2 2.9 3.3 3.8 39.4 0.0 LOS A A A A A D A Approach Delay 6.0 3.8 39.4 0.0 Approach LOS A A D A 90th %ile Green (s) 65.2 65.2 65.2 65.2 65.2 65.2 12.8 12.8 12.8 12.8 90th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 70th %ile Green (s) 67.7 67.7 67.7 67.7 67.7 67.7 10.3 10.3 10.3 10.3 70th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 50th %ile Green (s) 69.4 69.4 69.4 69.4 69.4 69.4 8.6 8.6 8.6 8.6 50th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 30th %ile Green (s) 71.1 71.1 71.1 71.1 71.1 71.1 6.9 6.9 6.9 6.9 30th %ile Term Code Coord Coord Coord Coord Coord Coord Gap Gap Hold Hold 10th %ile Green (s) 84.0 84.0 84.0 84.0 84.0 84.0 0.0 0.0 0.0 0.0 10th %ile Term Code Coord Coord Coord Coord Coord Coord Skip Skip Skip Skip Queue Length 50th (ft) 1 152 1 1 72 29 0 Queue Length 95th (ft) m8 218 m17 7 122 67 0 Internal Link Dist (ft) 2453 972 1694 425 Turn Bay Length (ft) 90 675 70 Base Capacity (vph) 438 2674 1287 466 2674 692 805 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 0.02 0.34 0.03 0.03 0.36 0.10 0.00 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Synchro 7 - Report Patton Harris Rust & Associates Page 9 C@[De[sValley Development Scenario 3: 2025 Build -out Conditions —SAT —IMP 7: Millwood ��k/�ViCtO LY8 OO8 � � SBI Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Sp|it(u) 0.0 Total Split (%) 0.0% Maximum Green bA Yellow Time (o) All -Red Timebd Lost Time Adjust (s) 0.8 Total Lost Time (o) 4.0 Lead/Lag Load'LogOptimizo? Vehicle Extension (n) Recall Mode Act E0ttGreen (n) Actuated g/CRatio v/oRatiu Control Delay Queue Delay Total Delay ` LOS Approach Delay AppmaohLOS QUth%i|aGreen (o) 90th %i|eTerm Code 70th %i|oGreen (s) 70th %i|eTerm Code 50th96i|eGreen hA 50th%ileTerm Code 30th %i|aGreen (s) 50th%i|eTerm Code 1Uth%i|eGreen (o) 10th %i|eTerm Code Queue Length 5Oth(ft) Queue Length 85th (ft) Internal Link Dist (ft) Turn Bay Length #d Base Capacity (vph) Starvation Cap Roduotn Spi||beokCap Reduotn Storage Cap Reduotn Reduced wtRatio Synchm7'Report Carpers Valley Development Scenario 3: 2025 Build -out Conditions —SAT —IMP 7: Millwood Pk & Victory Lane 2/8/2008 Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.45 Intersection Signal Delay: 6.1 Intersection LOS: A Intersection Capacity Utilization 44.1 % ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Cnlitc ❑nrl Phacac• 7• KAHNinnri Pk R \/irtnry I Ana o2 o4 40 s _ : L.50.E b os os 40 s' v 7, 50 s". Patton Harris Rust & Associates Synchro 7 - Report Page 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT -IMP 15: Costello Dr & Route 522 218/2008 - --,* .4-- I ` t Lane Group'. EBL EBT EBR WBL . WBT .:. WBR ;' ` NBL -. NBT :. NBR:: SBL`, SB G ' BR Lane Configurations ttt)� Volume (vph) 4 1 2 285 1 353 1 531 294 604 467 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 70 1000 1000 0 0 0 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 0.91 1.00 0.95 0.95 Frt 0.850 0.850 0.947 0.999 Fit Protected 0.962 0.950 0.953 0.950 0.950 Satd. Flow (prot) 0 1792 1583 1681 1686 1583 1770 4477 0 1770 3165 0 Fit Permitted 0.962 0.950 0.953 0.950 0.950 Satd. Flow (perm) 0 1792 1583 1681 1686 1583 1770 4477 0 1770 3165 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 392 137 1 Link Speed (mph) 35 30 45 45 Link Distance (ft) 315 3109 542 803 Travel Time (s) 6.1 70.7 8.2 12.2 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 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 14% 2% 2% 14% 2% Adj. Flow (vph) 4 1 2 317 1 392 1 590 327 671 519 3 Shared Lane Traffic,(%) 50% Lane Group Flow (vph) 0 5 2 158 160 392 1 917 0 671 522 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 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 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+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 CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Split Perm Split pm+ov Prot Prot Protected Phases 4 4 8 8 1 5 2 1 6 Permitted Phases 4 8 Synchro 7 - Report Patton Harris Rust & Associates Page 12 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT -IMP 15: Costello Dr & Route 522 2/8/2008 -` -+ --,* 'r ■- * t *-01 Lane Group-: - - ". EBL EBT:` EBR `` WBL - �WBT:.' .WBR NBL " NBT.� NBR. ��� SBL -SBT..: SBR Detector Phase 4 4 4 8 8 1 5 2 1 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 17.0 17.0 17.0 15.0 15.0 35.0 12.0 23.0 0.0 35.0 46.0 0.0 Total Split (%) 18.9% 18.9% 18.9% 16.7% 16.7% 38.9% 13.3% 25.6% 0.0% 38.9% 51.1 % 0.0% Maximum Green (s) 11.0 11.0 11.0 9.0 9.0 29.0 6.0 17.0 29.0 40.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead -Lag Optimize? Yes 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 None Max None Max Act Effct Green (s) 6.1 6.1 9.0 9.0 44.2 6.0 17.1 29.1 50.1 Actuated g/C Ratio 0.07 0.07 0.12 0.12 0.59 0.07 0.23 0.39 0.66 v/c Ratio 0.04 0.02 0.79 0.79 0.36 0.01 0.82 0.98 0.25 Control Delay 37.5 27.5 61.7 62.4 2.1 37.0 31.6 56.6 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.5 27.5 61.7 62.4 2.1 37.0 31.6 56.6 7.1 LOS D C E E A D C E A Approach Delay 34.6 29.0 31.6 35.0 Approach LOS C C C C 90th %ile Green (s) 6.5 6.5 6.5 9.0 9.0 29.0 6.0 17.0 29.0 40.0 90th %ile Term Code Gap Gap Gap Max Max Max Max MaxR Max MaxR 70th %ile Green (s) 0.0 0.0 0.0 9.0 9.0 29.0 0.0 17.0 29.0 52.0 70th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 50th %ile Green (s) 0.0 0.0 0.0 9.0 9.0 29.0 0.0 17.0 29.0 52.0 50th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 30th %ile Green (s) 0.0 0.0 0.0 9.0 9.0 29.0 0.0 17.0 29.0 52.0 30th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold 10th %ile Green (s) 0.0 0.0 0.0 9.0 9.0 29.0 0.0 17.0 29.0 52.0 10th %ile Term Code Skip Skip Skip Max Max Max Skip MaxR Max Hold Queue Length 50th (ft) 2 0 73 74 0 0 122 285 34 Queue Length 95th (ft) 13 7 #208 #211 41 6 #232 #626 126 Internal Link Dist (ft) 235 3029 462 723 Turn Bay Length (ft) 70 1000 1000 Base Capacity(vph) 219 195 201 202 1089 125 1118 682 2100 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.01 0.79 0.79 0.36 0.01 0.82 0.98 0.25 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 75.5 Natural Cycle: 90 Synchro 7 - Report Patton Harris Rust & Associates Page 13 