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July 18, 2013 Full AgendaA Community of Choice, Committed to Excellence Agenda Board Of Supervisors Isle Of Wight County July 18, 2013 Call To Order 5:00 P.M. Invocation The Honorable Rex W. Alphin Pledge Of Allegiance 1. Approval of Agenda 2. Special Presentation/Appearances A. Special Presentation/Animal Control B. Special Presentation/United Way of South Hampton Roads C. Special Presentation/Small Business Close-Up D. Special Presentation/Eddie Wrightson Retirement 3. Consent Agenda A Community of Choice, Committed to Excellence A. Local Emergency Management Performance Grant Award FY2013-14 . Resolution to Accept and Appropriate Grant Funds from the Virginia Department of Emergency Management for the LEMPG Program B. PEG Capital Fee C. Skating Rink FY 2013-14 Operating Budget D. Virginia Litter Prevention and Recycling Grant Application . Resolution to Accept and Appropriate Grant Funds from the Virginia Department of Environmental Quality for the Virginia Litter Prevention and Recycling Grant E. Litter Pick Up F. Fiscal Year 2012-13 Monthly Financial Reports – June 2013 G. Statement of Treasurer’s Accountability H. Delinquent Real Estate Tax Collection Monthly Report 4. Regional Reports 5. Transportation Matters Omera Drive (Route 1943) Safety Review Completed by VDOT A Community of Choice, Committed to Excellence 6. Citizens’ Comments 7. Board Comments 8. County Attorney’s Report A. Request by Eagle Harbor Homeowners Association B. Non-Binding Resolution/Southeastern Public Service Authority C. Request to Purchase County-owned Property D. Tax Refund – Accelerated properties LLC E. Supreme Court Decision/Koontz v. St. Johns River Water Management District F. Supreme Court Decision/Shelby v. Holder G. Closed Meeting 9. Parks and Recreation Report A. Fort Boykin House B. Vehicle Replacement A Community of Choice, Committed to Excellence 10. General Services Report A. Authorization to Expend FY2014 Capital Funds/Social Services HVAC B. Nike Park Pier Replacement Project – Insurance Reimbursement and Re-appropriation . Resolution to Reappropriate Hurricane Irene Insurance Reimbursement to the Nike Park Pier Replacement Capital Project for FY2013-14 C. Nike Park Pier Replacement Project – Available (Unexpended) Budget as of June 30, 2013 . Resolution to Appropriate Available (Unexpended) Funds for the Nike Park Pier Replacement Project for FY2013-14 D. Windsor Sidewalk Construction Project . Resolution to Appropriate Available (Unexpended) Funds for the Design and Construction of Sidewalks in the Town of Windsor for FY2013-14 E. Sale of County Property/Queen Anne’s Court Sewer Treatment Plant F. Acquisition of Owen Water Systems G. Bethel Heights Waterline Improvements H. Update on Adoption of the Stormwater Management Program - One Year Extension Approval A Community of Choice, Committed to Excellence I. Authorization to Hire Part-time Standby Truck Driver for Refuse Collection J. Authorization to Hire Maintenance Worker I Position 11. County Administrator’s Report A. Capital Budget . Resolution to Adopt, Authorize and Appropriate Capital Budget Funds B. School Resource Officer Grant Program C. County Refunding – Rating Agencies and Debt Service Savings Update D. GFOA Certificate of Achievement 12. Appointments 13. Old Business Proposed Three Percent (3%) State-funded Salary Increases for Constitutional Officers and Compensation Board Funded Permanent Staff Positions 14. New Business A Community of Choice, Committed to Excellence 15. Public Hearings A. The application of the Annie S. Crocker Estate for a change in zoning classification from Rural Agricultural Conservation (RAC) to Conditional Rural Residential (C-RR) of 2.64 acres of land located at 13061 Modest Neck Road (Rt. 625), north of Raynor Road (Rt. 681) and south of Green Level Road (Rt. 623) in the Carrsville Election District. The purpose of the application is for one (1) single-family residential lot, as conditioned. B. The application of Breeden Investment Properties, Inc., applicant and Eagle Harbor, L.L.C., owner, for a change in zoning classification from Conditional General Commercial (C-GC) to Conditional Planned Development Residential (C-PD-R) of approximately 15.80 acres of land located on the west side of Carrollton Boulevard (Route 17) and to amend the conditions dated November 18, 1998, in the Newport Election District. The request is to allow for multi-family residential development on approximately 15.80 acres of land and to amend conditions of the 1998 rezoning approval to increase the aggregate total of residential units to allow for the development of Tract 8 for up to 208 multi-family units and to modify the Schedule of Phased Highway Road Improvements. C. An Ordinance to Amend and Reenact the Isle of Wight County Code by Amending and Reenacting Chapter 4. Buildings. Article III. Inspections. Section 4-8. Construction, Repair or Alteration of Buildings or Structures 16. Closed Meeting 17. Adjournment TRAFFIC IMPACT ANALYSIS Eagle Harbor Tract 8 Development Isle of Wight County, VA Prepared for: Eagle Harbor LLC November 2012/Revised March 2013 Prepared by: © Kimley-Horn and Associates, Inc., 2012 Carlin J. Hebert, P.E. Virginia License #: 049269 This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. Traffic Impact Analysis for Eagle Harbor Tract 8 Development Isle of Wight, Virginia Prepared for: Eagle Harbor LLC Prepared by: Kimley-Horn and Associates, Inc. Suite 500 4500 Main Street Virginia Beach, VA 23462 P: 757.213.8600 F: 757.213.8601 116426002 November 2012 Revised March 2013 Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 i Table of Contents 1.0 Executive Summary ..................................................... 1 2.0 Introduction ................................................................ 4 3.0 Project Background ..................................................... 7 3.1 Study Area .............................................................................. 7 3.2 Existing Land Use ................................................................... 7 3.3 Existing Conditions ................................................................ 9 3.4 Existing Traffic ...................................................................... 9 4.0 Traffic Generation ..................................................... 12 4.1 Pass-By ................................................................................. 12 4.2 Proposed Development Trip Generation ............................... 12 4.3 Adjacent Approved Development Proposed Trip Generation. 13 5.0 Traffic Distribution .................................................... 16 6.0 Site Access and Traffic Assignment ............................ 20 7.0 Projected Traffic Volumes ......................................... 21 7.1 Background Traffic Growth................................................... 21 7.2 Total Traffic .......................................................................... 21 8.0 Intersection Operational Analysis ............................. 24 8.1 Carrollton Boulevard/Northgate Drive................................. 28 8.2 Carrollton Boulevard/Smith’s Neck Road ............................ 30 8.3 Carrollton Blvd/Eagle Harbor Pkwy/King’s Crossing Way ... 34 8.4 Carrollton Blvd/Whippingham Pkwy/Harbor Point Lane ..... 36 8.5 Northgate Drive/Bridgewater Driveway/Proposed Site Driveway A ................................................................................... 38 8.6 Carrollton Boulevard/Proposed RI/RO Driveway B ............. 40 8.7 Smith’s Neck Road/Proposed RI/RO Driveway C ................... 41 9.0 Conclusions and Recommendations .......................... 42 Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 ii List of Figures Figure 1 – Site Plan ............................................................................................................. 5 Figure 2 – Site Location ...................................................................................................... 6 Figure 3 – Existing Zoning ................................................................................................. 8 Figure 4 – Existing Laneage ............................................................................................. 10 Figure 5 –Existing (2012) Peak Hour Traffic Volumes.................................................... 11 Figure 6 – Additional Development Site Trips ................................................................. 17 Figure 7 –Traffic Distribution and Assignment - Residential .......................................... 18 Figure 8 –Traffic Distribution and Assignment - Commercial ......................................... 19 Figure 9 – 2014 AM Peak Hour Traffic Volumes ............................................................ 22 Figure 10 – 2014 PM Peak Hour Traffic Volumes ........................................................... 23 Figure 11 – Existing Level of Service .............................................................................. 25 Figure 12 – 2014 No Build Level of Service .................................................................... 26 Figure 13 – 2014 Build Level of Service .......................................................................... 27 Figure 14 – Proposed Laneage and Roadway Improvements ........................................... 45 List of Tables Table 1 –Original Zoning Trip Generation—Eagle Harbor Tract 8 ................................. 13 Table 2 – Proposed Rezoning Trip Generation—Eagle Harbor Tract 8 ........................... 13 Table 3 – Traffic Generation—Additional Developments ............................................... 15 Table 4 – Carrollton Boulevard/Northgate Drive Intersection LOS ................................. 29 Table 5 – Carrollton Boulevard/Smith’s Neck Road Intersection LOS ........................... 32 Table 6 – Carrollton Boulevard/Smith’s Neck Road Intersection LOS with Flashing Yellow Left-turn Treatments ............................................................................................ 33 Table 7 – Carrollton Boulevard/Eagle Harbor Parkway/King’s Crossing LOS ............... 35 Table 8 – Carrollton Boulevard/Whippingham Parkway/Harbor Point Lane LOS .......... 37 Table 9 –Northgate Drive/Bridgewater Driveway/Proposed Site Driveway A LOS ....... 39 Table 10 – Carrollton Boulevard/Proposed RI/RO Driveway B LOS .............................. 40 Table 11 – Smith’s Neck Road/Proposed RI/RO Driveway C LOS ................................ 41 Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 1 of 45 1.0 Executive Summary Kimley-Horn and Associates, Inc. (Kimley-Horn) was retained to perform a traffic impact analysis (TIA) for the rezoning of the Eagle Harbor Tract 8 development located in Isle of Wight County, Virginia. The site is currently zoned for 180,000 square feet of retail space. The proposed rezoning will include 208 apartments and approximately 90,000 square feet of retail along the west side of Carrolton Boulevard (U.S. Route 17) between Northgate Drive to the south and Smith’s Neck Road to the north. This TIA examines the traffic impacts associated with the proposed land uses versus the originally planned 180,000 square feet of retail space. The + 15 acre site is currently zoned Conditional – General Commercial and will be rezoned Planned Development Residential District to facilitate the proposed land use. Three access points to the site are proposed, one each along Carrollton Boulevard, Smith’s Neck Road, and Northgate Drive. It is anticipated that build-out of the proposed development will occur no earlier than 2014 (i.e., two years). The traffic study area includes roadways and intersections in the immediate vicinity of the proposed development. The proposed rezoning of the Eagle Harbor Tract 8 development will result in a significant reduction in daily traffic volumes when compared to those volumes originally anticipated to occur for the approved development under its current zoning. Not only will there be a reduction in daily traffic volumes there will also be a reduction in PM peak hour traffic. Although AM peak hour traffic volumes are marginally higher as a result of the rezoning (primarily due to the introduction of the residential land use versus the retail-only land use) there is a negligible impact to study area intersection operations. These complimentary land uses also create more of a balanced traffic demand on the roadway network system. This TIA has been prepared in coordination with representatives from Isle of Wight County staff. To mitigate any potential operational issues and deteriorations in future LOS as a result of this development, the following recommendations are offered: Carrollton Boulevard/Northgate Drive Due to only a modest increase in peak hour traffic volumes as well as only modest increases in traffic volumes anticipated throughout the course of the day in comparison to existing conditions, it is recommended that the Carrollton Boulevard/Northgate Drive intersection remain unsignalized at this time.  Northbound Carrollton Boulevard o No change to existing geometry on this approach  Southbound Carrollton Boulevard o No change to existing geometry on this approach  Eastbound Northgate Drive o No change to existing geometry on this approach  Westbound Northgate Drive o No change to existing geometry on this approach Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 2 of 45 Carrollton Boulevard/Smith’s Neck Road  Traffic signal modification o The traffic signal equipment and relevant signal timing plans should be upgraded/modified based on the comparative LOS analysis results found in this TIA and findings from the VDOT study that recommends the installation of flashing yellow arrow signal heads to accommodate protected/permissive operations for exclusive left-turn lanes at key signalized intersections along the corridor.  Traffic signal phasing and timing plans should be optimized to accommodate peak hour/off-peak traffic volumes along Carrollton Boulevard.  Signal coordination improvements should facilitate the progression of traffic along Carrollton Boulevard. o Based on the VDOT review and recommendation of the flashing yellow arrows to accommodate protected/permissive operations it is concluded that VDOT will be responsible for the acquisition and installation of the necessary traffic signal equipment and the upgrading of all applicable signal timing plans. This is assumed since the proposed improvements will be necessary at multiple intersections and thus beyond the scope of responsibility for the Eagle Harbor Tract 8 development. o Additionally, it is assumed that VDOT has conducted all relevant analyses to confirm the safety of protected/permissive operations at this intersection and other signalized intersections along the Carrollton Boulevard corridor where the flashing yellow arrow improvement is being proposed or planned for implementation.  Northbound Carrollton Boulevard o No change to existing geometry on this approach  Southbound Carrollton Boulevard o No change to existing geometry on this approach  Eastbound Smith’s Neck Road o No change to existing geometry on this approach  Westbound Smith’s Neck Road o No change to existing geometry on this approach Northgate Drive/Bridgewater Access Driveway/Site Driveway A  Northbound Bridgewater at Eagle Harbor Access Driveway o No change to existing geometry on this approach  Southbound Site Driveway A o Construct one inbound receiving lane 16 feet in width and one outbound lane 14 feet in width. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 3 of 45 o Configure outbound laneage to reflect one shared left-turn/through/right-turn lane o Provide STOP control o Align approach with existing driveway serving Bridgewater at Eagle Harbor development  Eastbound Northgate Drive o No change to existing geometry on this approach  Westbound Northgate Drive o Extend the existing outside merge lane approximately 150 feet to become an exclusive right-turn lane at the proposed intersection Carrollton Boulevard/Proposed RI/RO Driveway B  Northbound Carrollton Boulevard o No change to existing geometry on this approach.  Southbound Carrollton Boulevard o Construct one exclusive right-turn lane with 200 feet of storage and a 150 foot taper.  Eastbound Proposed RI/RO Driveway B o Construct one inbound receiving lane 16 feet in width and one outbound lane 14 feet in width. o Provide STOP control on outbound (driveway) approach o Curb radii through the channelized section should be a minimum of 50 feet o Provide raised concrete island to delineate right-in and right-out movements Smith’s Neck Road/Proposed RI/RO Driveway C  With the construction of the proposed RI/RO Driveway C, extend the existing concrete median along Smith’s Neck Road approximately 100 feet to the west of its current location. This will discourage the right-out and U-turn movement traffic is currently making as it exits the adjacent Eagle Harbor Shopping Center.  Eastbound Smith’s Neck Road o No change to existing geometry on this approach.  Westbound Smith’s Neck Road o No change to existing geometry on this approach.  