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —SAT —IMP 15: Costello Dr & Route 522 2/8/2008 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.98 Intersection Signal Delay: 32.4 Intersection LOS: C Intersection Capacity Utilization 79.9% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 85.5 70th %ile Actuated Cycle: 73 50th %ile Actuated Cycle: 73 30th %ile Actuated Cycle: 73 10th %ile Actuated Cycle: 73 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Costello Dr & Route 522 01 t 02 o4 08 17 C o5 o6 Synchro 7 - Report Patton Harris Rust & Associates Page 14 11 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT -IMP 18: Millwood Pk & Custer Ave. 2/8/2008 Lane Group EBL EBT EBR� VVBL WBT ' WBR . NBL NBT: NBR " SBL- SBT _ SBR Lane Configurations tt r tT *T r *T r Volume (vph) 115 595 616 297 670 11 581 36 265 14 32 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 200 225 0 200 360 0 0 Storage Lanes 1 1 1 0 1 1 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.998 0.850 0.850 Fit Protected 0.950 0.950 0.950 0.958 0.985 Satd. Flow (prot) 1770 3312 1583 1770 3309 0 1681 1695 1583 0 1835 1583 Fit Permitted 0.262 0.270 0.950 0.958 0.985 Satd. Flow (perm) 488 3312 1583 503 3309 0 1681 1695 1583 0 1835 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 684 2 191 108 Link Speed (mph) 30 30 Link Distance (ft) 2981 2256 Travel Time (s) 67.8 51.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 9% 2% 2% 9% 2% Adj. Flow (vph) 128 661 684 330 744 12 Shared Lane Traffic (%) Lane Group Flow (vph) 128 661 684 330 756 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Right Left Left Right Median Width(ft) 12 12 Link Offset(ft) 0 0 Crosswalk Width(ft) 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 1 1 2 Detector Template Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm Perm pm+pt Protected Phases 2 1 6 Permitted Phases 2 2 6 30 30 1558 610 35.4 13.9 0.90 0.90 0.90 0.90 0.90 0.90 2% 2% 2% 2% 2% 2% 646 40 294 16 36 1.08 47% 342 344 294 0 52 108 No No No No No No Left Left Right Left Left Right 12 12 0 0 16 16 1.00 1.00 1.00 1.00 1.00 1.00 15 9 15 9 1 2 1 1 2 1 Left Thru Right Left Thru Right 20 100 20 20 100 20 0 0 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 20 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 Split pm+ov Split Perm 8 8 1 4 4 8 4 ISynchro 7 - Report Patton Harris Rust & Associates Page 15 C@[D8FSValley Development Scenario 3: 2025Build-out COOditiOOS_SAT_|MP 18: Millwood Pk & Custer Ave. 2/8/2008 L6ne Detector Phase 2 2 2 1 G 8 8 1 4 4 4 Switch Phase Minimum Initial (s) 8.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 8.0 6.0 6.0 Minimum Split (s) 12.0 12.0 ilO 12.0 12.0 12.0 12.0 12.0 12.0 12.8 12.0 Total Split kd 30.0 3I0 30.0 21.0 51.0 0.0 27.0 27.0 21.0 12.0 12.0 12.0 Total Split (9) 33.3% 33.3% 33.3% 23.3% 587% 0.0% 30.0% 30.0% 23.3% 13.3% 13.396 13.3% Maximum Green (o) 24.0 24.0 24.0 15.0 45.0 21.8 21.0 15.0 6.0 8.0 6.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 lU 2.0 2.0 lO 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8.0 Total Lost Time (s) 6.0 6.0 8.0 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Load'LugDpUmiza? Yes Yes Yes Yes Yes Vehicle Extension (o) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C'Mux C-Max C-Max None C-Max Max Max None Min Min Min Act EfctGreen (o) 24.0 24.0 24.0 45.0 45.0 21.0 21.0 36.0 8.0 8.0 Actuated gXCRatio 0.27 0.27 0.27 0.50 0.50 023 0.23 0.40 0.07 0.07 wcRaUo 0.98 075 0.74 071 0.46 0.87 0.87 0.39 0.43 0.52 Control Delay 112.3 36.4 8.0 487 27.8 507 501 4.8 51.5 18.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 112.3 38.4 8.0, 487 27.8 50J 501 4.8 51.5 18.3 LOS F D A D C D O A D B Approach Delay 29.8 34.1 367 291 AppmaohLOS C C O C 00h%i|eGreen (s) 24.0 24.0 24.0 15.0 45.0 21.0 21.0 15.0 6.0 8.0 6.0 0Oth96ileTerm Code Comd Comd Comd Max Coord MaxR MaxR Max Max Max Max 70th%i|aGreen (s) 24.0 24.0 24.0 15.0 45.0 21.0 21.0 15.0 8.0 6.0 8.0 70h%ileTerm Coda Comd Comd Coord Max Coord MaxR MaxR Max Max Max Max 50h %i|eGneon (s) 24.0 24.0 24.0 15.0 45.0 21.0 21.0 15.0 6.0 6.0 6.0 50th%UeTerm Code Comrd Coord Comrd Hold Cnord MaxR MaxR Hold Max Max Max 30th %i|eGneon (s) 24.0 24.0 24.0 15.8 45.0 21.0 21.0 15.0 6.0 6.0 6.0 30th %i|eTerm Code Coord Coord Coord Hold Coord MmxR MaxR Hold Max Max Max 10h%i|oGreen (n) 24.0 24.0 24.0 15.0 45.0 21.0 21.0 15.0 6.0 6.0 6.0 10h%i|eTerm Code Coord Coord Dmrd Hold Coord MmxR MaxR Hold Max Max Max Queue Length 5Oth(ft) 72 181 O 178 218 187 189 25 29 U Queue Length Q5th(ft) #186 244 QO #272 286 #362 #362 53 68 49 Internal Link Dist (#0 2901 2176 1478 530 Turn Bay Length (ft) 100 200 225 280 360 Base Capacity (vph) 130 883 924 483 1658 392 396 748 122 206 Starvation Cap Reductn O O O O O 0 O U 0 U SpiUbookCap Reduotn O 0 U O O O 8 U U O Storage Cap Reduotn O O O U O O O 0 O U Reduced wcRatio 8.08 075 0.74 0.71 046 0.87 0.87 0.39 043 0.52 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —SAT —IMP 18: Millwood Pk & Custer Ave. 2/8/2008 Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 32.9 Intersection LOS: C Intersection Capacity Utilization 74.6% 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. Cnlitc anti Phncoc• 1R• MilkAinnrl Pk R Constar Ava —7-11' 02 01 o4 7 08 30 s , , I F:' 12, 1 « 27.s 06 51 s IPatton Harris Rust & Associates Synchro 7 - Report Page 17 Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT -IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 4\ f # Lane Group _ �>_ EBL _ EBR. : NBL , NBT-- ' �SBT - e_ SBR � ` Lane Configurations r V t Volume (vph) 100 200 182 764 822 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 200 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.983 Fit Protected 0.950 0.950 Satd. Flow (prot) 1770 1583 1770 1863 1831 0 Fit Permitted 0.950 0.074 Satd. Flow (perm) 1770 1583 138 1863 1831 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 222 14 Link Speed (mph) 30 30 30 Link Distance (ft) 3109 477 1558 Travel Time (s) 70.7 10.8 35.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 111 222 202 849 913 133 Shared Lane Traffic (%) Lane Group Flow (vph) 111 222 202 849 1046 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 Detector Template Left Right Left Thru Thru Leading Detector (ft) 20 20 20 100 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 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 CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm pm+pt Protected Phases 4 5 2 6 Permitted Phases 4 2 Detector Phase 4 4 5 2 6 Synchro 7 - Report Patton Harris Rust & Associates Page 18 � I I Carpers Valley Development Scenario 3: 2025 Build -out Conditions -SAT -IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 Lane Group EBL EBR NBL - NBT = . SBT SBR Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 19.0 19.0 13.0 71.0 58.0 0.0 Total Split (%) 21.1 % 21.1 % 14.4% 78.9% 64.4% 0.0% Maximum Green (s) 13.0 13.0 7.0 65.0 52.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Min C-Min Act Effct Green (s) 10.5 10.5 67.5 67.5 53.7 Actuated g/C Ratio 0.12 0.12 0.75 0.75 0.60 v/c Ratio 0.54 0.58 0.82 0.61 0.95 Control Delay 46.8 11.9 56.0 9.9 35.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 46.8 11.9 56.0 9.9 35.0 , LOS D B E A C Approach Delay 23.5 18.7 35.0 Approach LOS C B C 90th %ile Green (s) 13.0 13.0 7.0 65.0 52.0 90th %ile Term Code Max Max Max Coord Coord 70th %ile Green (s) 12.6 12.6 7.0 65.4 52.4 70th %ile Term Code Gap Gap Max Coord Coord 50th %ile Green (s) 10.9 10.9 7.0 67.1 54.1 50th %ile Term Code Gap Gap Max Coord Coord 30th %ile Green (s) 9.2 9.2 7.0 68.8 55.8 30th %ile Term Code Gap Gap Max Coord Coord 10th %ile Green (s) 6.7 6.7 11.1 71.3 54.2 10th %ile Term Code Gap Gap Max Coord Coord Queue Length 50th (ft) 60 0 61 237 491 Queue Length 95th (ft) 111 62 m#178 347 #835 Internal Link Dist (ft) 3029 397 1478 Turn Bay Length (ft) 275 200 Base Capacity (vph) 256 419 245 1398 1098 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.43 0.53 0.82 0.61 0.95 Intersection Summary ` - Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 80 Synchro 7 - Report Patton Harris Rust & Associates Page 19 Carpers Valley Development Scenario 3: 2025 Build -out Conditions —SAT —IMP 19: Costello Dr & Pr. Frederick Dr. 2/8/2008 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 26.4 Intersection LOS: C Intersection Capacity Utilization 81.2% 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. Splits and Phases: 19: Costello Dr & Pr. Frederick Dr o2 o4 71 +� j,., �� �,�i^ 1 )¢'k: yy pp t 06 l 05. Patton Harris Rust & Associates Synchro 7 - Report Page 20 Traffic Counts Millwood Pike (Rte 50) & Inverlee Way Location: Winchester, VA Time: AM Peak Anlayst: PHR+A C:r print- 1- File Name :Millwood Pike&InverleeWay_AM Site Code : Start Date : 1/9/2008 Page No : 1 Inverlee Way Millwood Pike Millwood Pike From North From Fast From South From West Start Time Right Thru Left Peds Right Thru Left Peds Right F Thru F Left Peds Right Thni Left Peds Iut. Total 07:00 AM 7 0 0 0 3 63 0 0 0 0 0 0 0 123 0 0 196. 07:15 AM 14 0 0 0 2 122 0 0 0 0 0 0 0 154 0 0 292 07:30 AM 15 0 0 0 2 99 0 0 0 0 0 0 0 151 0 0 267 07:45 AM 12 0 0 0 1 128 0 0 0 0 0 0 0 177 0 0 318 Total 48 0 0 0 8 412 0 0 0 0 0 0 0 605 0 0 1073 08:00 AM 9 0 0 0 0 93 0 0 0 0 0 0 0 151 0 0 08:15 AM 8 0 0 0 2 109 0 0 0 0 0 0 0 1 l 1 0 0 08:30 AM 21 0 0 0 2 145 0 0 0 0 0 0 0 143 0 0 08:45 AM 5 0 0 0 1 146 0 0 0 0 0 0 0 ill 0 0 Total 43 0 0 0 5 493 0 0 0 0 0 0 0 516 0 0 Grand Total 91 0 0 0 13 905 0 0 0 0 0 0 0 1121 0 0 Apprch % 100 0 0 0 1.4 98.6 0 0 0 0 0 0 0 100 0 0 Total % 4.3 0 0 0 0.6 42.5 0 0 0 0 0 0 0 52.6 0 0 Inverlee Way From North Millwood Pike From Fast From South Millwood Pike From West Start Tit»e Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds A .Total Right I Thru I Left I Peds I A .Total Right I Thru I Left I Peds A . Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 ❑,... 1, 11.1.1 r .. r..N__ Re.. f... — 01.1 S A Ad 253 230 311 263 1057 2130 htL 'Dotal 07:15 AM 14 0 0 0 14 2 122 0 0 124 0 0 0 0 0 0 154 0 0 154 292 07:30 AM 15 0 0 0 15 2 99 0 0 101 0 0 0 0 0 0 151 0 0 151 267 07:45 AM 12 0 0 0 12 l 128 0 0 129 0 0 0 0 0 0 177 0 0 177 318 08:00 AM 9 0 0 0 9 0 93 0 0 93 0 0 0 0 0 0 151 0 0 151 253 Total VOIlltlle 50 0 0 0 50 5 442 0 0 447 0 0 0 0 0 0 633 0 0 633 1130 % App. Total 100 0 0 0 1.1 98.9 0 0 0 0 0 0 0 100 0 0 PI -IF .833 .000 .000 .000 .833 .625 .863 .000 .000 .866 .000 .000 .000 .000 .000 .000 .894 .000 .000 .894 .888 M w M M M w M M M w M M M M M M M Millwood Pike & Inverlee Way Location: Winchester, VA Time: PM Peak Analyst: PHR+A Crnnne Printed- File Name : Millwood Pike&lnverleeWay_PM Site Code Start Date : 1/9/2008 Page No : 1 Inverlee Way NIilhvood Pike Millwood Pike From North From E ast From South From West Start Time Right Thn1 I Left I Peds Ri ht Thnt I Left I Peds Right I Thru Left I Peds Right Thni Left Peds Int. Total 04:00 PM 5 0 0 0 4 233 0 0 0 0 0 0 0 140 0 0 382 04:15 PNI 4 0 0 0 7 238 0 0 0 0 0 0 0 148 0 0 397 04:30 PM 2 0 0 0 8 245 0 0 0 0 0 0 0 138 0 0 393 04:45 PM 6 0 0 0 6 220 0 0 0 0 0 0 0 139 0 0 371 Total 17 0 0 0 25 936 0 0 0 0 0 0 0 565 0 0 1543 05:00 Plvl 8 0 0 0 3 244 05:15 PM 3 0 0 0 8 203 05:30 PM 9 0 0 0 3 196 05:45 PM 2 0 0 0 12 206 Total 22 0 0 0 26 849 Grand Total 39 0 0 0 51 1185 Appreh % 100 0 0 0 2.8 97.2 Total % 1.3 0 0 0 1.7 60.2 0 0 0 0 0 0 0 138 0 0 0 0 0 0 0 139 0 0 0 0 0 0 0 143 0 0 0 0 0 0 0 105 0 0 0 0 0 0 0 525 0 0 0 0 0 0 0 1090 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 36.8 0 0 393 0 0 353 0 0 351 0 0 325 0 0 1422 0 0 2965 0 0 0 0 Inverlee Way From North Millwood Pike FromEast From South Millwood Pike From West Start Time Ripht Thru Left Peds A . Total Ri lit Thru Left Peds A .Total Right Thru Left Peds A . Total Right Thru Left Peds A i. Total Peak Hour Analysts From 04:00 PM to 05:45 PM - Peak 1 of 1 P—L- t-Inn. f— n.,ti Pn i— t CIA- 15 PAA Int. Total 04:15 PM 4 0 0 0 4 7 238 0 0 245 0 0 0 0 0 0 148 0 0 148 397 04:30 PM 2 0 0 0 2 8 245 0 0 253 0 0 0 0 0 0 138 0 0 138 393 04:45 PM 6 0 0 0 6 6 220 0 0 226, 0 0 0 0 0 0 139 0 0 139 371 05700 PM 8 0 0 0 8 3 244 0 0 247 0 0 0 0 0 0 138 0 0 138 393 Total VOIUmc 20 0 0 0 20 24 947 0 0 971 0 0 0 0 0 0 563 0 0 563 1554 % App. Total 100 0 0 0 2.5 97.5 0 0 0 0 0 0 0 100 0 0 PI -IF 1 .625 .000 .000 .000 .625 1 .750 .966 .000 .000 .959 .000 .000 .000 .000 .000 .000 .951 .000 .000 .951 F .979 Intersection: E-W: MILLWOOD PIKE (RTE 50) Weather Dry File Name SAT N-S: I INVERLEE WAY Count By SLS Input By ARA Location WINCHESTER,VA Count Date 1/5/2008 15 Minute EB: MILLWOOD PIKE WB: MILLWOOD PIKE NB: SB: INVERLEE WAY 15 Min. Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 11:00 0 146 0 146 0 160 3 163 0 0 0 0 0 0 6 6 315 11:00 11:15 0 132 0 132 0 161 1 162 0 0 0 0 0 0 12 12 306 11:15 11:30 0 119 0 119 0 179 5 184 0 0 0 0 0 0 6 6 309 11:30 11:45 0 129 0 129 0 153 4 157 0 0 0 0 0 0 5 5 291 11:45 12:00 0 138 0 138 0 151 5 156 0 0 0 0 0 0 8 8 302 12:00 12:15 0 146 0 146 0 195 4 199 0 0 0 0 0 0 10 10 355 12:15 12:30 0 129 0 129 0 153 1 154 0 0 0 0 0 0 6 6 289 12:30 12:45 0 148 0 148 0 141 2 143 0 0 0 0 0 0 3 3 294 11 12:45 A.M. Total IF 0 1087 0 1087 0 1293 25 1318 0 0 0 0 0 0 56 56 2461 A.M. Tota1 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 17:45 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 17:45 P.M. Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 JFP.M. Total 1 Hour EB: MILLWOOD PIKE WB: MILLWOOD PIKE NB: SB: INVERLEE WAY 1 Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 11:00 0 526 0 526 0 653 13 666 0 0 0 0 0 0 29 29 1221 11:00 11:15 0 518 0 518 0 644 15 659 0 0 0 0 0 0 31 31 1208 11:15 11:30 0 532 0 532 0 678 18 696 0 0 0 0 0 0 29 29 1257 11:30 11:45 0 542 0 542 0 652 14 666 0 0 0 0 0 0 29 29 1237 11:45 12:00 0 561 0 561 0 640 12 652 0 0 0 0 0 0 27 27 1240 12:00 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 17:00 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 1 Hour EB: MILLWOOD PIKE WB: MILLWOOD PIKE NB: SB: INVERLEE WAY 1 Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 11:30 0 532 0 532 0 678 18 696 0 0 0 0 0 0 29 29 1257 11:30 A.M. Peak PHF = 0.91 PHF = 0.87 PHF = PHF = 0.73 0.89 A.M. Peak 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 P.M. Peak PHF = I PHF = PHF = I PHF = P.M. Peak Millwood Pike & Custer Ave Location: Winchester, VA Time: AM Peak Analyst: PHR+A File Name : Rt50&Custer_AM Site Code Start Date : 12/13/2007 Page No : 1 Custer Avenue Millwood Pike Prince Frederick Dr Millwood Pike From North From East From South From west Start Time Right Tlint Left Peds Ri Omt Tlu-u Left Peds Ri =ht Dim Left Peds Right Thnt Left Pcds Int. Total 07:00 AM 21 21 4 0 2 93 15 0 2 6 2 0 17 139 6 0 328 07:15 AM 21 35 3 0 0 112 22 0 11 3 3 0 17 110 5 0 342 07:30 AM 35 19 4 0 1 103 22 0 6 18 4 0 18 147 13 0 390 07:45 AM 18 13 3 0 1 99 13 0 6 4 0 0 12 156 7 0 332 Total 95 88 14 0 4 407 72 0 25 31 9 0 64 552 31 0 1392 08:00 AM 19 5 5 0 0 117 11 0 2 5 1 0 9 89 13 0 08:15 AM 26 14 4 0 l 158 22 0 4 3 3 0 8 102 7 0 08:30 AM 22 5 4 0 3 96 14 0 9 5 2 0 7 119 13 0 08:45 AM 21 0 0 0 0 105 3 0 6 12 4 0 9 88 9 0 Total 88 24 13 0 4 476 50 0 21 25 10 0 33 398 42 0 Grand Total 183 112 27 0 8 883 122 0 46 56 19 0 97 950 73 0 Apprell % 56.8 34.8 8.4 0 0.8 87.2 12 0 38 46.3 15.7 0 8.7 84.8 6.5 0 Total % 7.1 4.3 1 0 0.3 34.3 4.7 0 1.8 2.2 0.7 0 3.8 36.9 2.8 0 Custer Avenue From North Millwood Pike From last Prince Frederick Dr From South Millwood Pike From west Start Time Right ThruLeft Peds A,,. Twat Right Thru Left Peds I A . Total Right I Thru I Left I Peds I A . Total Right I Thru I Leif I Peds Peak Hour Analysts From 07:00 AM to U8:45 AM - Peak I of 1 11-1, 1-1-, C- FnH,a tnt--ti- n-;- of n7•nn A NA 276 352 299 257 1184 2576 lnt. Total 07:00 AM 21 21 4 0 46 2 93 15 0 110 2 6 2 0 10 17 139 6 0 162 328 07:15 AM 21 35 3 0 59 0 112 22 0 134 11 3 3 0 17 17 110 5 0 132 342 07:30 AM 35 19 4 0 58 1 103 22 0 126 6 18 4 0 28 18 147 13 0 178 390 07:45 AM 18 13 3 0 34 1 99 13 0 113 6 4 0 0 10 12 156 7 0 175 332 Total Volumc 95 88 14 0 197 4 407 72 0 483 25 31 9 0 65 64 552 31 0 647 1392 % App. Total 48.2 44.7 7.1 0 0.8 84.3 14.9 0 38.5 47.7 13.8 0 9.9 85.3 4.8 0 PI -IF .679 .629 .875 .000 .835 .500 .908 .818 .000 .901 .568 .431 .563 .000 .580 .889 .885 .596 .000 .909 .892 Millwwod Pike & Prince Frederick Dr Location: Winchester, VA Time: PM Peak Analyst: PHR+A c-'- c P,-intnrt_ File Name : Rt50&Custer_PM Site Code Start Date : 12/13/2007 Page No : 1 Custer Avenue Millwood Pike Prince Frederick Dr Millwood Pike From North From East From South From West Start Time Right Thru Left Peds Right Thni Left F Peds Right I Thor Lcft Peds Ri =ht i Thru I Left Peds Int. Total 04:00 PM 22 11 5 0 0 229 19 0 30 8 17 0 4 130 42 0 517 04:15 PM 14 11 0 0 11 196 17 0 23 9 18 0 5 118 37 0 459 04:30 PM 22 10 6 0 4 216 11 0 19 16 20 0 2 125 28 0 479 04:45 PM 9 17 0 0 2 170 21 0 13 17 18 0 3 120 39 0 429 Total 67 49 11 0 17 811 68 0 85 50 73 0 14 493 146 0 1884 05:00 PM 26 10 0 0 2 222 19 0 12 18 29 0 3 116 33 0 490 05:15 PM 28 9 0 0 3 160 14 0 17 17 15 0 4 131 38 0 436 05:30 PM 17 11 0 0 3 168 17 0 13 17 11 0 0 119 33 0 409 05:45 PM 24 15 0 0 0 161 9 0 6 12 3 0 0 107 39 0 376 Total 95 45 0 0 8 711 59 0 48 64 58 0 7 473 143 0 1711 Grand Total 162 94 11 0 25 1522 127 0 133 114 131 0 21 966 289 0 3595 Apprch % 60.7 35.2 4.1 0 1.5 90.9 7.6 0 35.2 30.2 34.7 0 1.6 75.7 22.6 0 Total % 4.5 2.6 0.3 0 0.7 42.3 3.5 0 3.7 3.2 3.6 0 0.6 26.9 8 0 Custer Avenue From North Millwood Pike From East I Prince Frederick Dr From South Millwood Pike From West Start Time Right I Thru I Left I Peds I App. Total I Right I Thru LeftPeds I App. Total Right I Thru I Left Peds I App. Total Right I Thru I Left I Peds A Toad reaK nOUr Analysis rroin U4:11U rm io uJ:4D fm - reax 1 of 1 P-1, "- ... f" Fnr;- A,tamorfi- rz-; c at nn nn PAii Int. Total 04:00 PM 22 11 5 0 38 0 229 19 0 248 30 8 17 0 55 4 130 42 0 176 517 04:15 PM 14 11 0 0 25 11 196 17 0 224 23 9 18 0 50 5 118 37 0 160 459 04:30 PM 22 10 6 0 38 4 216 11 0 231 19 16 20 0 55 2 125 28 0 155 479 04:45 PM 9 17 0 0 26 2 170 21 0 193 13 17 18 0 48 3 120 39 0 162 429 Total Volume 67 49 11 0 127 17 811 68 0 896 85 50 73 0 208 14 493 146 0 653 1884 % App. Total 52.8 38.6 9.7 0 1.9 90.5 7.6 0 40.9 24 35.1 0 2.1 75.5 22.4 0 PHF .761 .721 .458 .000 .836 .386 .885 .810 .000 .903 .708 .735 .913 .000 .945 1 .700 .948 .869 .000 .928 .911 M M � M M M M M M M M M M M M = it M= M= r M= r M M= M = = = M Millwood Pike & Prince Frederick Rd Location: Winchester, VA Time: SAT Mid -day Peak Analyst: PHR+A Crmms Printers_ File Name : Millwood Pike&PrinceFredercikRd_SAT Site Code Start Date : 1/5/2008 Page No : 1 Custer Lane Millwood Pike (Rte 50) Prince Frederick Road Millwood Pike (Rte 50) From North From Fast From South From Nest Start Time Right Thni Left Peds Right Thru Left Peds Right TIrm Left Peds Ri ht TIrru Left Peds hit. Total 11:00 AM 28 10 5 0 0 149 23 0 12 6 1 0 3 116 22 0 375 11: 15 AM 24 13 3 0 2 122 19 0 7 10 10 0 10 112 26 0 358 11:30 AM 20 15 3 0 2 159 17 0 17 7 6 0 9 105 23 0 383 11:45 AM 20 8 0 0 3 132 26 0 17 9 18 0 5 130 26 0 394 Total 92 46 11 0 7 562 85 0 53 32 35 0 27 463 97 0 1510 12:00 PM 31 7 6 0 1 157 16 0 10 13 12 0 5 112 29 0 12:15 PM 24 9 6 0 3 130 21 0 15 6 3 0 10 122 31 0 12:30 PM 22 8 2 0 4 147 19 0 14 8 7 1 9 132 29 0 12:45 PM 25 6 4 0 I 141 20 0 19 14 4 0 10 101 36 0 Total 102 30 18 0 9 575 76 0 58 41 26 1 34 467 125 0 Grand Total 194 76 29 0 16 1137 161 0 111 73 61 1 61 930 222 0 Apprch % 64.9 25.4 9.7 0 1.2 86.5 12.3 0 45.1 29.7 24.8 0.4 5 76.7 18.3 0 Total % 6.3 2.5 0.9 0 0.5 37 5.2 0 3.6 2.4 2 0 2 30.3 7.2 0 Custer Lane From North Millwood Pike (Rte 50) From Fast Prince Frederick Road From South Millwood Pike (Rte 50) From Nest Start Time Right I Thru I Left Peds A .'total Right I Thru I Left I Peds A ,. Total Ri ht Thru I Left I Peds I App. Total Right I Thru I Left I Peds I A ,.'rood Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 11-L, t_t,.­ +-, r-,;,o n, ;. ..e t t •ns Ann 399 380 402 381 1562 3072 hIt Total 11:45 AM 20 8 0 0 28 3 132 26 0 161 17 9 18 0 44 5 130 26 0 161 394 12:00 PM 31 7 6 0 44 1 157 16 0 174 10 13 12 0 35 5 112 29 0 146 399 12:15 PM 24 9 6 0 39 3 130 21 0 154 15 6 3 0 24 10 122 31 0 163 380 12:30 PM 22 8 2 0 32 4 147 19 0 170 14 8 7 1 30 9 132 29 0 170 402 Total Volume 97 32 14 0 143 11 566 82 0 659 56 36 40 1 133 29 496 115 0 640 1575 % App. Total 67.9 22.4 9.8 0 1.7 85.9 12.4 0 42.1 27.1 30.1 0.8 4.5 77.5 18 0 PHF .782 .889 .583 .000 .813 .688 .901 .788 .000 .947 .824 .692 .556 .250 .756 .725 .939 .927 .000 .941 .979 Millwood Pike & Sulphur Spring Road Location: Winchester, VA Time: AM & PM Peak Then Click the Comments Tab (:mnnc Pri"f—l- - File Name : RT50&SULFURSPRINGS-AM &PI`, Site Code Start Date : 1/9/2008 Page No : 1 SULPHUR SPRINGS RD Roue 50 (Millwood Pike) SULPHUR SPRINGS RD Roue 50 (Millwood Pike) From North From East From South From West Start Time Ri ht Tlnu Left Peds Right Tliu Left Peds Ri ht Thru Left Peds Ri ht Thru Left L-U lut. Total 07:00 AM 12 0 37 0 5 53 0 0 0 0 0 0 0 113 10 0 230 07:15 AM 26 0 32 0 13 104 0 0 0 0 0 0 0 153 13 0 341 07:30 AM 17 0 35 0 16 76 0 0 0 0 0 0 0 134 18 0 296 07:45 AM 32 0 33 0 11 81 0 1 0 0 0 0 0 204 18 0 380 Total 87 0 137 0 45 314 0 1 0 0 0 0 0 604 59 0 1247 08:00 AM 12 0 38 0 12 63 0 0 0 0 0 0 0 148 8 0 281 08:15 AM 25 0 25 0 10 78 0 0 0 0 0 0 0 88 15 0 241 08:30 AM 41 0 28 0 11 99 0 0 0 0 0 0 0 113 16 0 308 08:45 AM 20 0 19 0 12 91 0 0 0 0 0 0 0 93 8 0 243 Total 98 0 110 0 45 331 0 0 0 0 0 0 0 442 47 0 1073 *** BREAK *** 04:00 PM 13 0 5 0 8 70 1 0 0 0 0 0 0 51 21 0 169 04:15 PM 32 0 16 0 42 207 0 0 0 0 0 0 0 105 31 0 433 04:30 PM 21 0 14 0 32 206 0 0 0 0 0 0 0 121 48 0 442 04:45 PM 24 0 5 0 32 174 0 0 0 0 0 0 0 101 36 0 372 Total 90 0 40 0 114 657 1 0 0 0 0 0 0 378 136 0 1416 05:00 PM 21 0 8 0 57 221 0 0 0 0 0 0 0 128 48 0 493 05:15 PM 32 0 12 0 41 182 0 0 0 0 1 0 0 124 38 0 430 05:30 PM 24 0 17 0 52 160 0 0 0 0 0 0 0 64 19 0 336 05:45 PM 31 0 17 0 43 142 0 0 0 0 0 0 0 94 34 0 361 Total 108 0 54 0 193 705 0 0 0 0 1 0 0 410 139 0 1610 Grand Total 383 0 341 0 397 2007 1 1 0 0 1 0 0 1834 381 0 5346 Apprch % 52.9 0 47.1 0 16.5 83.4 0 0 0 0 100 0 0 82.8 17.2 0 Total % 7.2 0 6.4 0 7.4 37.5 0 0 0 0 0 0 0 34.3 7.1 0 383 0 341 0 397 2007 1 1 0 0 1 0 0 1834 381 0 5346 % 100 0 100 0 100 100 100 100 0 0 100 0 0 100 100 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � s is s� �s i � � s s � It■■� � � ■� w s � � � s M M M Ml r M M M M M M M M M M M M M Millwood Pike & Sulphur Spring Road Location: Winchester, VA Tirne: AM & PM Peak Then Click the Comments Tab File Name : RT50&SULFURSPRINGS-AMA PM Site Code Start Date : 1/9/2008 Page No : 2 SULPHUR SPRINGS RD From North Roue 50 (Millwood Pike) From Fast SULPHUR SPRINGS RD From South Roue 50 (Millwood Pike) From West Start Time Right Thru Left Peds A . Total Right Thru Left Peds A . Total Right Thru Left Peds I App. Total Right I Thru I Left I L-U I A- Total PeaK Pfour Analy515 Prom U /:UU AM to 11:4�1 AM - Peak I of 1 Prnk 14-, fnr P,,ti- h,t--t;- P;g at n'7• I S A M Int. Total 07:15 AM 26 0 32 0 58 13 104 0 0 117 0 0 0 0 0 0 153 13 0 166 341 07:30 AM 17 0 35 0 52 16 76 0 0 92 0 0 0 0 0 0 134 18 0 152 296 07:45 AM 32 0 33 0 65 11 81 0 1 93 0 0 0 0 0 0 204 18 0 222 380 08:00 AM 12 0 38 0 50 12 63 0 0 75 0- 0 0 0 0 0 148 8 0 156 281 Total Volume 87 0 138 0 225 52 324 0 1 377 0 0 0 0 0 0 639 57 0 696 1298 % App. Total 38.7 0 61.3 0 13.8 85.9 0 0.3 0 0 0 0 0 91.8 8.2 0 PHF .680 .000 .908 .000 .865 .813 .779 .000 .250 .806 .000 .000 .000 .000 .000 .000 .783 .792 .000 .784 .854 Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak I of 1 Peat- P-- f- P,,tir> P-i„c .,t nA• i S PA,T 04:15 PM 32 0 16 0 48 42 207 0 0 249 0 0 0 0 0 0 105 31 0 136 433 04:30 PM 21 0 14 0 35 32 206 0 0 238 0 0 0 0 0 0 121 48 0 169 442 04:45 PM 24 0 5 0 29 32 174 0 0 206 0 0 0 0 0 0 101 36 0 137 372 05:00 PM 21 0 8 0 29 57 221 0 0 278 0 0 0 0 0 0 128 48 0 176 483 Total Volume 98 0 43 0 141 163 808 0 0 971 0 0 0 0 0 0 455 163 0 618 1730 % App. Total 69.5 0 30.5 0 16.8 83.2 0 0 0 0 0 0 0 73.6 26.4 0 PHP 1 .766 .000 .672 .000 .734 1 .715 .914 .000 .000 .873 1 .000 .000 .000 .000 .000 1 .000 .899 .849 .000 .878 .995 Intersection: E-W: MILLWOOD PIKE (RTE 50) Weather Dry File Namej Stn N-S: SULPHUR SPRING ROAD Count By SLS Input By ARA Location WINCHESTER, VA Count Date 1/12/2008 15 Minute EB: MILLWOOD PIKE WB: MILLWOOD PIKE NB: SB: INVERLEE WAY 15 Min. Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 11:00 68 0 0 68 0 0 16 16 0 0 0 0 18 0 45 63 147 11:00 11:15 55 0 0 55 0 0 9 9 0 0 0 0 15 0 71 86 150 11:15 11:30 61 0 0 61 0 0 23 23 0 0 0 0 11 0 60 71 155 11:30 11:45 55 0 0 55 0 0 19 19 0 0 0 0 19 0 60 79 153 11:45 12:00 52 0 0 52 0 0 7 7 0 0 0 0 14 0 52 66 125 12:00 12:15 69 0 0 69 0 0 15 15 0 0 0 0 20 0 60 80 164 12:15 12:30 59 0 0 59 0 0 24 24 0 0 0 0 29 0 74 103 186 12:30 12:45 55 0 0 55 0 0 11 11 0 0 0 0 11 0 42 53 119 11 12:45 A.M. Total 474 0 0 474 0 0 124 124 0 0 0 0 137 0 464 601 1199 A.M. Total 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 17:45 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 17:45 P.M. Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P.M. Total 1 Hour EB: MILLWOOD PIKE WB: MILLWOOD PIKE NB: SB: INVERLEE WAY I Hour Period IN,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 11:00 239 0 0 239 0 0 67 67 0 0 0 0 63 0 236 299 605 11:00 11:15 223 0 0 223 0 0 58 58 0 0 0 0 59 0 243 302 583 11:15 11:30 237 0 0 237 0 0 64 64 0 0 0 0 64 0 232 296 597 11:30 11:45 235 0 0 235 0 0 65 65 0 0 0 0 82 0 246 328 628 11:45 12:00 235 0 0 235 0 0 57 57 0 0 0 0 74 0 228 302 594 12:00 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 17:00 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 1 Hour EB: MILLWOOD PIKE WB: MILLWOOD PIKE NB: SB: INVERLEE WAY I Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 11:45 235 0 0 235 0 0 65 65 0 0 0 0 82 0 246 328 628 11:45 A.M. Peak PHF = 0.85 PHF = 0.68 PHF = PHF = 0.80 0.84 A.M. Peak 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 P.M. Peak PHF = PHF = PHF = PHF = P.M. Peak Millwood Pike & Victory Road Location: Winchester, VA Time: AM Peak Analyst: PHR+A Grmtn.¢ Printerl- File Name : Millwood Pike&VictoryRoad_AM Site Code Start Date : 1/10/2008 Page No : 1 Victory Road (Perry Engg Entrance) Millwood Pike Victory Road Millwood Pike From North From East From South From west Start Time Right Tlmt Left Peds Right Thnt Left Pcds Ri Oil Thnt Lcfl Peds Right Thni Left I L-U Turn Int. Total 07:00 AM 4 5 1 0 0 55 2 0 4 1 18 0 19 125 5 5 244 07:15 AM 3 0 0 0 0 70 6 0 3 0 16 0 32 148 1 3 282 07:30 AM 1 0 0 0 0 54 7 0 3 0 14 0 26 135 3 3 246 07:45 AM 1 0 1 0 0 76 12 0 4 1 15 0 29 136 5 1 281 Total 9 5 2 0 0 255 27 0 14 2 63 0 106 544 14 12 1053 08:00 AM 0 2 0 0 0 84 3 0 3 0 12 0 29 130 0 3 08:15 AM 0 2 1 0 6 75 4 0 1 2 5 0 23 100 3 3 08:30 AM 1 0 0 0 0 107 4 0 4 0 15 0 26 98 1 2 08:45 AM 2 0 0 0 0 86 7 0 2 1 12 0 23 114 2 1 Total 3 4 1 0 6 352 18 0 10 3 44 0 101 442 6 9 Grand Total 12 9 3 0 6 607 45 0 24 5 107 0 207 986 20 21 Apprell % 50 37.5 12.5 0 0.9 92.2 6.8 0 17.6 3.7 78.7 0 16.8 79.9 1.6 1.7 Total % 0.6 0.4 0.1 0 0.3 29.6 2.2 0 1.2 0.2 5.2 0 10.1 48.1 1 1 Victory Road (Perry Engg Entrance) From North Millwood Pike From East Victory Road From South Millwood Pike From west Start Time Right Thnt Left Peds App. Total Right Thru I Left Peds App. Total Right -Tl" Lcft Peds App. Total Right Thru Left t.-U r,,,a I App. Total Peak flour Analysis From 07:00 AM to 08:45 AM - Peak I of 1 P-i, w-, fn- r„ri- p-;- ,t n7• t 4 AM 266 225 258 250 999 2052 hll. Total 07:15 AM 3 0 0 0 3 0 70 6 0 76 3 0 16 0 19 32 148 1 3 184 282 07:30 AM 1 0 0 0 1 0 54 7 0 61 3 0 14 0 17 26 135 3 3 167 246 07:45 AM 1 0 1 0 2 0 76 12 0 88 4 1 15 0 20 29 136 5 1 171 281 08:00 AM 0 2 0 0 2 0 84 3 0 87 3 0 12 0 15 29 130 0 3 162 266 Total Volume 5 2 1 0 8 0 284 28 0 312 13 1 57 0 71 116 549 9 10 694 1075 '7 Apt). Total 62.5 25 12.5 0 0 91 9 0 18.3 1.4 80.3 0 1 17 80.3 1.3 1.5 1) IF .417 .250 .250 .000 .667 1 .000 .845 .583 .000 .886 .813 .250 .891 .000 .888 1 .906 .927 .450 .833 .929 .953 Millwood Pike & Victory Road Location: Winchester, VA Time: PM Peak Analyst: PHR+A File Name :Millwood Pike&VictoryRoad_PM Site Code : Start Date : 1/10/2008 Page No : 1 Victory Road (Perry Engg Entrance) Millwood Pike Victory Road Millwood Pike From North From East From South From West Start Time Ri alit Thni Lcft Peds Ri ht Tln i Left Pcds Right Thru Left Peds Right Thru Left I L-U Tums Int.'f otal 04:00 PM 5 0 0 0 0 197 13 0 1 1 40 0 23 98 2 9 389 04:15 PM 1 0 0 0 0 191 7 0 1 0 14 0 18 88 3 9 332 04:30 PM 2 0 0 0 0 172 7 0 1 0 23 0 22 102 2 36 367 04:45 PM 3 0 0 0 0 189 7 0 5 2 31 0 22 100 0 15 374 Total 11 0 0 0 0 749 34 0 8 3 108 0 85 388 7 69 1462 05:00 PM 3 0 0 0 0 205 7 0 8 2 26 l 8 87 1 21 05:15 PM 3 0 0 0 0 208 8 0 2 1 22 0 10 89 0 1 05:30 PM 1 0 0 0 1 195 9 0 6 0 30 0 14 63 1 8 05:45 PM 1 0 0 0 0 165 2 0 9 0 16 0 10 90 0 1 Total 8 0 0 0 1 773 26 0 25 3 94 l 42 329 2 31 Grand Total 19 0 0 0 1 1522 60 0 33 6 202 l 127 717 9 100 Apprch % 100 0 0 0 0.1 96.1 3.8 0 13.6 2.5 83.5 0.4 13.3 75.2 0.9 10.5 Total % 0.7 0 0 0 0 54.4 2.1 0 1.2 0.2 7.2 0 4.5 25.6 0.3 3.6 Victory Road (Perry Engg Entrance) From North Millwood Pike From East Victory Road From South Millwood Pike From West Start Time Right Thru Left Peds I App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left t.-U'I,a,, App. Total Peak Hour Analysis Prom 04:00 Ptbl to UbA.) PM - Peak 1 of 1 Pool. 1-1-- r„r P—;'. 1„to«o,.t;,,,, n. ;— of na-nn PNA 369 344 328 294 1335 2797 hll. Total 04:00 PM 5 0 0 0 5 0 197 13 0 210 1 1 40 0 42 23 98 2 9 132 389 04:15 PM 1 0 0 0 1 0 191 7 0 198 1 0 14 0 15 18 88 3 9 118 332 04:30 PM 2 0 0 0 2 0 172 7 0 179 1 0 23 0 24 22 102 2 36 162 367 04:45 PM 3 0 0 0 3 0 189 7 0 196 5 2 31 0 38 22 100 0 15 137 374 Total Volume 11 0 0 0 11 0 749 34 0 783 8 3 108 0 119 85 388 7 69 549 1462 % App. Total 100 0 0 0 0 95.7 4.3 0 6.7 2.5 90.9 0 15.5 70.7 1.3 12.6 PI -IF .550 .000 .000 .000 .550 .000 .951 .654 .000 .932 .400 .375 .675 .000 .708 .924 .951 .583 .479 .847 .940 I �.. ..� � .. .. ii• .. .. r .. �■. �. it � .. � � .. �. Millwood Pike & Victory Road Location: Winchester, VA Time: SAT Peak Analyst: PHR+A Grnunc Printnft- File Name : Millwood Pike&VictoryRoad_SAT Site Code Start Date : 1/12/2008 Page No : 1 Victory Road (Perry Engg Millwood Pike Victory Road Millwood Pike Entrance) From East From South From West From North Start Time Right Thru Left Right Thru Left Right Tltru Left RightRightT Thru Left I L-U Turns Int. Total 11:00 AM 0 0 0 0 114 4 2 0 11 11 91 0 2 235 11:15 AM 0 0 0 0 80 3 3 0 8 10 94 0 2 200 11:30 AM 0 0 0 1 122 2 9 0 11 8 92 0 3 248 1 L45 AM 0 0 0 0 91 4 2 0 7 11 81 0 2 198 Total 0 0 0 1 407 13 16 0 37 40 358 0 9 881 12:00 PM 0 0 0 0 97 1 3 0 7 10 95 2 1 12:15 PM 1 0 0 0 100 3 6 0 13 8 94 0 1 12:30 PM 1 0 0 0 89 6 3 0 17 15 98 0 3 12:45 PM 0 0 0 0 113 3 2 0 11 6 103 0 1 Total 2 0 0 0 399 13 14 0 48 39 390 2 6 Grand Total 2 0 0 1 806 26 30 0 85 79 748 2 15 Apprch "/" 100 0 0 0.1 96.8 3.1 26.1 0 73.9 9.4 88.6 0.2 1.8 Total % 0.1 0 0 0.1 44.9 1.4 1.7 0 4.7 4.4 41.7 0.1 0.8 Victory Road (Perry Engg Entrance) From North Millwood Pike From East Victory Road From South Millwood Pike From West Start'Circe Right That Left A .Total Ri ht Thru Left App. Total Right rhnt Left A p. Total Right Tluu Left t.