Northbound Proposed RI/RO Driveway C o Construct one inbound receiving lane 16 feet in width and one outbound lane 14 feet in width. o Configure outbound laneage to reflect right-turn only o Provide STOP control on outbound (driveway) approach Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 4 of 45 2.0 Introduction Kimley-Horn was retained to perform a TIA for the rezoning of the proposed Eagle Harbor Tract 8 development located in Isle of Wight County, Virginia. The proposed development will include 208 apartments and approximately 90,000 square feet of retail along the west side of Carrollton Boulevard (U.S. Route 17) between Northgate Drive to the south and Smith’s Neck Road to the north. Figure 1 represents the overall development plan. The development as proposed will be located along the west side of Carrollton Boulevard (U.S. Route 17) between Northgate Drive and Smith’s Neck Road. This TIA examines the traffic impacts associated with the proposed land uses versus the originally planned 180,000 square feet of retail space. The + 15 acre site is currently zoned Conditional-General Commercial and will be rezoned Planned Development Residential District to facilitate the proposed land use. Three access points for the site are proposed, one each along Carrollton Boulevard, Smith’s Neck Road, and Northgate Drive. Figure 2 illustrates the location of the Eagle Harbor Tract 8 development as well as the approximate limits of the study area. As shown in Figure 2, Carrollton Boulevard is oriented in a general north-south direction and serves residential communities and businesses as well as provides a connection between Brewer’s Neck Boulevard to the south and the James River Bridge to the north. This study has been prepared for submittal to Isle of Wight County to evaluate existing conditions as well as future traffic conditions and associated improvements for the proposed Eagle Harbor Tract 8 rezoning. The construction, occupancy, and build-out timeline for the proposed development is anticipated to occur within two years or 2014. The assumptions used in this study were discussed with Isle of Wight County planning staff prior to the completion of this analysis. The study provides trip generation, trip distribution, traffic analyses, and recommendations for transportation improvements (such as roadway geometrics and turn-lane requirements) to meet anticipated traffic. In addition to the existing traffic conditions analysis, the study analyzes the traffic impacts associated with the proposed development on the adjacent roadway network for 2014. Ea g l e H a r b o r T r a c t 8 Is l e o f W i g h t C o u n t y , V i r g i n i a Proposed Development PlanFIGURE1 TH I S D O C U M E N T , T O G E T H E R W I T H T H E C O N C E P T S A N D D E S I G N S P R E S E N T E D H E R E I N , A S A N I N S T R U M E N T O F S E R V I C E , I S I N T E N D E D O N L Y F O R T H E S P EC I F I C P U R P O S E A N D C L I E N T F O R W H I C H I T W A S P R E P A R E D . R E U S E O F A N D I M P R O P E R R E L I A N C E O N T H I S D O C U M E N T W I T H O U T W R I T T E N A U T H O R I Z A TI O N A N D A D A P T I O N B Y K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . S H A L L B E W I T H O U T L I A B I L I T Y T O K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . FIGURE 2Study Area THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. Eagle Harbor Tract 8 Isle of Wight County, Virginia Legend -Unsignalized Intersection -Signalized Intersection Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 7 of 45 3.0 Project Background 3.1 Study Area The study area for this analysis includes the following roadways and intersections: Roadways  Carrollton Boulevard (U.S. Route 17)  Northgate Drive  Smith’s Neck Road Intersections  Carrollton Boulevard/Northgate Drive  Carrollton Boulevard/Smith’s Neck Road  Carrollton Boulevard/Eagle Harbor Parkway  Carrollton Boulevard/Whippingham Parkway These intersections were identified during conversations with Isle of Wight County staff. The study area as defined above reflects the key areas of influence that will be impacted by the Eagle Harbor Tract 8 development. The study area also defines the limits of the primary traffic patterns associated with this development and those roadways and intersections that will most be affected, as noted above. Intersections and roadways beyond the study limits are difficult to accurately assess as traffic becomes dispersed and difficult to track, with the overall impacts to those further reaching roadways and intersections being minimal. 3.2 Existing Land Use The site is currently undeveloped and consists of approximately +/-15 acres of wooded area. Nearby land uses around the study area consist of multi-family housing, Eagle Harbor Shopping Center, and a VDOT facility. Current zoning for the property is GC (General Commercial) with adjacent zoning shown in Figure 3. North Not To Scale FIGURE 3Existing Zoning THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. Eagle Harbor Tract 8 Isle of Wight County, Virginia Site Source: Isle of Wight County Online Mapping Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 9 of 45 3.3 Existing Conditions Carrollton Boulevard (U.S. Route 17) is the primary north/south roadway in the study area with numerous commercial developments and driveway access points. Carrollton Boulevard is a four- lane, divided principal arterial with a posted speed limit of 45 miles per hour for the majority of the corridor with a posted speed limit increasing to 55 miles per hour when traveling northbound toward the James River Bridge. According to average daily traffic (ADT) counts obtained from count data collected in March 2012, Carrollton Boulevard carried approximately 24,300 vehicles per day (vpd) south of Northgate Drive. Figure 4 depicts existing laneage for study area roadways and intersections. 3.4 Existing Traffic Traffic data used for this TIA was taken from other recent studies which collected traffic counts within the study area. AM and PM peak hour weekday turning movement counts (TMC) and 72- hour average daily traffic (ADT) counts were used as follows:  Carrollton Boulevard/Northgate Drive – Tuesday, June 7, 2011 (TMC)  Carrollton Boulevard/Smith’s Neck Road – Tuesday, March 13, 2012 (TMC)  Carrollton Boulevard/Eagle Harbor Parkway/King’s Crossing Way – Wednesday, March 14, 2012 (TMC)  Carrollton Boulevard/Whippingham Parkway/Harbor Point Lane – Wednesday, March 14, 2012 (TMC)  Carrollton Boulevard, south of Northgate Drive – Tuesday, March 13, 2012 to Thursday, March 15, 2012 (ADT) Figure 5 shows existing turning movement volumes during the AM and PM peak hours. North Not To Scale FIGURE 4Existing Laneage THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. Legend -Turning Movement -Unsignalized Intersection -Signalized Intersection -Turn-Lane Storage Bay LengthXXX’ Eagle Harbor Tract 8 Isle of Wight County, Virginia North Not To Scale FIGURE 5 Existing (2012) Peak Hour Traffic Volumes THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. [24,300] Legend -Turning Movement -Unsignalized Intersection -Signalized Intersection -AM [PM] Peak Hour Turning Movement Volumes -Average Weekday Daily Traffic XX [XX] [XXXX] Eagle Harbor Tract 8 Isle of Wight County, Virginia Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 12 of 45 4.0 Traffic Generation The trip generation potential of the proposed development was determined using traffic generation rates published in ITE Trip Generation (9th Edition, 2012). Currently, the site is undeveloped and generates no traffic. The addition of the mixed-use development will result in new traffic being generated by the site and assigned to the adjacent street network. 4.1 Pass-By Land use in the proposed development has the potential to create new trips, but also to attract trips from traffic already traveling along study area roadways—pass-by trips. ITE provides guidance, based on case studies, for determining an appropriate level of pass-by reduction for specific land uses. In addition, standards developed by the Virginia Department of Transportation (VDOT) outline ranges of acceptable pass-by reductions. A significant percentage of existing commuter traffic is anticipated to seek retail opportunities within the Eagle Harbor Tract 8 development instead of continuing out of the county for retail opportunities. In the computation of traffic generation, a VDOT acceptable rate of 25 percent pass-by was applied to the shopping center. While pass-by trips do not reduce the number of driveway movements, they do reduce the number of “new trips” generated by the development thus reducing the impact along the mainline by shifting through movements to turning movements. 4.2 Proposed Development Trip Generation The proposed rezoning will modify the originally planned 180,000 square feet of retail space to include 208 apartments and approximately 90,000 square feet of retail space instead. Institute of Transportation Engineers (ITE) Trip Generation, 9th Edition (2012) provides trip generation data for Apartments (ITE Code 220) and Shopping Centers (ITE Code 820). Table 1 summarizes the daily, AM peak hour, and PM peak hour trip generation potential for the original zoning while Table 2 summarizes the trip generation for the proposed rezoning at full build-out. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 13 of 45 Table 1 –Original Zoning Trip Generation—Eagle Harbor Tract 8 ITE Code Description Size Daily AM Peak PM Peak In Out Total In Out Total 820 Shopping Center 180,000 Square Feet 9,948 139 88 227 445 481 926 Table 2 – Proposed Rezoning Trip Generation—Eagle Harbor Tract 8 ITE Code Description Size Daily AM Peak PM Peak In Out Total In Out Total 220 Apartments 208 Dwelling Units 1,384 21 85 106 86 46 132 820 Shopping Center 90,000 Square Feet 6,342 91 55 146 268 290 558 Subtotal 7,726 112 140 252 354 336 690 Pass-by Reduction -1,586 -14 -14 -28 -67 -67 -134 Total 6,140 98 126 224 287 269 556 As shown in Table 2, the proposed development has the potential to generate approximately 7,726 driveway trips per day including a total of 252 in the AM peak hour and 690 during the PM peak hour. When comparing these driveway volumes to the original zoning, it is evident that the rezoning will substantially reduce daily and PM peak hour traffic, while only modestly increasing AM peak hour traffic by only 25 vehicles per hour. After pass-by reductions are applied, approximately 6,140 new daily trips are anticipated to be added to the surrounding roadway network which is an even greater reduction when compared to the original zoning. 4.3 Adjacent Approved Development Proposed Trip Generation Through discussion with Isle of Wight County, it was determined that the following approved developments in the vicinity of the proposed Eagle Harbor Tract 8 development would be considered in the analysis:  Benn’s Grant (25%)  St. Luke’s Village (25%)  Riverside Medical Center (25%)  The Crossings (50%)  Red Oaks (60%)  Bridge Point Commons (25%)  Norsworthy (100%) Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 14 of 45 Any additional redevelopment or smaller development that might take place before the build-out of the Eagle Harbor Tract 8 development will be accounted for in the annual growth rate used to generate the background traffic volumes. The percentages listed above indicate the portion of the development’s site traffic applied to the network for this TIA due to the varying build-out years of the background developments when compared to the anticipated two-year build-out of Eagle Harbor Tract 8. Benn’s Grant is a mixed-use planned development community located adjacent to the intersection of Benn’s Church Boulevard and Brewer’s Neck Boulevard (U.S. Route 258). Based on the traffic impact analysis prepared by Kimley-Horn and Associates, Inc. dated May 2009, the proposed development will consist of 240 apartment units, 40 single-family attached condominiums/townhomes, 280 single-family detached homes, approximately 533,000 ft2 of retail, a 100-room hotel and nine outparcels to potentially include a bank, pharmacy, convenience market with gasoline and restaurants. St. Luke’s Village is a proposed mixed-use development with residential and specialty retail components located along Brewer’s Neck Boulevard. Based on the traffic impact analysis prepared by Landmark Design Group, Inc. dated October 2007, the redevelopment will consist of approximately 465 residential units and 180,450 ft2 of specialty retail space. The proposed rezoning for the Frank property considers only a portion of this property. Based on information provided by the County this redevelopment will consist of approximately 79,200 ft2 of mini-warehouse (self-storage), 4,200 ft2 of retail space, and 2,400 ft2 of general office space. Riverside Medical Center is a proposed medical facility located at the intersection of Benn’s Church Boulevard and Brewer’s Neck Boulevard. Based on the traffic impact analysis prepared by Landmark Design Group, Inc. dated July 2008 and revised September 2008, the proposed development will consist of 30,000 ft2 of medical offices and 50,000 ft2 of medical clinic including emergency services, imaging, and ambulatory surgery. The Crossings is a proposed commercial development located at the intersection of Brewer’s Neck Boulevard and Carrollton Boulevard with frontage along the east side of Carrollton Boulevard. According to the traffic impact analysis prepared by DRW Consultants, LLC and dated December of 2010, the proposed development will include approximately 234,400 ft2 of retail space and 240 apartment units. The Red Oaks Mobile Home Park expansion is a 70-acre expansion to the existing Red Oaks Mobile Home Park located on the east side of Turner Road between Benn’s Church Boulevard and Muddy Cross Drive. According to the traffic impact analysis prepared by Landmark Design Group, Inc. dated June 2001 and revised June 2007, the proposed expansion includes an additional 191 mobile home lots. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 15 of 45 Bridge Point Commons is a proposed mixed-use development with residential, assisted living, and retail components located in the southwest quadrant of the Carrollton Boulevard/Deep Bottom Drive intersection. Based on the traffic impact analysis prepared by Kubilins Transportation Group, Inc. dated June 2007, this development will consist of 46,000 ft2 of retail space, a 120-bed assisted living facility, 230 condominium units, and a convenience store with fuel station. Kimley-Horn was advised by the County, that the 120-bed assisted living facility was not approved as part of the Bridge Point Commons development. To remain conservative, the anticipated trips from this 120- bed facility are still included as part of the additional development traffic in this traffic impact analysis. Norsworthy is a residential development located along Brewer’s Neck Boulevard at Norsworthy Drive. Based on discussions with Isle of Wight County staff, the existing zoning for this site would allow for 42 single family homes. Table 3 summarizes the proposed new trips that will be generated by the other approved developments in the vicinity of the Eagle Harbor Tract 8 development as documented in the previous studies. Table 3 – Traffic Generation—Additional Developments Development Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Benn's Grant (25%) 7,628 199 211 410 342 335 677 St. Luke's Village (25%) 1,736 99 46 145 62 118 180 Riverside Medical Center (25%) 674 36 10 46 18 49 67 The Crossings (50%) 5,013 76 84 160 250 239 489 Red Oaks (60%) 572 9 40 49 41 25 66 Bridge Point Commons (25%) 1,200 36 42 78 66 62 128 Norsworthy (100%) 400 8 24 32 27 16 43 Total Additional Development Trip Generation 17,223 463 457 920 806 844 1,650 Trips associated with the seven additional developments described above were assigned to study area intersections as detailed in the corresponding traffic impact analyses. Most studies included the Carrollton Boulevard/Brewer’s Neck Boulevard intersection, but did not continue their study area north along Carrollton Boulevard. The additional development site trips were carried through the entire Eagle Harbor Tract 8 development study area based on the specific land uses and assumptions regarding distribution derived from the Eagle Harbor Tract 8 development trip distribution. The total trip assignment for all additional developments being considered in this analysis is illustrated in Figure 6. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 16 of 45 5.0 Traffic Distribution The directional distribution and assignment of trips generated by the proposed development is based on a review of existing roadway volumes, an understanding of travel patterns within the study area, and from assumptions of travel patterns for each land use within the development. Based on the review of the above mentioned sources as well as conversations with Isle of Wight County staff, distributions were developed separately for the residential and retail components of the mixed-use site. The assumptions in travel patterns used for this analysis are similar to those in the previous studies. The following trip distribution patterns apply to the full build-out (2014) development conditions: Residential Land Uses  50% to/from the north on Carrollton Boulevard  50% to the south on Carrollton Boulevard  35% from the south on Carrollton Boulevard  15% from the west on Smith’s Neck Road Commercial Land Uses  35% to/from the north on Carrollton Boulevard  65% to the south on Carrollton Boulevard  50% from the south on Carrollton Boulevard  15% from the west on Smith’s Neck Road For this TIA, it was assumed that traffic would only enter the site from the west on Smith’s Neck Road since the access driveway along Smith’s Neck Road is proposed per the Eagle Harbor access management plan as a right-in/right-out only site access driveway. It was assumed that all traffic leaving the site destined back towards the west on Smith’s Neck Road would travel south on Carrollton Boulevard to Brewer’s Neck Boulevard and proceed west from there. The anticipated Eagle Harbor Tract 8 development traffic distribution and trip assignment for residential land uses and commercial land uses are illustrated in Figures 7 and 8, respectively. North Not To Scale FIGURE 6 Additional Development Site Trips THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. [24,300] Legend -Turning Movement -Unsignalized Intersection -Signalized Intersection -AM [PM] Peak Hour Turning Movement Volumes -Average Weekday Daily Traffic XX [XX] [XXXX] Eagle Harbor Tract 8 Isle of Wight County, Virginia North Not To Scale FIGURE 7 Residential Trip Distribution THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. Legend -Turning Movement -Unsignalized Intersection -Signalized Intersection -Inbound (Outbound) Trip Distribution -Directional DistributionXX% XX%(XX%) Eagle Harbor Tract 8 Isle of Wight County, Virginia 35% (50%) 50% (50%) 15% North Not To Scale FIGURE 8 Commercial Trip Distribution THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. Eagle Harbor Tract 8 Isle of Wight County, Virginia Legend -Turning Movement -Unsignalized Intersection -Signalized Intersection -Inbound (Outbound) Trip Distribution -Directional DistributionXX% XX%(XX%)50% (65%) 35% (35%) 15% Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 20 of 45 6.0 Site Access and Traffic Assignment Three unsignalized access points will be provided for the site, one each along Carrollton Boulevard, Smith’s Neck Road, and Northgate Drive. The driveways proposed along Carrollton Boulevard and Smith’s Neck Road will provide right-in/right-out access only while the driveway on Northgate Drive will be a full movement intersection. Traffic associated with the proposed development is expected to come from Carrollton Boulevard and Smith’s Neck Road. Trips entering and exiting the site were assigned to the three external access points on Carrollton Boulevard, Northgate Drive, and Smith’s Neck Road based on the specified land uses. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 21 of 45 7.0 Projected Traffic Volumes 7.1 Background Traffic Growth Background traffic growth is the increase in traffic volumes due to usage increases and non-specific growth throughout an area. One method of determining reasonable growth rates for an area is to research past traffic counts for a roadway or intersection. Based on historical VDOT and Isle of Wight County data, our understanding of planned developments in the area, and conversations with Isle of Wight County staff, study area traffic volumes are anticipated to grow at a rate of 1.5 percent per year. In addition to the 1.5 percent growth rate applied per year, traffic associated with adjacent, approved developments as discussed in Section 4 was applied to the roadway network. As mentioned in Section 4, assumptions regarding trip generation, trip distributions, and trip assignment remained consistent with the original traffic studies. 7.2 Total Traffic To obtain total 2014 No Build traffic volumes, existing traffic volumes along Carrollton Boulevard were incrementally grown using the aforementioned 1.5 percent annual growth rate. In addition to the historic growth rate, the anticipated trip generation potential for the proposed developments described in Section 4 – Traffic Generation and illustrated in Figure 6 were added to projected traffic volumes to calculate the total background traffic volumes. Once the background traffic volumes were established, traffic associated with the proposed Eagle Harbor Tract 8 mixed use development was added to develop total traffic volumes for the 2014 Build scenario. The following figures illustrate future turning movement volumes:  Figure 9 – 2014 AM peak hour Turning Movement Volumes  Figure 10 – 2014 PM peak hour Turning Movement Volumes North Not To Scale FIGURE 9 THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. Future (2014) AM Peak Hour Traffic Volumes Eagle Harbor Tract 8 Isle of Wight County, Virginia Legend -Turning Movement -Signalized Intersection -Unsignalized Intersection -Background (Site Traffic)[Total]XX (XX) [XX] See Inset Inset FIGURE 10 THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. Future (2014) PM Peak Hour Traffic Volumes Eagle Harbor Tract 8 Isle of Wight County, Virginia Legend -Turning Movement -Signalized Intersection -Unsignalized Intersection -Background (Site Traffic)[Total]XX (XX) [XX] North Not To Scale Inset See Inset Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 24 of 45 8.0 Intersection Operational Analysis Capacity analysis for the signalized and unsignalized intersections in the AM and PM peak hours were performed for the following scenarios:  Existing  2014 No Build  2014 Build (with the proposed development) Analyses were completed to determine the operating characteristics of study area intersections and roadways using Synchro Professional 7.0, which uses methodologies contained in the 2000 Highway Capacity Manual (HCM) [TRB Special Report 209, 2000]. Intersection turning movement counts were used with information about the number of lanes and traffic control to determine existing and future levels of service. Level of service (LOS) describes traffic conditions in the amount of traffic congestion at an intersection or on a roadway. LOS ranges from A to F- A indicating a condition of little or no congestion and F a condition with severe congestion, unstable traffic flow, and stop-and-go conditions. For intersections, LOS is based on the average delay experienced by all traffic using the intersection during the busiest (peak) 15- minute period. LOS A through LOS D are considered acceptable. Each of the aforementioned scenarios was analyzed during the weekday AM and PM peak hours. Given the existing settings, cycle lengths, splits, and offsets were maintained in the existing scenario. In the future no-build and build scenarios, cycle lengths, splits, and offsets were optimized to reflect a best case timing scenario for a coordinated signal system. The results are presented in the following summaries and on figures as follows:  Figure 11 – Existing Level of Service  Figure 12 – 2014 No Build Level of Service  Figure 13 - 2014 Build Level of Service Supporting calculations are presented in the Appendix. FIGURE 11 THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. Eagle Harbor Tract 8 Isle of Wight County, Virginia Existing (2012) Level of Service D (D) D (C) C (F) North Not To Scale Legend X (X) -Existing Laneage -Unsignalized Intersection -AM (PM)Peak Hour LOS -AM (PM)Peak Hour Signalized Intersection LOSX(X) FIGURE 12 THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. Eagle Harbor Tract 8 Isle of Wight County, Virginia Future (2014) No Build Level of Service Legend X (X) -Existing Laneage -Unsignalized Intersection -AM (PM)Peak Hour LOS -AM (PM)Peak Hour Signalized Intersection LOSX(X) D (C) C (C) B (C) North Not To Scale FIGURE 13 THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. Eagle Harbor Tract 8 Isle of Wight County, Virginia Future (2014) Build-Out Level of Service Legend D (E) D (E) B (E) X (X) -Existing Laneage -Recommended Laneage -AM (PM)Peak Hour LOS -AM (PM)Peak Hour Signalized Intersection LOSX(X) North Not To Scale See Inset Inset Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 28 of 45 8.1 Carrollton Boulevard/Northgate Drive This unsignalized intersection currently provides the following laneage:  Carrollton Boulevard (northbound)—one exclusive left-turn lane, two exclusive through lanes, and one exclusive right-turn lane  Carrollton Boulevard (southbound)— one exclusive left-turn lane, two exclusive through lanes, and one exclusive right-turn lane  Northgate Drive (eastbound)—one shared left-turn and through lane and one exclusive right-turn lane  Northgate Drive (westbound)—one shared left-turn, through and right-turn lane The existing Carrollton Boulevard/Northgate Drive intersection operates at overall LOS A with the vast majority of traffic on the uncontrolled northbound and southbound through movements. It is important to note, however, that minor side street traffic can experience relatively high periods of delay during the PM peak hour resulting in a LOS F operational condition. This is primarily due to the heavy mainline through movements during the PM peak hour which provide very few gaps for minor street traffic to make a left-turn under unsignalized control. With the increment of background traffic growth and traffic associated with previously approved developments, the overall intersection is expected to deteriorate to LOS B during the PM peak hour with a substantial increase in delay for the eastbound minor street approach. This again reflects the inability of minor street traffic to find acceptable gaps in mainline traffic to make a turning movement from Northgate Drive. Under 2014 build conditions the unsignalized intersection is expected to encounter overall LOS B during the AM peak hour and LOS C during the PM peak hour. During the AM peak hour the southbound Northgate Drive left-turn movement is anticipated to encounter LOS E, while during the PM peak hour the same movement will encounter LOS F with potentially significant periods of delay. As with existing and no-build conditions this is primarily the result of limited gaps in approaching traffic traveling southbound along Carrollton Boulevard. However, these notable periods of delay are primarily confined to the AM and PM peak periods. Due to the relatively low volumes of traffic for the Northgate Drive approach to the intersection throughout the course of the day, a traffic signal is not recommended at this time. As additional development occurs and should side street traffic increase over the course of the day creating additional periods of demand, signalization of the intersection should be given further consideration. Table 4 shows levels of service and delay for the intersection under existing 2012, 2014 no build, and 2014 build-out conditions. Detailed level of service calculations are provided in the Appendix. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 29 of 45 Table 4 – Carrollton Boulevard/Northgate Drive Intersection LOS Scenario Overall LOS Level of Service per Movement by Approach (Delay in sec/veh) Eastbound Westbound Northbound Southbound LT/TH RT LT/TH/RT LT TH RT LT TH RT AM Peak Hour 2012 Existing A (0.8) C (24.8) B (10.5) A* (0.0) A (8.9) A (0.0) A* (0.0) B (12.5) A (0.0) A (0.0) 2014 No Build A (0.7) D (28.0) B (10.8) A* (0.0) A (9.2) A (0.0) A* (0.0) B (13.6) A (0.0) A (0.0) 2014 Build A (1.4) E (35.5) B (11.7) A* (0.0) A (9.6) A (0.0) A* (0.0) B (13.6) A (0.0) A (0.0) PM Peak Hour 2012 Existing A (1.5) F (267.5) C (17.8) A* (0.0) C (15.9) A (0.0) A* (0.0) A* (0.0) A (0.0) A (0.0) 2014 No Build A (3.0) F (> 300) C (21.3) A* (0.0) C (19.7) A (0.0) A* (0.0) A* (0.0) A (0.0) A (0.0) 2014 Build C (9.7) F (>300) E (45.3) A* (0.0) E (39.1) A (0.0) A* (0.0) A* (0.0) A (3.0) A (0.1) Source: Kimley-Horn and Associates, Inc. *Westbound movement had 0 volume during peak hour. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 30 of 45 8.2 Carrollton Boulevard/Smith’s Neck Road This signalized intersection currently provides the following laneage:  Carrollton Boulevard (northbound) – one exclusive left-turn lane, two exclusive through lanes, and one exclusive right-turn lane  Carrollton Boulevard (southbound) – one exclusive left-turn lane, two exclusive through lanes, and one exclusive right-turn lane  Smith’s Neck Road (eastbound) – one exclusive left-turn lane, one shared through and left- turn lane, and one exclusive right-turn lane  Site Driveway (westbound) – one shared through/left-turn lane and one exclusive right-turn lane Under existing conditions, this intersection functions at an overall LOS D in both the AM and PM peaks. The highest delays are encountered by the minor street approaches and major street turning movements with at least one failing movement on each approach during the PM peak hour. With optimized signal timings under future 2014 no build conditions, operations are expected to improve slightly during the PM peak hour with overall LOS improving from LOS D to C due to increased green time for the extremely heavy mainline through volumes. Minor street delays generally increase due to the increased through volumes associated with the anticipated background growth. It is important to note that while an overall LOS C can be achieved under PM peak hour conditions by assigning the vast majority of green time to the heavy through movement, the intersection is at a volume-to-capacity ratio of 0.95 which indicates that any additional increase in traffic will likely cause the intersection to fail completely. With the addition of traffic associated with the Eagle Harbor Tract 8 development, the intersection improves to LOS C during the AM peak hour but experiences a modest increase in delay during the PM peak hour and dropping to LOS E. It should be noted, however, that because of projected background traffic growth stemming from planned or approved developments in the area the Carrollton Boulevard through movements are very near capacity. Therefore, even the relatively small increase in traffic associated with the Eagle Harbor Tract 8 Development results in a deceptively notable increase in delay. For example, the Eagle Harbor Tract 8 Development results in an additional 200 vehicles entering the intersection during the peak hour. This is a relatively minute increase (approximately 5%) when compared to the total of over 3,700 vehicles entering the intersection during the PM peak under no-build conditions. Therefore the relatively large increases in delay when comparing the no-build results to the build scenario are a function of an incremental increase in traffic pushing the intersection over capacity which causes delay to increase exponentially. During the development of this TIA, VDOT indicated that an operational and safety study of the corridor had been completed. The results of the study recommended the consideration of installing flashing yellow arrow left-turn signals to better accommodate mainline left-turns, specifically the ability to allow protected-permissive left-turn operations at key signalized intersections along the Carrollton Boulevard corridor including at the Smith’s Neck Road intersection. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 31 of 45 As a part of the TIA review and response process with Kimley-Horn, VDOT requested that a LOS comparison be included with this revised TIA to assess the impacts of installing flashing yellow arrows for mainline left-turns at the Carrollton Boulevard/Smith’s Neck Road intersection versus a dual-left turn lane improvement for the northbound Carrollton Boulevard approach. To address this request, the signal at the Carrollton Boulevard/Smith’s Neck Road intersection was analyzed under protected/permissive operations using the “Dallas Protected/Permissive” function of Synchro. This left-turn treatment was used in Synchro to model the ability of the flashing yellow left-turn to operate in a lead/lag configuration without creating a yellow trap situation. Under the flashing yellow arrow protected/permissive operations scenario, the intersection sustains LOS D during the AM peak hour and LOS E during the PM peak hour. During the AM peak hour, LOS for the eastbound and westbound approaches of Smith’s Neck Road to the Carrollton Boulevard intersection remain about the same. However, the northbound and southbound left-turn movements experience notable improvements in operational LOS. During the PM peak hour, LOS for the eastbound approach is expected to encounter a reduction in LOS, however the westbound approach of Smith’s Neck Road remains approximately same. The southbound left-turn movement under protected/permissive operations improves significantly while the northbound left-turn movement experiences a notable degradation in operational LOS when compared to the dual left- turn lane scenario. However, this reduction in LOS for the northbound left is offset by the favorable improvement in LOS for the southbound through movement, a significant volume of traffic being processed by the signalized intersection during this time of the day. The reallocation of a portion of the green time previously assigned to the northbound left-turn phase under protected only operations, back to the southbound mainline as a result of providing a protected/permissive operation is beneficial to mainline progression and general mainline operations. In addition to the potential for improving southbound mainline progression during the PM peak hour it is also anticipated that the provision of protected/permissive operations will mitigate delay for exclusive left-turn movements during off-peak operations. This will further enhance the overall operational efficiency of the signalized intersection throughout the course of the day. Table 5 shows levels of service and delay for the intersection under existing 2012, 2014 no build, and 2014 build-out conditions. Table 6 shows levels of service and delay for the intersection under 2014 build-out conditions with the inclusion of flashing yellow treatment for the northbound and southbound left-turn movements. Detailed level of service calculations are provided in the Appendix. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 32 of 45 Table 5 – Carrollton Boulevard/Smith’s Neck Road Intersection LOS Scenario Overall LOS Level of Service per Movement by Approach (Delay in sec/veh) Eastbound Westbound Northbound Southbound LT TH RT LT/TH RT LT TH RT LT TH RT AM Peak Hour 2012 Existing D (36.8) D (48.9) D (49.0) C (31.4) D (53.6) D (51.3) E (55.5) D (35.2) B (19.4) E (59.0) C (22.5) C (26.9) 2014 No Build D (37.3) E (64.3) E (66.0) D (40.2) E (66.7) E (64.1) E (73.8) C (31.0) B (17.0) F (99.7) B (17.6) A (3.3) 2014 Build D (39.1) E (65.4) E (67.0) D (38.6) E (66.7) E (64.1) E (61.0) C (33.3) B (18.1) F (102.3) B (19.8) A (2.7) PM Peak Hour 2012 Existing D (38.7) E (60.0) E (60.5) D (50.3) E (63.8) D (55.0) E (75.2) B (17.3) B (13.7) F (87.6) D (35.5) D (35.4) 2014 No Build C (33.3) F (107.8) F (110.7) E (62.8) F (100.6) E (66.4) F (104.1) B (13.7) B (10.1) F (88.8) C (21.7) A (9.0) 2014 Build E (67.6) F (98.3) F (96.3) E (57.9) F (85.3) E (66.7) E (78.7) B (14.6) B (11.3) E (56.9) F (101.4) A (1.2) Source: Kimley-Horn and Associates, Inc. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 33 of 45 Table 6 – Carrollton Boulevard/Smith’s Neck Road Intersection LOS with Flashing Yellow Left-turn Treatments Scenario Overall LOS Level of Service per Movement by Approach (Delay in sec/veh) Eastbound Westbound Northbound Southbound LT TH RT LT/TH RT LT TH RT LT TH RT AM Peak Hour 2014 Build w/ Flashing Yellow D (38.9) E (71.6) E (73.6) D (39.6) E (66.7) E (64.1) B (17.5) C (31.7) B (17.3) B (13.4) B (17.1) B (12.6) PM Peak Hour 2014 Build w/ Flashing Yellow E (71.8) F (194.2) F (188.7) E (61.9) F (85.3) E (66.7) F (138.7) B (12.4) A (9.6) A (7.7) F (85.8) A (6.7) Source: Kimley-Horn and Associates, Inc. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 34 of 45 8.3 Carrollton Blvd/Eagle Harbor Pkwy/King’s Crossing Way This signalized intersection currently provides the following laneage:  Carrollton Boulevard (northbound) – one exclusive left-turn lane, two exclusive through lanes, and one exclusive right-turn lane  Carrollton Boulevard (southbound) – one exclusive left-turn lane, two exclusive through lanes, and one exclusive right-turn lane  Eagle Harbor Parkway (eastbound) – one shared left-turn/through lane and one exclusive right-turn lane  King’s Crossing Way (westbound) – one shared left-turn/through lane and one exclusive right-turn lane Under existing conditions, this intersection functions at an overall LOS D in the AM peak and a LOS C during the PM peak hour. Under both peak periods, the northbound left-turn movement experiences a LOS E and both minor street lefts experience LOS D during the AM peak hour and LOS E under PM peak hour conditions. With optimized signal timings under future 2014 no build conditions, operations are expected to improve slightly during the AM peak hour with overall LOS improving from LOS D to C due to increased green time for the extremely heavy through movement volumes. Minor street delays generally increase due to the increased mainline volumes associated with the background growth with numerous movements throughout the intersection deteriorating to LOS F. It is important to note that while an overall LOS C can be achieved under PM peak hour conditions by assigning the vast majority of green time to the heavy through movement, six turning movements are failing and the intersection is experiencing a high volume-to- capacity ratio of 0.93. This indicates that any additional increase in traffic will likely cause the intersection to fail completely. With the addition of traffic associated with the Eagle Harbor Tract 8 development, the intersection experiences a modest increase in delay during the AM peak hour but a more substantial increase in delay during the PM peak hour. It should be noted, however, that because the Carrollton Boulevard through movements are very near capacity, the relatively small increase in traffic from the Eagle Harbor Tract 8 Development results in a deceptively large increase in delay. For example, the Eagle Harbor Tract 8 Development results in an additional 200 vehicles entering the intersection during the peak hour. This is a relatively minute increase (approximately 5%) when compared to the total of approximately 3,700 vehicles entering the intersection during the PM peak under no-build conditions. Therefore the relatively large increases in delay when comparing the no-build results to the build scenario are a function of an incremental increase in traffic pushing the intersection over capacity which causes delay to increase exponentially. Table 7 shows levels of service and delay for the intersection under existing 2012, 2014 no build, and 2014 build-out conditions. Detailed level of service calculations are provided in the Appendix. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 35 of 45 Table 7 – Carrollton Boulevard/Eagle Harbor Parkway/King’s Crossing LOS Scenario Overall LOS Level of Service per Movement by Approach (Delay in sec/veh) Eastbound Westbound Northbound Southbound LT/TH RT LT/TH RT LT TH RT LT TH RT AM Peak Hour 2012 Existing D (53.1) D (54.0) D (43.4) D (54.1) D (51.1) E (66.4) E (62.9) B (17.3) D (52.9) B (17.1) C (20.2) 2014 No Build C (31.5) E (73.0) E (56.4) E (70.0) E (65.1) F (82.8) C (34.5) A (5.4) F (80.8) A (7.7) A (5.5) 2014 Build D (35.9) E (67.7) E (55.4) E (70.0) E (65.1) E (74.2) D (41.7) A (7.5) F (98.6) A (6.0) A (2.0) PM Peak Hour 2012 Existing C (23.1) E (61.1) D (54.4) E (61.5) E (58.5) E (71.2) A (8.8) A (2.8) D (51.1) C (26.3) A (7.3) 2014 No Build C (21.5) F (86.4) E (65.4) E (72.9) E (68.6) F (95.1) A (8.2) A (2.4) F (86.5) C (22.7) A (1.1) 2014 Build E (70.4) F (83.9) E (65.8) E (78.0) E (69.9) F (84.4) A (8.0) A (5.1) D (49.5) F (100.4) A (1.1) Source: Kimley-Horn and Associates, Inc. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 36 of 45 8.4 Carrollton Blvd/Whippingham Pkwy/Harbor Point Lane This signalized intersection currently provides the following laneage:  Carrollton Boulevard (northbound) – one exclusive left-turn lane, two exclusive through lanes, and one exclusive right-turn lane  Carrollton Boulevard (southbound) – one exclusive left-turn lane, two exclusive through lanes, and one exclusive right-turn lane  Harbor Point Lane (eastbound) – one shared left-turn/through lane and one exclusive right- turn lane  Whippingham Parkway (westbound) – one shared left-turn/through lane and one exclusive right-turn lane Under existing conditions, this intersection functions at an overall LOS C in the AM peak and at LOS F in the PM Peak. The intersection experiences failing turning movements under both scenarios, with the southbound through operating at LOS F with 238 seconds of delay in the PM peak. With optimized signal timings under future 2014 no build conditions, operations are expected to improve slightly during both peak periods with overall LOS improving from LOS C to B and from F to C under the AM and PM peak hours, respectively. This improvement can be attributed to a longer cycle length with a greater proportion of green time allocated to the extremely heavy through movements. It is again important to note that while an overall LOS C can be achieved under PM peak hour conditions by assigning the vast majority of green time to the heavy through movement, six turning movements are at LOS E or failing and the intersection is at a volume-to- capacity ratio of 0.94 which indicates that any additional increase in traffic will likely cause the intersection to fail completely. With the addition of traffic associated with the Eagle Harbor Tract 8 development, the intersection experiences a substantial increase in delay in the PM peak. It should be noted, however, that because the Carrollton Boulevard through movements are very near capacity, the relatively small increase in traffic from the Eagle Harbor Tract 8 Development results in a deceptively large increase in delay. For example, the Eagle Harbor Tract 8 Development results in an additional 200 vehicles entering the intersection during the peak hour. This is a relatively minute increase (approximately 5%) when compared to the total of approximately 3,700 vehicles entering the intersection during the PM peak under no-build conditions. Therefore, the relatively large increases in delay when comparing the no-build results to the build scenario are a function of an incremental increase in traffic pushing the intersection over capacity which causes delay to increase exponentially. It should be noted that with the proposed signal timing improvements and the intersection is expected to operating at LOS E under build conditions which is better than LOS F condition currently experienced during the PM peak hour. Table 8 shows levels of service and delay for the intersection under existing 2012, 2014 no build, and 2014 build-out conditions. Detailed level of service calculations are provided in the Appendix. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 37 of 45 Table 8 – Carrollton Boulevard/Whippingham Parkway/Harbor Point Lane LOS Scenario Overall LOS Level of Service per Movement by Approach (Delay in sec/veh) Eastbound Westbound Northbound Southbound LT/TH RT LT/TH RT LT TH RT LT TH RT AM Peak Hour 2012 Existing C (21.4) E (57.3) D (52.2 D (53.8) D (51.3) F (87.7) C (22.0) A (1.6) E (64.5) A (8.0) A (6.6) 2014 No Build B (10.9) E (71.4) E (64.9) E (67.8) E (63.9) F (87.0) A (8.5) A (1.7) E (79.5) A (6.7) A (5.3) 2014 Build B (15.5) E (71.4) E (64.9) E (67.8) E (63.9) E (61.1) B (14.7) A (5.0) E (79.5) A (6.9) A (5.4) PM Peak Hour 2012 Existing F (157.4) C (27.8) C (27.4) C (30.4) C (28.2) D (36.9) C (22.4) C (22.4) C (33.3) F (238.6) B (10.7) 2014 No Build C (33.4) E (69.7) E (68.0) E (76.0) E (68.4) E (79.1) A (6.8) A (2.0) E (78.7) D (42.2) A (6.3) 2014 Build E (79.4) E (70.8) E (69.3) E (73.5) E (68.4) E (69.1) A (3.5) A (0.3) F (89.6) F (113.4) A (5.9) Source: Kimley-Horn and Associates, Inc. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 38 of 45 8.5 Northgate Drive/Bridgewater Driveway/Proposed Site Driveway A The unsignalized intersection currently provides the following laneage:  Bridgewater Access Driveway (northbound) – one shared left-turn, through, and right-turn lane  Northgate Drive (eastbound) – one shared through and right-turn lane  Northgate Drive (westbound) – one shared left-turn and through lane Under existing conditions, this intersection functions at an overall LOS A in both the AM and PM peaks. Since there is no change in traffic volumes under 2014 no build conditions, operations are expected to remain unchanged from the existing scenario at LOS A for all movements. Site Driveway A is a proposed access driveway to the Eagle Harbor Tract 8 development and will intersect Northgate Drive across from the existing Bridgewater access driveway to create a four- way intersection and provide full access to the proposed development. The proposed intersection will be stop-controlled for the northbound and southbound approaches to Northgate Drive. Under 2014 build conditions, the critical movements at this intersection (i.e., minor street approaches) experience very minimal delay and are expected to operate at LOS A under 2014 conditions. Table 9 shows levels of service and delay for the intersection under 2012 existing, 2014 no build, and 2014 build-out conditions. Detailed level of service calculations are provided in the Appendix. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 39 of 45 Table 9 –Northgate Drive/Bridgewater Driveway/Proposed Site Driveway A LOS Scenario Overall LOS Level of Service per Movement by Approach (Delay in sec/veh) Eastbound Westbound Northbound Southbound LT/TH/RT LT/TH/RT LT/TH/RT LT/TH/RT AM Peak Hour 2012 Existing A (4.7) A (0.0) A (3.0) A (8.5) -- 2014 No Build A (4.7) A (0.0) A (3.0) A (8.5) -- 2014 Build B (4.8) A (0.0) A (3.0) A (8.5) A (9.5) PM Peak Hour 2012 Existing A (4.2) A (0.0) A (4.4) A (8.4) -- 2014 No Build A (4.2) A (0.0) A (4.4) A (8.4) -- 2014 Build A (5.1) A (0.0) A (4.4) A (8.4) B (10.6) Source: Kimley-Horn and Associates, Inc. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 40 of 45 8.6 Carrollton Boulevard/Proposed RI/RO Driveway B Site Driveway B is a proposed access driveway to the Eagle Harbor Tract 8 development and will intersect Carrollton Boulevard to provide right-in/right-out (RI/RO) access. The proposed intersection should provide the following laneage:  Carrollton Boulevard (southbound) – two exclusive through lanes and one exclusive right- turn lane  Site Driveway B (eastbound) – one exclusive right-turn lane The proposed intersection will be stop-controlled for the eastbound approach to Carrollton Boulevard. Under stop control this intersection’s critical movement (i.e., the minor street approach) is expected to operate acceptably at LOS B or better under both peak period conditions. Table 10 shows levels of service and delay for the intersection under 2014 build-out conditions. Detailed level of service calculations are provided in the Appendix. Table 10 – Carrollton Boulevard/Proposed RI/RO Driveway B LOS Scenario Overall LOS Level of Service per Movement by Approach (Delay in sec/veh) Eastbound Southbound RT RT AM Peak Hour 2014 Build A (0.1) A (8.8) A (0.0) PM Peak Hour 2014 Build A (0.2) B (13.0) A (0.0) Source: Kimley-Horn and Associates, Inc. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 41 of 45 8.7 Smith’s Neck Road/Proposed RI/RO Driveway C Site Driveway C is a proposed access driveway to the Eagle Harbor Tract 8 development and will intersect Smith’s Neck Road to provide right-in/right-out access. The proposed intersection should provide the following laneage:  Site Driveway C (northbound) – one exclusive right-turn lane  Smith’s Neck Road (eastbound) – one exclusive left-turn lane, one shared left-turn/through lane and one exclusive right-turn lane The proposed intersection would be stop-controlled for the eastbound approach to Carrollton Boulevard. Under stop control this intersection’s critical movement (i.e., the minor street approach) is expected to operate acceptably at LOS B or better under both peak period conditions. Table 11 shows levels of service and delay for the intersection under 2014 build-out conditions. Detailed level of service calculations are provided in the Appendix. Table 11 – Smith’s Neck Road/Proposed RI/RO Driveway C LOS Scenario Overall LOS Level of Service per Movement by Approach (Delay in sec/veh) Northbound Eastbound RT RT AM Peak Hour 2014 Build A (0.7) B (11.8) A (0.0) PM Peak Hour 2014 Build A (0.7) A (10.0) A (0.0) Source: Kimley-Horn and Associates, Inc. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 42 of 45 9.0 Conclusions and Recommendations This TIA examines the traffic impacts associated with the Eagle Harbor Tract 8 development. The + 15 acre site is currently zoned Conditional-General Commercial and will be rezoned to facilitate the proposed development. Three access points to the site are proposed, one each along Carrollton Boulevard, Smith’s Neck Road, and Northgate Drive. It is anticipated that build-out of the proposed development will occur no earlier than 2014 (i.e., two years). The proposed rezoning of the Eagle Harbor Tract 8 development will result in a significant reduction in daily traffic volumes when compared to those volumes originally anticipated to occur for the approved development under its current zoning. Not only will there be a reduction in daily traffic volumes there will also be a reduction PM peak hour traffic. Although AM peak hour traffic volumes are marginally higher as a result of the rezoning (primarily due to the introduction of the residential land use versus the retail-only land use) there is a negligible impact to study area intersection operations. These complimentary land uses also create more of a balanced traffic demand on the roadway network system. These complimentary land uses also create more of a balanced traffic demand on the roadway network system. This TIA has been prepared in coordination with representatives from Isle of Wight County staff. To mitigate any potential operational issues and deteriorations in future LOS as a result of this development, the following recommendations are offered as illustrated in Figure 14: Carrollton Boulevard/Northgate Drive Due to only a modest increase in peak hour traffic volumes as well as only modest increases in traffic volumes anticipated throughout the course of the day in comparison to existing conditions, it is recommended that the Carrollton Boulevard/Northgate Drive intersection remain unsignalized at this time.  Northbound Carrollton Boulevard o No change to existing geometry on this approach  Southbound Carrollton Boulevard o No change to existing geometry on this approach  Eastbound Northgate Drive o No change to existing geometry on this approach  Westbound Northgate Drive o No change to existing geometry on this approach Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 43 of 45 Carrollton Boulevard/Smith’s Neck Road  Traffic signal modification o The traffic signal equipment and relevant signal timing plans should be upgraded/modified based on the comparative LOS analysis results found in this TIA and findings from the VDOT study that recommends the installation of flashing yellow arrow signal heads to accommodate protected/permissive operations for exclusive left-turn lanes at key signalized intersections along the corridor.  Traffic signal phasing and timing plans should be optimized to accommodate peak hour/off-peak traffic volumes along Carrollton Boulevard.  Signal coordination improvements should facilitate the progression of traffic along Carrollton Boulevard. o Based on the VDOT review and recommendation of the flashing yellow arrows to accommodate protected/permissive operations it is concluded that VDOT will be responsible for the acquisition and installation of the necessary traffic signal equipment and the upgrading of all applicable signal timing plans. This is assumed since the proposed improvements will be necessary at multiple intersections and thus beyond the scope of responsibility for the Eagle Harbor Tract 8 development. o Additionally, it is assumed that VDOT has conducted all relevant analyses to confirm the safety of protected/permissive operations at this intersection and other signalized intersections along the Carrollton Boulevard corridor where the flashing yellow arrow improvement is being proposed or planned for implementation.  Northbound Carrollton Boulevard o No change to existing geometry on this approach  Southbound Carrollton Boulevard o No change to existing geometry on this approach  Eastbound Smith’s Neck Road o No change to existing geometry on this approach  Westbound Smith’s Neck Road o No change to existing geometry on this approach Northgate Drive/Bridgewater Access Driveway/Site Driveway A  Northbound Bridgewater at Eagle Harbor Access Driveway o No change to existing geometry on this approach  Southbound Site Driveway A o Construct one inbound receiving lane 16 feet in width and one outbound lane 14 feet in width. Eagle Harbor Tract 8 TIA November 2012/ Revised March 2013 Page 44 of 45 o Configure outbound laneage to reflect one shared left-turn/through/right-turn lane o Provide STOP control o Align approach with existing driveway serving Bridgewater at Eagle Harbor development  Eastbound Northgate Drive o No change to existing geometry on this approach  Westbound Northgate Drive o Extend the existing outside merge lane approximately 150 feet to become an exclusive right-turn lane at the proposed intersection Carrollton Boulevard/Proposed RI/RO Driveway B  Northbound Carrollton Boulevard o No change to existing geometry on this approach.  Southbound Carrollton Boulevard o Construct one exclusive right-turn lane with 200 feet of storage and a 150 foot taper.  Eastbound Proposed RI/RO Driveway B o Construct one inbound receiving lane 16 feet in width and one outbound lane 14 feet in width. o Provide STOP control on outbound (driveway) approach o Curb radii through the channelized section should be a minimum of 50 feet o Provide raised concrete island to delineate right-in and right-out movements Smith’s Neck Road/Proposed RI/RO Driveway C  With the construction of the proposed RI/RO Driveway C, extend the existing concrete median along Smith’s Neck Road approximately 100 feet to the west of its current location. This will discourage the right-out and U-turn movement traffic is currently making as it exits the adjacent Eagle Harbor Shopping Center.  Eastbound Smith’s Neck Road o No change to existing geometry on this approach.  Westbound Smith’s Neck Road o No change to existing geometry on this approach.  Northbound Proposed RI/RO Driveway C o Construct one inbound receiving lane 16 feet in width and one outbound lane 14 feet in width. o Configure outbound laneage to reflect right-turn only o Provide STOP control on outbound (driveway) approach FIGURE 14Recommended Laneage THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THESPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC. Legend -Existing Laneage -Recommended Laneage -Unsignalized Intersection -Signalized Intersection -Turn-Lane Storage Bay LengthXXX’ Eagle Harbor Tract 8 Isle of Wight County, Virginia North Not To Scale Su i t e 3 0 0 50 1 I n d e p e n d e n c e P a r k w a y Ch e s a p e a k e , V i r g i n i a 2 3 3 2 0 Te l : ( 7 5 7 ) 5 4 8 - 7 3 0 0 Fa x : ( 7 5 7 ) 5 4 8 - 7 3 0 1 VI R G I N I A EA G L E H A R B O R TR A C T 8 CA R R O L L T O N RO A D W A Y I M P R O V E M E N T S AN D S U B D I V I S I O N P L A N 1 U. S . R O U T E 1 7 & S T A T E R O U T E 6 6 9 N O R T H NOTE: ISLE OF WIGHT COUNTY APPLICATION FOR CONDITIONAL REZONING FOR EAGLE HARBOR APARTMENTS TRACT 8 PREPARED BY Timmons Group PREPARED FOR BREEDEN INVESTMENT PROPERTIES, INC. DATE DECEMBER 3, 2012 REVISED FEBRUARY 19, 2013 REVISED - (UPDATED APPENDIX H & I) JUNE 10, 2013 CONDITIONAL REZONING APPLICATION FOR EAGLE HARBOR APARTMENTS TRACT 8 TABLE OF CONTENTS COVER LETTER I. NARRATIVE DESCRIPTION OF PROPERTY…………………………………………. PAGE 1 II. COMMUNITY IMPACT ASSESSMENT A. BACKGROUND AND SITE ASSESSMENT………………………………….. PAGE 2 B. IMPACT ANALYSIS OF CHANGES IN LAND USE ON SURROUNDING PROPERTY……………………………………….. PAGE 2 C. ENVIRONMENTAL ASSESSMENT…………………………………………... PAGE 3 D. WATER QUALITY IMPACT ASSESSMENT…………………………………. PAGE 3 E. PUBLIC FACILITIES REPORT………………………………………………... PAGE 4 F. TRAFFIC IMPACT ANALYSIS………………………………………………... PAGE 5 G. FISCAL IMPACT ANALYSIS………………………………………………….. PAGE 5 H. ANALYSIS OF EMPLOYMENT OPPORTUNITIES GENERATED…………. PAGE 5 I. BIKEWAYS AND PATHWAYS ASSESSMENT……………………………… PAGE 5 APPENDIX A – DEED, PLAT OF PROPERTY, SCHEMATIC LAYOUT APPENDIX B – WATER QUALITY IMPACT ASSESSMENT APPENDIX C – BACKGROUND SITE ASSESSMENT APPENDIX D – COMMUNITY IMPACT ASSESSMENT MAPS APPENDIX E – VEGETATION ANALYSIS APPENDIX F – DOMINION ELECTRIC TRANSMISSION LINES RIGHT-OF-WAY ENCROACHMENTS APPENDIX G – USACOE WETLAND IMPACT PERMIT AND WETLAND IMPACT MAPPING APPENDIX H – FISCAL IMPACT ANALYSIS (PREPARED BY THE WESSEX GROUP LTD.) APPENDIX I – COUNTY OF ISLE OF WIGHT PROFFER STATEMENT 1 | Page I. NARRATIVE DESCRIPTION OF PROPERTY The property to be rezoned is Tax Parcel Identification Number 34-01-003V (IN PART). Please refer to Appendix A for a copy of the deed for this property. The entirety of the parcel is zoned Conditional – General Commercial (C-GC). 15.80 acres are to be rezoned from C-GC to C-PD-R to accommodate the proposed multifamily use. The property to be rezoned is bound to the north by a 130’ Dominion Virginia Power right-of-way easement. To the south, the property is bound by Carrollton Boulevard (Route 17/32/258), a commercial development, and an undeveloped parcel. To the east, the property is bound by Smiths Neck Road (State Route 669) and the Eagle Harbor Shopping Center. To the west, the property is bound by Northgate Lane and the Bridgewater at Eagle Harbor Condominiums. The subject property itself is currently a wooded, relatively flat site with slopes generally between 0.5-2%. The majority of the site appears to drain to an existing 18” culvert at the approximate midpoint of the southern parcel boundary line, underneath Route 17, and ultimately to the floodplain to the south. The site contains wetlands, but is not located in a floodplain and does not contain a documented Resource Protection Area (RPA). 2 | Page II. COMMUNITY IMPACT ASSESSMENT A. Background Site Assessment Due to the level of detail in the Background Site Assessment that document has been provided as Appendix C of the rezoning binder. B. Impact Analysis of Change in Land use on Surrounding Properties The following is a summary of the impacts that the change in land use will have on adjacent properties. Various items of concern have been focused on in the text that follows; however, in general the land use change from GC to PD-R will have minimal if not less impact on the surrounding properties than by-right construction. Aesthetics - The change in zoning from GC to the proposed PD-R and the subsequent development of a multifamily project will not adversely affect the aesthetics of the area as the proposed product will be visually compatible with nearby multifamily residential developments. The proposed multifamily project will meet the open space, recreational space, and landscape requirements as required in the zoning ordinance. Vegetation - The existing site is almost entirely vegetated. The proposed development will preserve to the extent practical the existing vegetation located in the setbacks, including the 50’ front yard setback adjacent to Smiths Neck Road and the 50’ visual buffer adjacent to US Route 17 and 258. In areas where disturbance occurs in the setbacks and in the internal areas of the site, landscaping will be designed and installed per county requirements. An existing vegetation report has been completed and can be found in Appendix E. Stormwater - The impact on stormwater runoff should be minimal as water quality will be treated using Best Management Practice facilities. The BMP design will be compliant with state and local standards for quantity and quality management. Furthermore, a Water Quality Impact Assessment has been completed and is attached as Appendix B of the rezoning binder. During construction activities, soil erosion will be managed with the use of erosion control practices per state and local standards. These erosion control measures include but are not limited to: sediment traps, sediment basins, diversions, dust control, silt fence, construction entrances, temporary seeding, and other measures of temporary soil stabilization as shown on the E&S plans. In general, a commercial development typical of the existing GC zoning would have a greater impact on the stormwater quality than the proposed PD- R zoning. The residential use will result in less impervious area to ultimately be constructed on the subject property. 3 | Page Noise, Air, and Light - Noise, air and light impacts will have minimal bearing on surrounding properties. Considering the existing ambient noise level from Route 17 (posted speed limit of 45 mph) and the fact that construction will generally occur during daytime business hours, the resulting noise pollution should have a nominal impact on nearby residents. Air quality impacts resulting from construction activities can be reduced through the utilization of the standard erosion control practices mentioned above, specifically dust control. These will help to prevent airborne transport of dust and sediment. A Stormwater Pollution Prevention Plan will be developed prior to filing for the VPDES permit for construction activities. This SWPPP plan will also address reduction of construction pollution on the surrounding land. Once the construction is completed the air quality impact should be no greater impact than the existing commercial zoning would allow. The impact of light pollution should be less than or equal to lighting that would result from development under the existing zoning as well. The site will have lighting as required by code for life, health, and safety purposes. The residential use will typically generate a more passive lighting program than a commercial site. As such, the potential for light trespass onto adjacent property should be reduced with the change in zoning. The required buffers along the adjacent roadways will help prevent site lighting from affecting motorists, as landscaping will provide a visual barrier. Water Pollution - Pollution of natural water resources, groundwater, and potable water supply would be of minimal impact as any stormwater will be treated for water quality before it is discharged back into the environment. This should contribute to no net increase of pollution to the tributary system, ground water, and potable water supply. As mentioned above, the reduction in impervious area afforded by the residential use should permit less water pollution than the current GC zoning. Furthermore, the public water supply infrastructure will be protected from contamination by the installation of backflow prevention devices at all building locations, irrigation meters, yard hydrants, and other proposed points of domestic water service. C. Environmental Assessment The proposed development is anticipated to impact approximately 5.6 acres of non-tidal wetlands on Tract 8. These anticipated impacts are covered under an active permit issued by the USACOE. Please refer to Appendix G for permit documentation and mapping of the impacted wetlands. D. Water Quality Impact Assessment A WQIA has been completed, as required, for this rezoning. It can be found as Appendix B of the rezoning binder. 4 | Page E. Public Facilities Report Many of the public facilities in this area have been upgraded or added in the recent past. As such, the property is positioned well for the proposed development. In the succeeding paragraphs, the particular items of concern are discussed. Sanitary Sewer –The rezoning layout proposes approximately 208 dwelling units on the subject property. As such, 208 dwellings would result in a peak sewer demand of 112 gpm based HRSD standards (2.5 peaking factor, 310 gpd/unit). Per design plans by Kimley-Horn and dated 7/10/2002, there is a 16” sanitary force main on-site and running parallel to Route 17. County GIS mapping indicates that there is an 8”-10” ductile iron gravity sewer pipe flowing southeast-to-northwest underneath Northgate Drive to the west of the subject site. The proposed project is expected to connect to this gravity sewer, which is approximately 12’-14’ deep. Water – In 2006 R. Stuart Royer and Associates, Inc. prepared a Master Water and Sewer Plan for Isle of Wight County. Maps from the Master Plan show a 1,000,000 Gallon Water Tank within 2 miles of the site. County GIS data indicates a 16” waterline on-site and running parallel to Route 17. Adequacy will be proven during site design once flow test data has been provided and onsite water models are complete. Drainage – Stormwater drainage for the site is collected and conveyed via curb and gutter inlets and storm sewer systems. The stormwater runoff enters into a stormwater system designed per local and state regulations governing pipe capacity, maximum velocity, and storm sewer hydraulics. The water will be treated for quality in a retention BMP that complies with local and state regulations. The water will then be discharged into adequate outfall receiving channels per MS-19 and local programs. Schools - The public schools to serve the property are Carrollton Elementary School, Smithfield Middle School, and Smithfield High School (see map entitled “Isle of Wight Library and School Locations” in Appendix D of the rezoning binder for locations). The multi-family development proposed should be of negligible impact to the existing school infrastructure, as it does not significantly increase the number of dwelling units prescribed in the overall Eagle Harbor Master Plan. Libraries - The public library serving the site is the Carrollton Public Library located adjacent to the Carrollton Elementary School on New Towne Haven Lane (see map entitled “Isle of Wight Library and School Locations” in Appendix D of the rezoning binder for location). Fire and Rescue – The Carrollton Volunteer Fire Department provides fire coverage for the subject site. The Carrollton VFD is located at 15020 Carrollton Boulevard, approximately two miles from the site, and also serves the rescue functions for the northeast portion of the county where the site is located. Additional fire protection is 5 | Page provided by the Smithfield Volunteer Fire Department located approximately seven miles away in the town at 1804 S. Church Street in Smithfield. Smithfield also has a volunteer rescue squad station which is located at 1802A S. Church Street. Please refer to the map entitled “Isle of Wight Fire, Rescue, and Police Locations” in Appendix D. Police – The Isle of Wight County Sheriff’s Office currently provides law enforcement coverage for the area. The Sheriff’s Office is located at 17110 Monument Circle, off Courthouse Parkway (Route 258), approximately 14.5 miles from the subject site. Parks and Recreation - Carrollton Nike Park is located approximately two miles from the project site on Nike Park Road (see map entitled “Isle of Wight Recreation and Park Locations” for location). This site contains softball fields, basketball courts, a children’s playground, senior center, recreation hall, tennis court, soccer, volleyball, picnic tables and shelter, restrooms, fishing pier, and nature and mountain biking trail. The park also contains a skate park with variable hours depending on the time of year. The size and diversity of this park should serve the recreational needs of the proposed development. F. Traffic Impact Analysis A traffic impact analysis has been performed by Kimley-Horne and Associates. Due to the comprehensive details of that analysis, it has been submitted under separate cover to the County. G. Fiscal Impact Analysis A fiscal impact report has been prepared by The Wessex Group, Ltd., and has been included in Appendix H of the rezoning case. H. Analysis of Employment Opportunities An analysis of employment opportunities has been prepared by The Wessex Group, Ltd., and has been included in Appendix H of the rezoning case. I. Bikeways and Pathways Assessment Per the “Isle of Wight County Pedestrian and Bicycle Facilities Master Plan,” high visibility crosswalks, pedestrian signals, and pedestrian lighting are recommended to improve US 17 pedestrian crossings. This includes intersections in the area around Eagle Harbor. Raised crosswalks are recommended with this Master Plan. As such, the proposed rezoning and subsequent multifamily development will comply with local codes and attempt to create a safe, pedestrian friendly neighborhood. APPENDIX A File No: 091039666 BridgeTrust Title Group, formerly Pioneer Title Agent For Fidelity National Title Insurance Company COMMITMENT FOR TITLE INSURANCE SCHEDULE A 1.Commitment Date: July 02, 2012, 8:00 am Issue Date: July 12, 2012, 2:20 pm 2.Policy (or Policies) to be issued:POLICY AMOUNT (a)ALTA OWNER'S POLICY (6-17-06)$1,836,000.00 Proposed Insured:Breeden Investment Properties, Inc. (b)ALTA LOAN POLICY (6-17-06) Proposed Insured: 3.Fee Simple interest in the land described in this Commitment is owned, at the Commitment Date, by Eagle Harbor, L.L.C., a Virginia limited liability company 4.The land referred to in the Commitment is described as follows: See Exhibit "A" attached hereto and made a part hereof Countersigned BridgeTrust Title Group, formerly Pioneer Title One Columbus Center, Suite 400 Virginia Beach, VA 23462 By__________________________ Authorized Signatory ALTA Commitment (6/17/06)This commitment is invalid unless the insuring Provisions and Schedule A and B are attached. Page 1 Copyright 2006-2009 American Land Title Association. All rights reserved. The user of this Form is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. EXHIBIT "A" ALL that certain lot, piece or parcel of land, with improvements thereon and appurtenances thereto belonging, lying and being in Isle of Wight County, Virginia, and being known, numbered and designated as "PARCEL 8, 25.410 ACRES", as shown on that certain plat entitled "SUBDIVISION PLAT OF EAGLE HARBOR PARCEL 8 ISLE OF WIGHT COUNTY, VIRGINIA", which said plat is duly recorded in the Clerk's Office of the Circuit Court of Isle of Wight County, Virginia, in Plat Cabinet 2, Slide 142, Pages 13 and 14. IT BEING part of the same property conveyed to Eagle Harbor, L.L.C., a Virginia limited liability company by deed from Thomas S. Word, Jr. and Russell T. Aaronson, III, Trustees under the Trust Agreement dated May 14, 1970, dated February 20, 2001 and recorded February 23, 2001 as Instrument No. 010809. ALTA Commitment (6/17/06)This commitment is invalid unless the insuring Provisions and Schedule A and B are attached. Page 2 File No: 091039666 Fidelity National Title Insurance Company COMMITMENT FOR TITLE INSURANCE SCHEDULE B - SECTION I REQUIREMENTS Effective Date: July 02, 2012, 8:00am The following requirements must be met: 1.Pay the agreed amounts for the interest in the land and/or according to the mortgage to be insured. 