-U Turns A . Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak I of 1 216 226 232 239 913 1794 InL "total 12:00 PM 0 v 0 0 0 0 97 1 98 3 0 7 10 10 95 2 1 108 216 12:15 PM 1 0 0 1 0 100 3 103 6 0 13 19 8 94 0 1 103 226 12:30 PM l 0 0 1 0 89 6 95 3 0 17 20 15 98 0 3 116 232 12:45 PM 0 0 0 0 0 113 3 116 2 0 11 13 6 103 0 1 110 239 Total Volume 2 0 0 2 0 399 13 412 14 0 48 62 39 390 2 6 437 913 "/ App. Total 100 0 0 0 96.8 3.2 22.6 0 77.4 8.9 89.2 0.5 1.4 PHF .500 .000 .000 .500 .000 .883 .542 .888 .583 .000 .706 .775 .650 .947 .250 .500 .942 .955 Prince Frederick Dr & Costello Dr Location: Winchester, VA Time: AM Peak & PM Peak Analyst: PHR+A f-'-- nri„ra.t_ File Name : PRINCEFREDRICK&COSTELLO-AM PN Site Code Start Date : 1/10/2008 Page No : 1 Prince Fredrick COSTELLO DR PRINCE FREDRICK COSTELLO DR From North From East From South From West Start Time Right Thru Left Peds Right Thru Le fr Peds Right Thru Left Peds Ri ht Tltru Left Peds Int. Total 07:00 AM 16 18 0 0 0 0 0 0 0 4 4 0 11 0 16 0 69 07:15 AM 44 25 0 0 0 0 0 0 0 0 0 0 24 0 12 0 105 07:30 AM 40 18 0 0 0 0 0 0 0 2 3 0 10 0 16 0 89 07:45 AM 21 24 0 0 0 0 0 0 0 6 0 0 7 0 9 0 67 Total 121 85 0 0 0 0 0 0 0 12 7 0 52 0 53 0 330 08:00 AM 15 14 0 0 0 0 0 0 0 2 2 0 7 0 9 0 49 08:15 AM 11 7 0 0 0 0 0 0 0 5 1 0 4 0 10 0 38 08:30 AM 33 9 0 0 0 0 0 0 0 3 0 0 4 1 12 0 62 08:45 AM 16 9 0 0 0 0 0 0 0 3 1 0 5 0 8 0 42 Total 75 39 0 0 0 0 0 0 0 13 4 0 20 1 39 0 191 *** BREAK *** 04:00 PM 26 7 0 0 0 0 0 0 0 29 9 0 4 0 28 0 103 04:15 PM 17 11 0 0 0 0 0 0 0 11 3 0 4 0 23 0 69 04:30 PM 18 4 0 0 0 0 0 0 0 18 11 0 2 0 29 0 82 04:45 PM 16 2 0 0 0 0 0 0 0 12 11 0 2 0 38 0 81 Total 77 24 0 0 0 0 0 0 0 70 34 0 12 0 118 0 335 05:00 PM 17 6 0 0 0 0 0 0 0 16 12 0 3 0 29 0 83 05:15 PM 12 7 0 0 0 0 0 0 0 13 10 0 3 0 33 0 78 05:30 PM 17 9 0 0 0 0 0 0 0 10 6 0 7 0 21 0 70 05:45 PM 13 5 0 0 0 0 0 0 0 15 12 0 4 0 26 0 75 Total 59 27 0 0 0 0 0 0 0 54 40 0 17 0 109 0 306 06:00 PM 9 6 0 0 0 0 0 0 0 12 9 0 2 0 27 0 65 Grand Total 341 181 0 0 0 0 0 0 0 161 94 0 103 1 346 0 1227 Apprch % 65.3 34.7 0 0 0 0 0 0 0 63.1 36.9 0 22.9 0.2 76.9 0 Total % 27.8 14.8 0 0 0 0 0 0 0 13.1 7.7 0 8.4 0.1 28.2 0 341 181 0 0 0 0 0 0 0 161 94 0 103 1 346 0 1227 % 100 100 0 0 0 0 0 0 0 100 100 0 100 100 100 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M== M M====== M r M M M M= M Prince Frederick Dr & Costello Dr Location: Winchester, VA Time: AM Peak & PM Peak Analyst: PHR+A File Name : PRINCEFREDRICK&COSTELLO-AM) Ph Site Code Start Date : 1/10/2008 Page No : 2 1= Prince Fredrick From North COSTELLO DR From East PRINCE FREDRICK From South COSTELLO DR From West Start Time I Right I Thru I Left I Peds I App. Total I Right I Thru I Left I Peds App. Total I Right I Thru I Lett I Peds I App. Total I Right I Thru I Left I Peds I App. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak H.- fnr 1-- i- Int-- i- R-i- ni n7.00 AM hu. Total 07:00 AM 16 18 0 0 34 0 0 0 0 0 0 4 4 0 8 11 0 16 0 27 69 07:15 AM 44 25 0 0 69 0 0 0 0 0 0 0 0 0 0 24 0 12 0 36 105 07:30 AM 40 18 0 0 58 0 0 0 0 0 0 2 3 0 5 10 0 16 0 26 89 07:45 AM 21 24 0 0 45 0 0 0 0 0 0 6 0 0 6 7 0 9 0 16 67 Total Volume 121 85 0 0 206 0 0 0 0 0 0 12 7 0 19 52 0 53 0 105 330 % App. Total 58.7 41.3 0 0 0 0 0 0 0 63.2 36.8 0 49.5 0 50.5 0 PIIF .688 .850 .000 .000 .746 .000 .000 .000 .000 .000 .000 .500 .438 .000 .594 .542 .000 .828 .000 .729 .780 Peak Hour Analysis From 12:00 PM to 06:00 PM - Peak l of 1 P-L- Hnnr 4r- RnKrP tnf,res f;- R-i- at Od-M Pk.,f 04:00 PM 26 7 0 0 33 0 0 0 0 0 0 29 9 0 38 4 0 28 0 32 103 04:15 PM 17 11 0 0 28 0 0 0 0 0 0 11 3 0 14 4 0 23 0 27 69 04:30 PM 18 4 0 0 22 0 0 0 0 0 0 18 11 0 29 2 0 29 0 31 82 04:45 PM 16 2 0 0 18 0 0 0 0 0 0 12 11 0 23 2 0 38 0 40 81 Total Volume 77 24 0 0 101 0 0 0 0 0 0 70 34 0 104 12 0 118 0 130 335 % A. Total 76.2 23.8 0 0 0 0 0 0 0 67.3 32.7 0 9.2 0 90.8 0 PI -IF .740 .545 .000 .000 .765 1 .000 .000 .000 .000 .000 .000 .603 .773 .000 .684 .750 .000 .776 .000 .913 .813 Intersection: E-W: COSTELLO DRIVE Weather Dry File Namel S7 N-S: PRINCE FREDERICK DR Count By HT Input By ARA Location WINCHESTER, VA Count Date 1/5/2008 15 Minute EB: COSTELLO DRIVE WB: NB: PRINCE FREDK DR SB: PRINCE FREDK DR 15 Min. Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 11:00 18 0 0 18 0 0 0 0 0 2 0 2 0 0 27 27 47 11:00 11:15 21 0 0 21 0 0 0 0 1 2 0 3 0 2 31 33 57 11:15 11:30 19 0 1 20 0 0 0 0 8 9 0 17 0 1 26 27 64 11:30 11:45 25 0 2 27 0 0 0 0 3 5 0 8 0 6 33 39 74 11:45 12:00 31 0 4 35 0 0 0 0 3 5 0 8 0 4 32 36 79 12:00 12:15 19 0 4 23 0 0 0 0 3 1 0 4 0 5 24 29 56 12:15 12:30 25 0 2 27 0 0 0 0 4 2 0 6 0 5 31 36 69 12:30 12:45 32 0 1 33 0 0 0 0 0 0 0 0 0 3 23 26 59 112:45 A.M. Total IF 19 00 14 204 0 0 0 0 22 26 0 48 0 26 227 253 505 A.M. Total I6:00 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 17:45 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 17:45 P.M. Total 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 P.M. Total 1 Hour EB: COSTELLO DRIVE WB: NB: PRINCE FREDK DR SB: PRINCE FREDK DR I Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 11:00 83 0 3 86 0 0 0 0 12 18 0 30 0 9 117 126 242 11:00 11:15 96 0 7 103 0 0 0 0 15 21 0 36 0 13 122 135 274 11:15 11:30 94 0 11 105 0 0 0 0 17 20 0 37 0 16 115 131 273 11:30 11:45 100 0 12 112 0 0 0 0 13 13 0 26 0 20 120 140 278 11:45 12:00 107 0 11 118 0 0 0 0 10 8 0 18 0 17 110 127 263 12:00 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 17:00 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 1 Hour EB: COSTELLO DRIVE WB: NB: PRINCE FREDK DR SB: PRINCE FREDK DR 1 Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 11:45 100 0 12 112 0 0 0 0 13 13 0 26 0 20 120 140 278 11:45 A.M. Peak PHF = 0.80 PHF = PHF = 0.81 PHF = 0.90 0.88 A.M. Peak 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 