2.Pay us the premium, fees and charges for the policy. 3.Documents satisfactory to us creating the interest in the land and/or the mortgage to be insured must be signed, delivered and recorded: Proper Deed of Bargain and Sale from Eagle Harbor, L.L.C., vesting fee simple title to a. the aforedescribed property in Breeden Investment Properties, Inc. 4.You must tell us in writing the name of anyone not referred to in this Commitment who will get an interest in the land or who will make a loan on the land. We may then make additional requirements or exceptions. Receipt of Owners Affidavit and Agreement.5. Judgments in favor of the United States of America, against the purchaser(s) have been checked. 6. Those found, if any are listed below. Cancellation or release of Deed of Trust executed by Eagle Harbor, LLC to William F. Gieg, 7. Trustee for Horace A. Gray, III, dated February 21, 2001 and recorded in Instrument No. 010000812, securing the principal sum of $2,000,000.00, and interest thereon as to subject property. Deed of Appointment of Substitute Trustee appointing Russell T. Aaronson, III as substitute trustee recorded February 8, 2005 as Instrument No. 050000978. Cancellation or release of the Credit Line Deed of Trust from Eagle Harbor, LLC to Andrew N. 8. Lock and James R. Ferber, Trustees for Monarch Bank, dated March 30, 2012 and recorded March 30, 2012 in Instrument No. 120001446, securing the principal sum of $7,040,000.00. Filing of proper termination statement with respect to Financing Statement No. 12-006 showing 9. Eagle Harbor, LLC as debtor and Monarch Bank as secured party, filed March 30, 2012 in the Office of the Clerk of the Circuit Court, Isle of Wight County, Virginia. Recordation of a new subdivision plat.10. REAL ESTATE TAX INFORMATION Parcel ID:34-01-003V Assessment for 2011/12 ALTA Commitment (6/17/06)This commitment is invalid unless the insuring Provisions and Schedule A and B are attached. Page 3 Land Assessment:$4,288,000.00 Building Assessment:$0.00 Total Assessment:$4,288,000.00 Semi-Annual $14,452.10 Paid thru the second half of the Fiscal Year 2011/12. ALTA Commitment (6/16/06)This commitment is invalid unless the insuring Provisions and Schedule A and B are attached. Page 4 File No: 091039666 Fidelity National Title Insurance Company COMMITMENT FOR TITLE INSURANCE SCHEDULE B - SECTION II EXCEPTIONS Effective Date: July 02, 2012, 8:00am I.Schedule B of the policy or policies to be issued will contain exceptions to the following matters unless the same are disposed of to the satisfaction of the Company: 1.Defects, liens, encumbrances, adverse claims or other matters, if any, created, first appearing in the public records or attaching subsequent to the effective date hereof but prior to the date the proposed Insured acquires for value of record the estate or mortgage thereon covered by this Commitment. Real Estate taxes accruing from the beginning of the first half of the fiscal year 2012/2013, 2. and subsequent semi-annual payments, not yet due and payable. Easement to Virginia Electric and Power Company as recorded in the Clerk's Office of the 3. Circuit Court of Isle of Wight County, Virginia, in Deed Book 137, at page 241. Easements to Virginia Electric and Power Company as recorded in the Clerk's Office of the 4. Circuit Court of Isle of Wight County, Virginia, as Instrument Nos. 02 464. Easement to Virginia Electric and Power Company as recorded in the Clerk's Office of the 5. Circuit Court of Isle of Wight County, Virginia, in Deed Book 143, at page 573. Easements to Columbia Gas Transmission Corporation as recorded in the Clerk's Office of 6. the Circuit Court of Isle of Wight County, Virginia, in Deed Book 207, at page 181; Instrument No. 010806 and Instrument No. 010807. Twenty (20) foot existing Isle of Wight Utility Easement as shown on the plat recorded in 7. Plat Cabinet 2, Slide 98, Pages 9-11. Sixteen (16) foot Private Drainage Easement as shown on the plat recorded in Plat Cabinet 8. 2, Slide 142, Pages 13-14. Existing twenty-five (25) Public Utility Easement as shown on the plat recorded in Plat 9. Cabinet 2, Slide 142, Pages 13-14. Five (5) foot Utility Easement along all side and rear property lines as shown on the plat 10. recorded in Plat Cabinet 2, Slide 142, Pages 13-14. Building setback lines as shown on the recorded plat of the subdivision are as follows: 30' 11. rear and 20' sides. Any encroachment, encumbrance, violation, variation, or adverse circumstance that would 12. be disclosed by an accurate and complete land survey of the Land. The coverage afforded by covered matter 2(c) of the final title policy is hereby deleted. ALTA Commitment (6/17/06)This commitment is invalid unless the insuring Provisions and Schedule A and B are attached. Page 5 4 iI I I i i i I i I I t i i i i I I i i I i i I I I i i i I i i i I i I i i i I I I I I i I i i I I i i i I i I I I I I i I i I i EA G L E HA R B O R LL C 14 7 0 0 VI L L A G E SQ U A R E PL MI D L O T H I A N VA 23 1 1 2 - 2 2 5 3 20 1 2 / 2 0 1 3 RE A L ES T A T E TA X D U E D A T E - 1 2 / 0 5 / 2 0 1 2 Pe n a l t i e s fo r La t e Fi l i n g Pe n a l t y ad d e d if no t pa i d or po s t m a r k e d by ab o v e du e da t e . Pe n a l t i e s ar e as s e s s e d in ac c o r d a n c e wi t h th e fo l l o w i n g ra t e s : Am o u n t ow e d $0 . 0 1 to $9 . 9 9 / i 00 % of th e am o u n t - - $1 0 . 0 0 to $9 9 . 9 9 / s i 0. 0 0 - - $1 0 0 . 0 0 an d up / i 0% of th e to t a l . In t e r e s t at 10 % pe r an n u m be g i n s af t e r du e da t e . Yo u r Ca n c e l l e d ch e c k is yo u r re c e i p t . IM P O R T A N T - PL E A S E RE A D El d e r l y or di s a b l e d ma y be el i g i b l e fo r a re a l es t a t e ex e m p t i o n if th e y ar e ag e 65 or ol d e r or pe r m a n e n t l y di s a b l e d an d me e t fi n a n c i a l cr i t e r i a es t a b l i s h e d by lo c a l or d i n a n c e . Fo r fu r t h e r in f o r m a t i o n co n t a c t th e Co m m i s s i o n e r of th e Re v e n u e at (7 5 7 ) 36 5 - 6 2 1 9 . Th e Tr e a s u r e r on l y co l l e c t s ta x e s , do e s no t as s e s s pr o p e r t y , fix va l u a t i o n s , se t ra t e s or gr a n t ex e m p t i o n s an d ha s no au t h o r i t y to ma k e ch a n g e s on th e ta x ro l l . Tr e a s u r e r 75 7 - 3 6 5 - 6 2 2 8 A dr o p bo x is lo c a t e d in fr o n t of th e Tr e a s u r e r ’ s of f i c e fo r yo u r co n v e n i e n c e . 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Pr e p a y m e n t re c e i v e d wi t h i n th e la s t 7 da y s m a y no t be re f l e c t e d on th i s bi l l . DE T A C H AN D RE T A I N TH I S PO R T I O N FO R YO U R RE C O R D S . S CO U N T Y O F IS L E OF W I G H T JU D I T H C WE L L S - TR E A S U R E R P 0 BO X 79 IS L E OF WI G H T VA 23 3 9 7 - 0 0 7 9 AD D R E S S SE R V I C E RE Q U E S T E D 00 0 3 8 9 / 3 1 - - S 0- - B 0 IN F O R M A T I O N IN Q U I R I E S 75 7 - 3 6 5 - 6 2 1 9 CU S T O M E R JD # 00 0 0 4 4 1 3 9 POOL CONNECTOR ROAD W W W W W W W W W W W W W W W W W W 16" WATER PER COUNTY GIS 16" WATER PER COUNTY GIS SAN SAN SANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSAN 16" HRSD SAN FORCE MAIN TO PUMP STATION #38 SA N SA N SA N SA N SA N SA N 16" HRSD SAN FORCE MAIN 16" HRSD SAN FORCE MAIN 16" HRSD SAN FORCE MAIN 130' VEPCO EASEMENT 5' COUNTY UTILITY EASEMENT 16' PRIVATE DRAINAGE EASEMENT 25' PUBLIC UTILITY EASEMENT 50' COLUMBIA GAS EASEMENT 50' ROUTE 17 VISUAL BUFFER 70' BUILDING SETBACK 50' FRONT SETBACK 15' SIDE SETBACK 20' REAR SETBACK SA N SA N SA N SA N SA N SA N SA N 8" D.I. GRAVITY SEWER PER COUNTY GIS 10" D.I. GRAVITY SEWER 10" D.I. GRAVITY SEWER PER COUNTY GIS INVERT 6.94 INVERT 7.41 INVERT 8.14 INVERT 9.24 PUMP STATION #39 IN THIS AREA TOP 17.72 INV 11.44 COMMONWEALTH OF VA - HIGHWAY DEPT TAX PARCEL # 34-01-003C ZONED: RAC NE W P O R T N E W S S H I P B U I L D I N G EM P L O Y E E S C R E D I T U N I O N TA X P A R C E L # 3 4 - 0 1 - 0 0 3 I ZO N E D : G C EA G L E H A R B O R SH O P P I N G C E N T E R L L C TA X P A R C E L # 3 4 - 0 1 - 0 0 3 H ZO N E D : G C TRACT 3 LLC TAX PARCEL # 34-01-003N ZONED: PD-R CONCRETE MEDIAN 36' 3 6 8 8 6 8 8 BUILDING 2 BUILDING 4 BUILDING 7 BUILDING 1 BUILDING 6BUILDING 5 BUILDING 8 4 2 5 WET POND 8 8 22 7 5 8 6 6 8 8 BU I L D I N G 3 15 10 10 10 14 3 1215151215 9 13 14 14 3 12 14 12 12 13 13 13 13 MAINTENANCE BLDG 1313 13 14 14 CLUBHOUSE 10 INTERNAL GARAGES PER BUILDING (TYP) ACCESS GATES COMPACTOR ENCLOSURE 2 PROPOSED PROPERTY LINE 100' P/L TO P/L PROPERTY LINE PROPERTY LINE PROPOSED PROPERTY LINE POTENTIAL FUTURE COMMERCIAL DEVELOPMENT POTENTIAL FUTURE COMMERCIAL DEVELOPMENT JOB NO. SHEET NO. SCALE DESIGNED BY CHECKED BY DA T E DRAWN BY DATE . Th e s e p l a n s a n d a s s o c i a t e d d o c u m e n t s a r e t h e e x c l u s i v e p r o p e r t y o f T I M M O N S G R O U P a n d m a y n o t b e r e p r o d u c e d i n w h o l e o r i n p a r t a n d s h a l l n o t b e u s e d f o r a n y p u r p o s e w h a t s o e v e r , i n c l u s i v e , b u t n o t lim i t e d t o c o n s t r u c t i o n , b i d d i n g , a n d / o r c o n s t r u c t i o n s t a k i n g w i t h o u t t h e e x p r e s s w r i t t e n c o n s e n t o f T I M M O N S G R O U P . S: \ 3 0 3 \ 3 3 2 3 6 - E H _ T r a c t _ 8 _ R e z o n i n g \ D W G \ S P L A Y O . d w g | P l o t t e d o n 6/ 2 7 / 2 0 1 3 1 1 : 0 2 A M | b y Mi t c h e l l B o w s e r 1 OF 1 PR E L I M I N A R Y L A Y O U T M. BOWSER M. BOWSER R. RODRIGUEZ 12/5/12 EA G L E H A R B O R T R A C T 8 NE W P O R T M A G I S T E R I A L D I S T R I C T - I S L E O F W I G H T C O U N T Y - V I R G I N I A 33236 RE V I S E D P E R D E V E L O P E R C O M M E N T RE V I S E D P E R V D O T C O M M E N T S RE V I S E D P E R D E V E L O P E R C O M M E N T RE V I S E D P E R C O U N T Y C O M M E N T S 4/ 3 / 1 3 3/ 2 7 / 1 3 2/ 1 9 / 1 3 1"=60' 0 SCALE 1"=60' 120'60' NAD 8 3 NOTES: x LAYOUT AND BUILDING FOOTPRINTS BASED ON INFORMATION PROVIDED BY JLA ON 11/7/2012 x EXISTING TOPOGRAPHY AND BOUNDARY INFORMATION SKETCHED FROM EXHIBIT BY TLS, DATED 5/20/05 x WATER INFRASTRUCTURE AND WETLAND INFORMATION BASED ON ISLE OF WIGHT GIS DATA. x SANITARY SEWER BASED ON DESIGN PLANS BY KIMLEY-HORN, DATED 7/10/2002 x THE SITE IS LOCATED WITHIN ZONE X , PER FEMA FLOOD INSURANCE RATE MAP NUMBER 51093C0160 D, EFFECTIVE SEPTEMBER 4, 2002. x EXISTING INFORMATION BASED ON COUNTY GIS, AERIAL PHOTOGRAPHY, AND DESIGN FILES PROVIDED BY KIMLEY-HORN ON MARCH 21, 2013. x OFF-SITE ROAD IMPROVEMENTS SHOWN ARE FOR INFORMATIONAL PURPOSES ONLY. REFER TO TRAFFIC IMPACT ANALYSIS PERFORMED BY KIMLEY-HORN, DATED MARCH 31, 2013. PR E L I M I N A R Y - NO T F O R CO N S T R U C T I O N SITE SUMMARY TOTAL SITE AREA: 15.80 ACRES AREA IN VA POWER EASEMENT: 0.86 ACRES NET DEVELOPABLE AREA: 14.94 ACRES MAXIMUM TOTAL UNITS: 209 (14/ACRE) ONE BEDROOM UNITS: 64 TWO BEDROOM UNITS: 112 THREE BEDROOM UNITS: 36 TOTAL UNITS PROVIDED: 208 (13.92 UNITS/ACRE) OPEN SPACE REQUIRED: 7.11 ACRES (45%) OPEN SPACE PROVIDED: 7.73 ACRES (49%) RECREATIONAL SPACE REQUIRED: 1.78 ACRES RECREATIONAL SPACE PROVIDED: 2.35 ACRES TOTAL PARKING SPACES REQUIRED: 540 PARKING PROVIDED (OUTSIDE): 481 PARKING PROVIDED (GARAGES): 80 TOTAL PARKING PROVIDED: 561 VICINITY MAP 1" = 2000' CURRENT EXISTING PROPOSED TAX MAP #AREA (AC)ZONING ZONING 34-01-003V (PART)14.91 AC C-GC C-PD-R SITE CURRENT OWNER: EAGLE HARBOR LLC SETBACK/YARD LOCATION 70' BUILDING SETBACK 50' FRONT YARD 20' REAR YARD NORTH GATE DRIVE 15' SIDE YARD AS SHOWN SMITH'S NECK ROAD APPENDIX B WATER QUALITY IMPACT ASSESSMENT Per the Isle of Wight County Zoning Ordinance (Appendix B-1, Section 4003), a water quality impact assessment (WQIA) has been prepared for the rezoning of 15.8 acres of land, a portion of the parcel designated as Tract 8 in the overall Eagle Harbor Master Plan. Tract 8 lies at the western corner of the intersection of U.S. Route 17 and Smiths Neck Road (State Route 669). The site is currently forested with delineated wetlands present. Most of the rezoned acreage will be cleared for the project. A multifamily residential development is proposed, with best management practices planned in the central portion of the site. Please refer to the preliminary layout exhibit attached in Appendix A for the approximate location and limits of the basin. The proposed development is not anticipated to negatively impact the topography and geology of the site. The ground is relatively flat across the site, with slopes in the 0.5% to 2% range. As the proposed use is pedestrian-intensive and thus requires gentle slopes, the site design will be similar to the existing elevations, with minimal areas of cut and fill. The hydrology of the site will be minimally impacted as well. As previously mentioned, areas of deep cuts or fills are not anticipated with the design. Following Isle of Wight development standards for multifamily projects, the proposed design will have significant areas of vegetated, pervious cover to allow precipitation to infiltrate into the ground. The impervious area will be treated by the proposed stormwater management facility, designed to the standards required in the Virginia Stormwater Management Handbook to ensure the hydrology remains similar to that of the existing conditions. The disturbance or removal of wetlands has not been yet determined as the layout has yet to be finalized, though it is anticipated that the impact will approximately 5-6 acres. These impacts are allowed under a current permit issued by the USACOE. Please refer to Appendix G for documentation. Any disruptions or reductions in the supply of water to wetlands or streams will be kept to a minimum in the design of the project by diverting adequate levels of water to the appropriate areas. Fill material used on the site will be that which is similar to that onsite if any offsite fill is required. The location of any offsite fill material has not yet been determined as the site design has yet to be undertaken. No dredging is anticipated onsite. A preliminary estimate anticipates a pre-developed pollutant load of 7 lbs/year of phosphorous and post-development pollutant load of 23 lbs/year of phosphorous as a result of developing the site from an existing impervious cover of 5% to a developed impervious cover condition of 55-65%. The increase in impervious cover resulting in the development will be as a result of apartment building construction, asphalt paving of roads and parking areas, and concrete curbs and sidewalks. In general, a commercial development typical of the existing C-GC zoning would have a greater impact on the stormwater quality than the proposed C-PD-R zoning. The residential use should allow for less impervious area to ultimately be constructed on the subject property. The construction of the project will likely result in one phase of construction but market demands may ultimately result in phased construction. The duration of construction will likely last less than one year, however, at this phase in the project the construction period is difficult to anticipate. At this time, requisite permits have yet to be determined. All required local, state, and federal permits will be obtained before any construction activity begins. Hydrogeological impacts to the area will be mitigated by erosion control measures during construction and BMPs for the ultimate development. Design of these facilities will be undertaken with the site plan design, and will consist of a mixture of silt fence, dust control, safety fence, inlet protection, sediment basin(s) and/or sediment traps, diversions, and other measures as approved for use by the latest edition of the Virginia Erosion and Sediment Control Handbook. Considerable vegetation exists on the site. A vegetation analysis has been performed and can be found in Appendix E of the Rezoning Application Report. The limits of clearing will be further updated during site plan design. No excess clearing and grading will be performed except that which is required to develop the project. Specific species of plants to be disturbed or removed will be included with site plan design as well as proposed landscaping and other mitigation measures. Existing vegetation will be utilized to the fullest extent practical in the open areas and required buffers. APPENDIX C MEMORANDUM TO: Roger Rodriguez Timmons Group FROM: Brian Breissinger Timmons Group RE: Cultural Resources/Threatened and Endangered Species Database Search Results Eagle Harbor Tract 8 Isle of Wight County, Virginia DATE: February 15, 2013 Introduction Timmons Group searched the online databases of the Virginia Department of Historical Resources (VDHR), the Virginia Department of Conservation and Recreation (DCR), and the Virginia Department of Game and Inland Fisheries (DGIF) to provide an initial assessment of the potential effects that the proposed development at Eagle Harbor Tract 8 will have on cultural resources or threatened and endangered species. Cultural Resources A search was performed of the database maintained by the Virginia Department of Historical Resources (VDHR) to provide an initial assessment of the potential effects of the proposed Eagle Harbor Tract 8 project on cultural resources. A search radius of 0.25-miles was queried from the project boundaries to determine whether or not any cultural resources have been documented within the project area. The results of these database queries are included as Attachment 1. No cultural resources have been documented within the project area. Threatened and Endangered Species A search was performed on databases maintained by the Virginia Department of Game and Inland Fisheries (DGIF) and the Department of Conservation and Recreation (DCR) Natural Heritage Program to gain insight regarding the potential occurrence of any threatened and/or endangered species in association with the Eagle Harbor Tract 8 project. A search radius of 2-miles was queried from the project boundaries to determine whether or not any threatened or endangered flora or fauna is known or listed to occur in the project area. The results of these database queries are included as Attachment 2. The following state and federally listed species were reviewed by Timmons Group and their potential occurrence within the vicinity of the project is summarized below. Atlantic sturgeon (Acipenser oxyrinchus) is listed as federally endangered and was last seen in Isle of Wight County in 2007. The Atlantic sturgeon is a large fish that reaches a length of about 4.3 meters. These fish are anadromous and spend most of adult life in salt or brackish water areas, which are generally large tributaries of the Chesapeake Bay. No suitable habitat is present on the Eagle Harbor Tract 8 site. Loggerhead sea turtle (Caretta caretta) is both state and federally threatened. There are two likely occurrences of the loggerhead sea turtle in Isle of Wight County. The loggerhead sea turtle inhabits open water and nests on sandy beaches. No impacts are proposed to open water or beaches; therefore, no impact to the loggerhead sea turtle is anticipated from this project. Piping plover (Charadrius melodus) is both state and federally threatened. There are no known occurrences of the piping plover in Isle of Wight County. On the Atlantic coast, the piping plover breeds mainly on gently sloping foredunes and blow-out areas behind primary dunes of sandy coastal beaches, and on suitable dredge spoil deposits. The piping plover mainly forages on open flats and beaches. No suitable nesting or foraging habitat is present on the Eagle Harbor Tract 8 site. Eastern chicken turtle (Deirochelys reticularia reticularia) is state endangered. There is one known occurrence of eastern chicken turtle in Isle of Wight County. In Virginia, the chicken turtle is found in freshwater cypress ponds among forested dunes. No eastern chicken turtle habitat occurs on the Eagle Harbor Tract 8 site. Rafinesque’s eastern big-eared bat (Corynorhinus rafinesquii macrotis) is state endangered. There are two likely occurrences of Rafinesque’s eastern big-eared bat in Isle of Wight County. The eastern big-eared bat is incidental in Virginia because it has adapted to temperate, arboreal zones found only in the extreme southeast. In Virginia, a specimen was found in a hollow cypress snag in the Great Dismal Swamp. The species is most often found in houses, or sometimes in hollow trees, behind loose bark, in culverts, or in caves and mines and prefers roosting sites near mature forests and adjacent to rivers and other permanent bodies of water. Because Rafinesque’s eastern big-eared bat is incidental in Virginia, and many of the roosting sites are lacking on the site, there is a low probability that the species occurs on the Eagle Harbor Tract 8 site. Eastern tiger salamander (Ambystoma tigrinum tigrinum) is state endangered. There is one known occurrence of eastern tiger salamander in Isle of Wight County. Breeding habitats include limestone sinkhole ponds and coastal plain vernal pools associated with wetlands. The terrestrial habitat occurs on substrate suitable for burrowing, or sandy areas near shallow pools, chiefly in pine savannas. They may inhabit any type of woodland or marshy grassland and are found in leaf letter, debris and humus. Because of the rare occurrence of the eastern tiger salamander in Isle of Wight County, there is a low probability that this species occurs on the site. Canebrake rattlesnake (Crotalus horridus) is state endangered. There is one known general occurrence and one known resident occurrence of canebrake rattlesnake in Isle of Wight County. Canebrake rattlesnakes occupy hardwood and mixed hardwood-pine forests, cane fields, and the ridges and glades of swampy areas. The preferred habitat is mature hardwood forests containing numerous logs and a layer of leaves and humus. They overwinter in the base of hollow trees or in stumps. Unique habitat associations include downed logs and bottomland hardwoods. They also occupy natural and anthropogenic open habitats adjacent to forests. Because of the rarity of the canebrake rattlesnake in Isle of Wight County, there is a low probability that the species occurs on the Eagle Harbor Tract 8 site. Peregrine falcon (Falco peregrinus) is state threatened. There is one known general occurrence and one known resident occurrence of peregrine falcon in Isle of Wight County. This species is found in terrestrial inland, aquatic and coastal areas and individuals are presently nesting on artificial platforms on Virginia’s barrier Islands. Unique habitat also includes bridges/underpasses, utility poles, buildings, fences/hedgerows, farm ponds, standing snags, rocky outcrops, cliffs/ledges, and islands. The peregrine falcon almost exclusively nests on rocky cliffs of varying sizes (in mountainous areas or river gorges, usually associated with water) or on manmade structures such as unfinished bridge piers, bridges, or skyscrapers. Migrant and wintering falcons are well known for frequenting coastal estuaries and intertidal mudflats where they prey heavily on shorebirds and waterfowl. No nesting habitat is present on the Eagle Harbor Tract 8 site and no impacts are proposed to foraging habitat; therefore, there is a low probability that this project will impact the peregrine falcon. Upland sandpiper (Bartramia longicauda) is state threatened. There are two likely occurrences of upland sandpiper in Isle of Wight County. The preferred habitat of the upland sandpiper consists of large open grasslands (>100 acres) which are not extensively grazed or mowed. Adverse impacts to this species are not anticipated due to the lack of preferred breeding and foraging habitat within the Eagle Harbor Tract 8 site. Loggerhead shrike (Lanius ludovicianus) is state threatened. There are two likely occurrences of the loggerhead shrike in Isle of Wight County. This species prefers areas of grassland that are grazed or mowed occasionally to keep the grass short. An abundance of perching sites, such as fences, woody vegetation or hedgerows is also important. This species usually nests in eastern red cedar or hawthorne. No nesting or foraging habitat is present on the Eagle Harbor Tract 8 site; therefore, no impact to this species is anticipated as a result of this project. Mabee’s salamander (Ambystoma mabeei) is state threatened. There is one known general occurrence and one known resident occurrence of Mabee’s salamander in Isle of Wight County. Breeding sites in Virginia are fish-free vernal ponds. In Isle of Wight County the breeding sites are ephemeral coastal plain sinkhole ponds up to 1.5 meters deep with surrounding forests generally composed of hardwoods mixed with pine. The larval period is spent in ponds. After metamorphosis, the juveniles leave the ponds for a terrestrial life, returning only to breed. Disruptions of the following habitat features would disrupt this species: downed logs, burrows, vernal pools, bottomland hardwoods, and freshwater wetlands. Because of the rarity of Mabee’s salamander and the lack of high quality habitat within the site, no impact to this species is anticipated as a result of this project. Barking treefrog (Hyla gratiosa) is state threatened. There is one known general occurrence and one known resident occurrence of barking treefrog in Isle of Wight County. Choruses gather at permanent water, streams, cypress ponds, and bayheads to breed. All Virginia breeding sites were found in graminoid dominated temporary ponds. Most of the breeding sites are in open-canopied pools. Reproduction sites used in Virginia include pocosin wetlands, flooded weedy sites in agricultural areas, weedy flooded ponds under powerlines, and in coastal plain ephemeral ponds. Swamps, cypress ponds, pocosins, permanent ponds, vernal pools, or lakes may be used for breeding habitat. Because of the rarity of the barking tree frog in Isle of Wight County and the absence of breeding habitat on the site, no impact to this species is anticipated as a result of this project. Bald eagle (Haliaeetus leucocephalus) is listed as a state threatened species and was recently de-listed from the federal list of threatened species. There is one known general occurrence and one known resident occurrence of bald eagle in Isle of Wight County. This species prefers coasts, lakes and rivers, and is seen along mountain ridges in migration. The James, Rappahannock, and Potomac Rivers provide one of the most important eagle habitats in the state. Most nest sites are found in the midst of large wooded areas adjacent to marshes or bodies of water, or in isolated trees located in marshes, on farmland, or in logged over areas where scattered seed trees remain. Most eagle nests are less than 1.6 km from feeding areas, but some nests are between 1.6 and 3.2 km from the primary food sources. Pines are often the preferred nest trees in the eastern United States but oaks and other hardwoods are also used in the Chesapeake Bay area. Wintering areas have many of the same characteristics as the nest sites. Their habitat usually occurs in undeveloped areas with little human activity. Bald eagle nests have been documented within 2 miles of the site and a courting pair of bald eagles was observed less than 1 mile from the site. Because time of year restrictions are limited to 660 feet from the nest, it is not anticipated that this project will have any impact on this species. Migrant loggerhead shrike (Lanius ludovicianus migrans) is a state threatened species. There are two likely occurrences of this species within Isle of Wight County. This species prefers open grassland that is grazed or mowed to keep grass short. An abundance of perching sites such as fences, woody vegetation or hedgerows is also important. This species usually nests in eastern red cedar or hawthorne. During periods of cold weather or snow cover, shrikes sometimes move from hedgerow habitats to woodlots. No suitable habitat is present on the Eagle Harbor Tract 8 site. Sensitive joint vetch (Aeschynomene virginica) is federally and state threatened. According to the U. S. Department of Agriculture Plants Database, and the Atlas of the Virginia Flora, there are no documented occurrences of sensitive joint vetch in Isle of Wight County. This species occurs in fresh to slightly brackish tidal river shores and estuarine-river marsh borders usually within 2 meters of the low water mark on raised banks on peaty, sandy or gravelly substrates. Associated species include Zizania aquatica, Peltandra virginica, Pontederia cordata, Bidens laevis, Polygonum arifolium, Polygonum saggitatum, and Leersia oryzoides. Bare to sparsely vegetated substrates appear to be a habitat feature of critical importance for establishment and growth. Low quality sensitive joint vetch habitat occurs on site. Harper’s fimbristylis (Fimbristylis perpusilla) is state endangered. The species occurs on muddy bottoms and silty margins of drying pine barren ponds and coastal plain blackwater rivers; seasonally exposed mudflats along pond margins, river shores, and in the center of seasonal ponds; silty sandbars in rivers. Found in partial shade to full sun. Requires seasonally fluctuating water levels and only germinates in years with suitable inundation/exposure cycles. The substrate must be neither dried out nor covered by advancing waters during the seedling establishment period. There is no Harper’s fimbristylis habitat on the site. Swamp pink (Helonias bullata) is federally threatened and state endangered. According to the U. S. Department of Agriculture Plants Database, and the Atlas of the Virginia Flora, there are no documented occurrences of swamp pink in Isle of Wight County. Swamp pink is restricted to forested wetlands that are groundwater influenced and are perennially saturated where the water table is at or very near the surface and fluctuates only slightly during spring and summer. Given the absence of documented occurrences of swamp pink in Isle of Wight County, there is a low probability that this species occurs on the site. Small whorled pogonia (Isotria medeoloides) is federally threatened and state endangered. In Virginia, the small whorled pogonia is found in ordinary looking third- growth upland forests with an open understory and a closed canopy where the topography is typically moderately sloping or almost level. The plants are usually associated with decaying vegetative matter such as fallen trunks and limbs, leaf litter, bark, and tree roots. There are no known occurrences of small whorled pogonia in Isle of Wight County and there is no high quality habitat on the site; therefore, no impacts to this species are anticipated. New Jersey rush (Juncus caesariensis) is state threatened. This species is often associated with sphagnum species and occurs on very acidic, extremely wet spring or seep areas with a stable source of flowing water, but without standing water. New Jersey rush occurs in open to shaded stream banks, seepy pond margins, swales, pine barren savannas, and Atlantic white cedar (Chamaecyparis thyoides) swamps, frequently within pine barrens. There are no know occurrences of New Jersey rush in Isle of Wight County and no habitat occurs on this site. Narrow-leaved spatterdock (Nuphar sagittifolia) is state threatened and occurs primarily in coastal plain blackwater streams or tidal estuaries and occasionally in lakes or brownwater streams usually near Taxodium sp. There are no known occurences of narrow-leaved spatterdock in Isle of Wight County and there is no suitable habitat located on the site. References: http://www.natureserve.org/explorer/ http://plants.usda.gov/ http://www.dcr.virginia.gov/natural_heritage/ http://www.hrdss.state.va.us/DSS/jsp/dssLogin.jsp http://vafwis.org/fwis/ http://www.fws.gov/northeast/virginiafield/Fact_Sheets.html Harvill, A. M., T. R. Bradley, C. E. Stevens, T. F. Wieboldt, D. M. E. Ware, D. W. Ogle, G. W. Ramsey, and G. P. Fleming. 1992. Atlas of the Virginia Flora III. Enclosures: 1. VDHR Query Results (Map and DSS Forms) 2. VDGIF and DCR Query Results Y:\804\33236-Eagle_Harbor_Tract_8\Docs\2-Design\Environmental\ETS APPENDIX D SITE JAMES RIVER JA M E S R I V E R PK CARROLLTON NIKE PARK JOB NO. SHEET NO. SCALE DESIGNED BY CHECKED BY DA T E DRAWN BY DATE RE V I S I O N D E S C R I P T I O N 3 RE C R E A T I O N A R E A M A P M. BOWSER M. BOWSER R. RODRIGUEZ 11/20/2012 EA G L E H A R B O R - T R A C T 8 NE W P O R T D I S T R I C T - I S L E O F W I G H T C O U N T Y 33236 . 