P.M. Peak PHF = PHF = PHF = I PHF = I ILP-M. Peak r Route 522 & Costello Dr Location: Winchester, VA Time: AM Peak Analyst: PHR+A ( —,— Print-4- - File Name : RT522&COSTELLO-AM Site Code Start Date : 1/8/2008 Page No : 1 RT522 COSTELLO DR RT522 COSTELLO DR From North From East From South From West Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Le Peds Int. Total 07:00 AM 5 102 12 0 1 0 26 0 15 135 0 0 0 4 1 0 301 07:15 AM 2 125 21 0 6 0 45 0 15 138 0 0 0 0 1 0 353 0730 AM 1 155 15 0 10 0 30 0 14 134 0 0 0 1 0 0 360 07:45 AM 3 175 19 0 4 0 27 0 23 124 0 0 1 0 3 0 379 Total 11 557 67 0 21 0 128 0 67 531 0 0 1 5 5 0 1393 08:00 AM 0 133 15 0 3 0 16 0 11 95 0 0 0 0 1 0 274 08:15 AM 2 120 12 0 2 0 13 0 11 100 0 0 1 0 3 0 264 08:30 AM 1 121 27 0 7 0 39 0 17 115 0 0 0 2 4 0 333 08:45 AM 0 161 17 0 4 0 8 0 15 117 0 0 1 0 0 0 323 Total 3 535 71 0 16 0 76 0 54 427 0 0 2 2 8 0 1194 Grand Total 14 1092 138 0 37 0 204 0 121 958 0 0 3 7 13 0 2587 Appreh % 1.1 87.8 11.1 0 15.4 0 84.6 0 11.2 88.8 0 0 13 30.4 56.5 0 Total % 0.5 42.2 5.3 0 1.4 0 7.9 0 4.7 37 0 0 0.1 0.3 0.5 0 14 1092 138 0 37 0 204 0 121 958 0 0 3 7 13 0 2587 % 100 100 100 0 100 0 100 0 100 100 0 0 100 100 100 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 RT522 From North COSTELLO DR From East RT522 From South COSTELLO DR From West Start Time Right I Thru I Left I Pcds I App. Total Right I Thru I Left Peds App. Tow Ri ht I Thru 1 Left I Peds I App.Tolal Right I Thru I Left I Peds I App. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak l of 1 f)—t• u-- F— R—;— of n7•nn A AA InL Total 07:00 AM 5 102 12 0 119 1 0 26 0 27 15 135 0 0 150 0 4 1 0 5 301 07:15 AM 2 125 21 0 148 6 0 45 0 51 15 138 0 0 153 0 0 1 0 1 353 07:30 AM 1 155 15 0 171 10 0 30 0 40 14 134 0 0 148 0 1 0 0 1 360 07:45 AM 3 175 19 0 197 4 0 27 0 31 23 124 0 0 147 1 0 3 0 4 379 Total Volume 11 557 67 0 635 21 0 128 0 149 67 531 0 0 598 1 5 5 0 1 1 1393 % App. Total 1.7 87.7 10.6 0 14.1 0 85.9 0 11.2 88.8 0 0 9.1 45.5 45.5 0 PHF .550 .796 .798 .000 .806 1 .525 .000 .711 .000 .730 .728 .962 .000 .000 .977 .250 .313 .417 .000 .550 .919 Route 522 & Costello Dr Location: Winchester, VA Time: PM Peak Analyst: PHR+A f:m, - P�;nf-]- - File Name : RT522&COSTELLO-PM Site Code Start Date : 1/15/2008 Page No : 1 Route 522 COSTELLO DR Route 522 COSTELLO DR From North From East From South From West Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds hit. Total 04:00 PM 5 152 50 0 31 0 34 0 43 172 0 0 0 0 3 0 490 04:15 PM 0 145 73 0 38 0 41 0 19 146 0 0 0 0 0 0 462 04:30 PM 3 108 62 0 25 0 35 0 22 127 0 0 0 0 0 0 382 04:45 PM 2 133 51 0 33 3 36 0 41 166 1 0 0 3 3 0 472 Total 10 538 236 0 127 3 146 0 125 611 1 0 0 3 6 0 1806 05:00 PM 5 120 79 0 31 0 40 0 33 173 1 0 0 0 0 0 482 05:15 PM 2 123 84 0 33 1 37 0 21 160 0 0 0 0 0 0 461 05:30 PM 3 112 77 0 29 1 35 0 23 134 1 0 0 1 1 0 417 05:45 PM 3 98 64 0 30 0 32 0 21 99 0 0 0 0 1 0 348 Total 13 453 304 0 123 2 144 0 98 566 2 0 0 1 2 0 1708 Grand Total 23 991 540 0 250 5 290 0 223 1177 3 0 0 4 8 0 3514 Apprch % 1.5 63.8 34.7 0 45.9 0.9 53.2 0 15.9 83.9 0.2 0 0 33.3 66.7 0 Total % 0.7 28.2 15.4 0 7.1 0.1 8.3 0 6.3 33.5 0.1 0 0 0.1 0.2 0 23 991 540 0 250 5 290 0 223 1177 3 0 0 4 8 0 3514 % 100 100 100 0 100 100 100 0 100 100 100 0 0 100 100 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Rio 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Route 522 From North COSTELLO DR From East Route 522 From South COSTELLO DR From West Start Time Right Tlu-u Left Peds A . Total Right Thru Left Peds App. Total Right ThruLeft Peds A .Tort Right Thru Left Peds A . Total Peak Hour Analysis From 04:00 PM to 05:00 PM - Peak 1 of 1 P-L- u,,,,r f-, R„tiro 1„r--;-, Fl-;- of nd-nn PM Int. Total 04:00 PM 5 152 50 0 207 31 0 34 0 65 43 172 0 0 215 0 0 3 0 3 490 04:15 PM 0 145 73 0 218 38 0 41 0 79 19 146 0 0 165 0 0 0 0 0 462 04:30 PM 3 108 62 0 173 25 0 35 0 60 22 127 0 0 149 0 0 0 0 0 382 04:45 PM 2 133 51 0 186 33 3 36 0 72 41 166 1 0 208 0 3 3 0 6 472 Total Volume 10 538 236 0 784 127 3 146 0 276 125 611 1 0 737 0 3 6 0 9 1806 % App. Total 1.3 68.6 30.1 0 46 1.1 52.9 0 17 82.9 0.1 0 0 33.3 66.7 0 PHF .500 .885 .808 .000 .899 .836 .250 .890 .000 .873 .727 .888 .250 .000 .857 .000 .250 .500 .000 .375 .921 MM MM MM MMM M M MM M 0 � Route 522 & Costello Dr Location: Winchester, VA Time: SAT Mid -day Peak Analyst: PHR+A ("rn Print-1- File Name : RT522&COSTELLO-SAT Site Code Start Date : 1 /19/2008 Page No : 1 Front North From Fast From South Front West Start Time Right Thni Left Peds Right Thn, Left Peds Right Thni Left Pcds Ri'ht Thni Left Peds Int. Total 11:00 AM 3 99 92 0 47 1 26 0 39 105 0 0 1 1 1 0 415 11:15 AM 1 81 122 0 68 0 52 0 45 103 1 0 0 0 1 0 474 11:30 AM 0 89 104 0 56 0 41 0 49 100 0 0 0 0 1 0 440 11:45 AM 1 81 140 0 71 0 41 0 42 85 1 0 0 0 3 0 465 Total 5 350 458 0 242 1 160 0 175 393 2 0 1 1 6 0 1794 12:00 PM 0 95 127 0 68 0 50 0 44 120 0 0 0 0 0 0 12:15 PM 2 90 151 0 74 0 45 0 42 94 0 0 1 0 1 0 12:30 PM 0 96 126 0 86 1 34 0 38 112 0 0 1 1 0 0 12:45 PM 1 90 104 0 82 0 46 0 30 97 0 0 0 1 0 0 Total 3 371 508 0 310 1 175 0 154 423 0 0 2 2 1 0 Grand Total 18 721 966 0 552 2 335 0 329 816 2 0 3 3 7 0 Apprelt % 0.5 42.5 57 0 62.1 0.2 37.7 0 28.7 71.1 0.2 0 23.1 23.1 53.8 0 Total % 0.2 19.3 25.8 0 14.7 0.1 8.9 0 8.8 21.8 0.1 0 0.1 0.1 0.2 0 From North I From East From South From Nest StartTintc Right Ulm Lert Peds App. Total Right Thru Left Peds A .Total Right Thru Left Pcds A>>.Total Right Thru Left Peds A .'total Peak Hour Analysts From 11:00 AM to 12:45 I'M - Peak 1 of I P-A- 1-1nn f- Pnfir t„for t;. Ro ;n of t t -A, A KA 504 500 495 451 1950 3744 Int. Total 11:45 AM 1 81 140 0 222 71 0 41 0 112 42 85 1 0 128 0 0 3 0 3 465 12:00 PM 0 95 127 0 222 68 0 50 0 118 44 120 0 0 164 0 0 0 0 0 504 12:15 PM 2 90 151 0 243 74 0 45 0 119 42 94 0 0 136 1 0 1 0 2 500 12:30 PM 0 96 126 0 222 86 1 34 0 121 38 112 0 0 150 1 1 0 0 2 495 Total Volume 3 362 544 0 909 299 1 170 0 470 166 411 1 0 578 2 1 4 0 7 1964 % App. Total 0.3 39.9 59.8 0 63.6 0.2 36.2 0 28.7 71.1 0.2 0 28.6 14.3 57.1 0 PI -IF .375 .943 .901 .000 .935 .869 .250 .850 .000 .971 .943 .856 .250 .000 .881 .500 .250 .333 .000 .583 .974