1" = 5000' 1 inch = 5000 ft. ( IN FEET ) GRAPHIC SCALE 05000 5000 10000 200002500 PK APPENDIX E MEMORANDUM TO: Roger Rodriguez Timmons Group FROM: Brian Breissinger Timmons Group RE: Existing Vegetation Analysis Eagle Harbor Tract 8 Isle of Wight County, Virginia DATE: November 28, 2012 Introduction Timmons Group performed an existing vegetation analysis in support of the submittal of a Water Quality Impact Analysis for Isle of Wight County for the Eagle Harbor Tract 8 project. Two vegetation sampling plots were established to characterize the vegetation on the site most likely to be impacted by the proposed development. Site Description The Eagle Harbor Tract 8 site is located within the Lower James watershed (HUC 02080206), is relatively flat, and drains generally to the south to an unnamed tributary to Ragged Island Creek. The soil series on the site are summarized in Table 1 below. Table 1. Summary of soil series on the Eagle Harbor Tract 8 project Map Unit Name Series and Phase Slope (%) Drainage Class Taxonomy Kinston loam 7 0 to 4 very deep poorly drained thermic typic fluvaquents Myatt fine sandy loam 9 0 to 2 very deep poorly drained thermic typic ochraquults Peawick silt loam 12B 0 to 10 very deep moderately well drained thermic aquic hapludults Slagle fine sandy loam 18A 0 to 2 moderately well drained thermic aquic hapludults Yemassee fine sandy loam 23 0 to 2 well drained to moderately well drained thermic aeric ochraquults There are no streams on the site; however, wetlands occur in the central portion of the site. The hydrology of the wetlands in the central portion of the site is derived from non- tidal ponding of surface water. Visual observations of saturated soil conditions were indicated by water glistening on the surfaces and broken interior faces of the soil samples removed from auger holes. Vegetation Summary Each vegetation area was assessed using a 30-foot radius circular plot. All tree species with a diameter at breast height (dbh) greater than 2 inches were measured and identified. Basal area was measured for trees, and all understory species (3 to 20 feet tall) and herbaceous species (0 to 3 feet tall) were recorded. The percent coverage of all three strata was recorded and any non-native species were noted. The results of the vegetation plots are summarized in Attachment 1, photographs of the plots are included as Attachment 2, and a map depicting the locations of the vegetation plots is included as Attachment 3. Vegetation Plot 1 This mid-successional forest stand has a basal area of 197 square feet per acre and is dominated by red maple (Acer rubrum) and loblolly pine (Pinus taeda). Other co- dominant tree species include sourwood (Oxydendrum arboreum), white oak (Quercus alba), pignut hickory (Carya glabra) and southern red oak (Quercus falcata). Red maple and loblolly pine are the most common tree species (26 of 41 trees). The average canopy closure is moderately high (60%). The dominant understory species include red maple, American holly (Ilex opaca), blackgum (Nyssa sylvatica), sourwood, pignut hickory and sweetgum (Liquidambar styraciflua). The average understory coverage is moderate (48%). Herbaceous coverage observed with the sampling location was sparse to non- existent. No invasive species were noted in the plot. Vegetation Plot 2 This mid-successional forest stand has a basal area of 239 square feet per acre and is dominated by loblolly pine. Other co-dominant tree species include American holly (Ilex opaca), sourwood, red maple, pignut hickory, sweetgum, water oak (Quercus nigra) and white oak. Red maple and American holly are the most common trees and the most common size range is 2 to 5.9 inch dbh (19 of 44 trees). The average canopy closure is high (63%). The dominant understory species include red maple, American holly, sourwood, pignut hickory, sweetbay magnolia (Magnolia virginiana), and sweetgum. The average understory coverage is moderate (40%). The shrub stratum was dominated by highbush blueberry (Vaccinium corymbosum), lowbush blueberry (Vaccinium angustifolium) and American Holly. The average herbaceous coverage is sparse (less than 1%). No invasive species were noted within the plot. Enclosures: 1. Vegetation Plots 2. Plot photographs 3. Vegetation Plot Location Map Y:\804\33236-Eagle_Harbor_Tract_8\Docs\2-Design\Environmental\Vegetation Property: Eagle Harbor Tract 8 Prepared by: __Timmons Group___________ Stand #: ____A____ Plot #: ____1____ Plot Size: ___2,826 SF__ Date: __November 28, 2012 Basal Area in sf/acre: 197 Size class of trees > 20’ height within sample plot Tree Species # of Trees 2-5.9” dbh # of Trees 6-11.9” dbh # of Trees 12-19.9 dbh # of Trees 20-29.9 dbh # of Trees > 30” dbh Total Crown Position Dom Cod Other Dom Cod Other Dom Cod Other Dom Cod Other Dom Cod Other Acer rubrum 8 4 1 13 Carya glabra 2 1 3 Ilex opaca 1 1 Liquidambar styraciflua 5 5 Magnolia virginiana 2 2 Pinus taeda 4 7 2 13 Quercus alba 2 1 3 Quercus falcata 1 1 Total Number of Trees per Size Class 21 10 8 2 0 41 Number & Size Of Standing Dead Trees 0 0 0 0 0 0 List of Common Understory Species 3’-20’: Acer rubrum; Oxydendrum arboretum; Ilex opaca; Carya glabra; Vaccinium corymbosom % of Canopy Closure Percent of Invasive Cover per Plot (All Layers): 0 Plot Successional Stage: Mid C 75 N 60 E 50 S 70 W 45 Average 60 List of Herbaceous Species 0’-3’: None % Understory Cover 3’-20’ C 60 N 50 E 50 S 65 W 15 Total 48 % of Herbaceous Cover 0’-3’ C 0 N 0 E 0 S 0 W 0 Total 0 Comments: Property: Eagle Harbor Tract 8 Prepared by: __Timmons Group___________ Stand #: ____A____ Plot #: ____2____ Plot Size: ___2,826 SF__ Date: _November 28, 2012 Basal Area in sf/acre: 239 Size class of trees > 20’ height within sample plot Tree Species # of Trees 2-5.9” dbh # of Trees 6-11.9” dbh # of Trees 12-19.9 dbh # of Trees 20-29.9 dbh # of Trees > 30” dbh Total Crown Position Dom Cod Other Dom Cod Other Dom Cod Other Dom Cod Other Dom Cod Other Acer rubrum 8 4 12 Carya glabra 2 1 3 Ilex opaca 7 7 Liquidambar styraciflua 5 1 6 Oxydendrum arboreum 3 3 Pinus taeda 1 4 1 6 Quercus alba 2 1 3 Quercus falcata 1 1 Quercus nigra 1 2 3 Total Number of Trees per Size Class 23 12 7 2 0 44 Number & Size Of Standing Dead Trees 0 0 0 0 0 List of Common Understory Species 3’-20’: Acer rubrum; Ilex opaca; Magnolia virginiana; Oxydendrum arboretum; Pinus taeda; Quercus alba; Vaccinium angustifolium; Vaccinium corymbosom % of Canopy Closure Percent of Invasive Cover per Plot (All Layers): 0 Plot Successional Stage: Mid C 65 N 65 E 60 S 60 W 65 Average 63 List of Herbaceous Species 0’-3’: Pinus taeda % Understory Cover 3’-20’ C 50 N 60 E 40 S 30 W 20 Total 40 % of Herbaceous Cover 0’-3’ C 0 N 0 E 0 S 0 W 1 Total <1 Comments: VEGETATION PLOT PHOTOGRAPHS EAGLE HARBOR TRACT 8 1. Looking north at vegetation sampling plot 1. 2. Looking east at vegetation sampling plot 1. VEGETATION PLOT PHOTOGRAPHS EAGLE HARBOR TRACT 8 3. Looking south at vegetation sampling plot 1. 4. Looking west at vegetation sampling plot 1. VEGETATION PLOT PHOTOGRAPHS EAGLE HARBOR TRACT 8 5. Canopy view looking north at vegetation sampling plot 1. 6. Canopy view looking east at vegetation sampling plot 1. VEGETATION PLOT PHOTOGRAPHS EAGLE HARBOR TRACT 8 7. Canopy view looking south at vegetation sampling plot 1. 8. Canopy view looking west at vegetation sampling plot 1. VEGETATION PLOT PHOTOGRAPHS EAGLE HARBOR TRACT 8 9. Looking north at vegetation sampling plot 2. 10. Looking east at vegetation sampling plot 2. VEGETATION PLOT PHOTOGRAPHS EAGLE HARBOR TRACT 8 11. Looking south at vegetation sampling plot 2. 12. Looking west at vegetation sampling plot 2. VEGETATION PLOT PHOTOGRAPHS EAGLE HARBOR TRACT 8 13. Canopy view looking north at vegetation sampling plot 2. 14. Canopy view looking east at vegetation sampling plot 2. VEGETATION PLOT PHOTOGRAPHS EAGLE HARBOR TRACT 8 15. Canopy view looking south at vegetation sampling plot 2. 16. Canopy view looking west at vegetation sampling plot 2. ! ! EAGLE HARBOR TRACT 8ISLE OF WIGHT COUNTYVEGETATION PLOT LOCATION MAP 33236 36° 57' 05.9" N76° 32' 05.9" W 15.9 ACRES ISLE OF WIGHT1994 02080206JAMES RIVER, LOWER These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP. U.S.G.S. QUADRANGLE(S):DATE(S):WATERSHED(S):HYDROLOGIC UNIT CODE(S): TIMMONS GROUP JOB NUMBER:PROJECT STUDY LIMITS:LATITUDE:LONGITUDE: Path: Y:\804\33236-Eagle_Harbor_Tract_8\GIS\Vicinity_TG-Border_8x11.mxd I 300 0 300 600 900 1,200150Feet Vegetation Plot 2 Vegetation Plot 1 APPENDIX F Page 1 of 2 February 2010 Shrub Species Recommended for Planting within Dominion Transmission Rights of-Way The following plants are options to consider when sourcing shrub species for Dominion Virginia Power’s Transmission rights-of-way. Deciduous Botanical Name Common Name † Aronia arbutifolia Red Chokeberry † Aronia melanocarpa Black Chokeberry Berberis thunbergii var. atropurpurea Redleaf Barberry Buddleia Davidii Butterfly Bush Calycanthus floridus Sweetshrub † Cephalanthus occidentalis Buttonbush † Clethra alnifolia Sweet Pepper Bush † Cornus amomum Silky Dogwood † Cornus Flaviramea Yellow Twig Dogwood † Cornus racemosa Gray Dogwood † Cornus Sericea Red Twig Dogwood Forsythia spp. Forsythia † Gaylussacia baccata Black Huckleberry Hibiscus Syriacus Rose of Sharon Hydrangea arborescens Wild Hydrangea Hydrangea Quercifolia Oakleaf Hydrangea † Ilex Verticillata Winterberry Holly † Itea virginica Virginia Sweetspire † Leucothoe racemosa Fetterbush † Lyonia ligustrina Male-berry Philadephus Virginalis Mockorange † Physocarpus opulifolius Ninebark † Rhododendron periclymenoides Pinxterbloom, Azalea † Rubus allegheniensis Allegheny Blackberry Page 2 of 2 † Sambucus canadensis Common Elderberry † Spiraea alba Meadowsweet † Spiraea tomentosa Steeplebush Spirea X Vanhouttei Vanhoutte Spirea † Vaccinium corymbosum Highbush Blueberry † Vaccinium stamineum Deerberry Viburnum Carlesi Fragrant Koreanspice Viburnum Viburnum nudum Witherod (Winterthur) Viburnum Plicatum Var. Tomentosum, ‘Mariesii” Maries Doublefile Viburnum Viburnum Trilobum American Cranberrybush Viburnum Weigela Florida Weigela Evergreen Botanical Name Common Name Abelia Grandiflora Glossy Abelia Eleagnus Pungens Thorny Eleagnus Ilex Glabra ‘Shamrock Shamrock Holly † Ilex glabra Inkberry † Myrica Pennsylvanica Northern Bayberry Nandina Domestica Nandina Osmanthus Heterophyllus Osmanthus * Rhaphiolepsis Umbellata Indian Hawthorne Thuja Occidentalis “Emerald” Emerald Green Arborvitae Viburnum Rhytidophyllum Leatherleaf Viburnum Viburnum X Pragense Prague Viburnum † Represents plant selections native to Virginia. The size availability for initial planting is limited on some of the species-- but overall range from 18 in. to 30 in. * Not hardy in Dominion’s North-West Region. APPENDIX G APPENDIX H Eagle Harbor Tract 8 Fiscal Impact on Isle of Wight County, Virginia Prepared for Breeden Investment Properties, Inc. June 10, 2013 Prepared by: The Wessex Group, Ltd. 479 McLaws Circle, Suite 1 Williamsburg, Virginia 23185 Telephone: (757) 253-5606 Web site: www.wessexgroup.com Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia. June 2013 The Wessex Group, Ltd. Page i Eagle Harbor Tract 8 Fiscal Impact on the County of Isle of Wight EXECUTIVE SUMMARY This report, prepared by The Wessex Group, Ltd (TWG), describes an analysis of the fiscal impact from a proposed residential development in Isle of Wight County, Virginia. The development, identified as Eagle Harbor - Tract 8, is proposed by Breeden Investment Properties, Inc. It is planned to consist of...  208 Rental Apartment units (including 64 - 1 Bedroom & 1 Bath units, 112 - 2 Bedroom & 2 Bath units, and 32 – 3 Bedroom & 2 Bath units) in a community including a pool and other site amenities.  Commercial development consisting of ... o General Retail 14,400 SF o Restaurant 4,850 SF o Bank 5,000 SF o Drug Store 14,200 SF This analysis has been prepared according to industry standard fiscal impact methods. Commercial property is assumed to generate revenues from both Real and Business Property Taxes as well as other forms of public income such as the County’s share of Sales Tax from retail operations. Residential property generates tax revenues on both real and personal property and from taxes on the expenditures of its residents such as Retail Sales Tax and Meals Tax receipts. In turn, the proposed properties will create expenses for the host municipality through the provision of County services such as fire, police and K-12 education. The analysis is based on the Isle of Wight County FY 2012- 13 Adopted General Operating Budget. The following is a summary of the estimated revenues, expenditures and assumptions in the analysis of fiscal impact that Eagle Harbor - Tract 8 is expected to have on Isle of Wight County. A more detailed description of the analysis and it’s findings are contained in the report following.  Construction of the proposed project is planned to begin in 2014 and by the end of 2016 all development is assumed to be complete and occupied. The cumulative construction investment is expected to be $26.3 million (including infrastructure and amenities). During the construction phase (2014-2016) the project is projected to create jobs for as many as 178 persons. At completion and full occupancy, the project will provide employment for an estimated 85 persons  Proffers in the amount $6,356 per unit ($1,322,144 in total) have been included in the analysis.  At completion in 2016, the proposed development is expected to have a real property value of $48.2 million.  The cumulative residential population of Eagle Harbor Tract 8 - Isle of Wight County at build-out and full occupancy in 2016 is estimated to be 522 people (applying the U.S. Census average population generator for Isle of Wight County of 2.51 persons per household). The school age child generator for Multi Family Apartments for Rent applied in this analysis is taken from the Draft Cash Proffer Study prepared by TichlerBise (April, 2012) for Isle of Wight County in the amount of 0.281 school age children per multi- family housing unit. Of the 522 expected occupants of the development, 58 are projected to be school age children.  During the construction phase (2014-2016) the project is projected to create jobs for as many as 178 persons. At completion and full occupancy, the project will provide employment for an estimated 85 persons.  At full occupancy in 2016, Eagle Harbor Tract 8 - Isle of Wight County is expected to annually generate $754.9 thousand in revenues for the Isle of Wight County (Table A) with estimated public expenses of $775.7 thousand and a projected annual net fiscal impact of $-20,865 thousand. Projecting the annual stream of revenues and expenditures over 20 years and then discounting these cash flows back to 2014 (applying a 3% discount rate) provides a “long-term” cumulative estimate of the fiscal impact (including the construction period) for Eagle Harbor Tract 8 - Isle of Wight County of $ 2,824,920 (see table next page). Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia. June 2013 The Wessex Group, Ltd. Page ii Table A Net Fiscal Impact – Eagle Harbor Tract 8 - Isle of Wight County Cash Inflow and Outflow 2014 2015 2016 Total County Revenues ($thds) 1,559,790 2,116,410 754,850 Total Public Service Expenditures ($thds) 3,250 842,530 775,680 Net Fiscal Impact ($thds) $1,556,540 $1,273,880 -20,820 Net Present Value of Cash Flows (2014-2034–includes construction period, 3%discount rate) $ 2,824,920 Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia. June 2013 The Wessex Group, Ltd. Eagle Harbor Tract 8 - Isle of Wight County Fiscal Impact on Isle of Wight County, Virginia TABLE OF CONTENTS Section Page Executive Summary..................................................................................................................................................................i INTRODUCTION TO THE STUDY......................................................................................................................................1 ANALYSIS OF FISCAL IMPACT.........................................................................................................................................1 DEVELOPMENT PLAN.........................................................................................................................................................1 RESIDENTIAL POPULATION.............................................................................................................................................2 EMPLOYMENT AND PAYROLL........................................................................................................................................2 LOCAL GOVERNMENT REVENUES AND PUBLIC EXPENDITURES..........................................................................2 NET FISCAL IMPACT...........................................................................................................................................................2 APPENDIX..............................................................................................................................................................................4 Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia. June 2013 The Wessex Group, Ltd. Eagle Harbor Tract 8 - Isle of Wight County Fiscal Impact on the Isle of Wight County, Virginia This report, prepared by The Wessex Group, Ltd (TWG), describes an analysis of the fiscal impact of a proposed residential development on Isle of Wight County, Virginia. The development, referred to as Eagle Harbor Tract 8 and located in Isle of Wight County, is proposed by Breeden Investment Properties, Inc. INTRODUCTION TO THE ANALYSIS Fiscal impacts are those cash flows that directly affect a municipality’s budgeted revenues and expenditures. New residential developments attract new County residents who, in turn, generate the need for public services such as emergency medical services, police and fire protection, and K-12 education. The development also creates tax revenue for the locality from real estate taxes, other local taxes and from resident household spending in the locality. All dollar amounts in this report are expressed in 2012 dollars, and all fiscal impact estimates are based on Revenues and Expenditures as shown in the Isle of Wight County FY 2012-13 Adopted General Operating Budget. As no attribution for economic inflation has been made, the estimates provided here represent current dollar amounts. In effect, the revenues and expenditures shown in this report are the amounts the locality would expect to receive, or expend, if the development were completed and occupied in the 2012-13 budget year. Where future projections are provided, such as when estimating the project’s long-term fiscal impact, real property values have been adjusted to reflect the expected real growth (not including inflation) in real estate property values. All projected future values are discounted back to the present year to derive the long-term public cash flow estimates in current dollars. Information for the study was obtained from the Isle of Wight County web-site and U. S. Census data. The generator for the number of school age children was obtained from an Isle of Wight funded “Draft Cash Proffer Study” prepared by TichlerBise dated April 11, 2012. Those generators are...  Number of Persons per Household:...................................................................... 2.51  Number School-age Children per Household for Multi-family Apartments ...... 0.28 Application of the above generators yields a population estimate for the proposed 208 apartment units of 522 persons of which 58 are expected to be school age children. ANALYSIS OF FISCAL IMPACT The analysis of fiscal impact for the development plan is described in the sections following... Development Plan – Multi-family Apartments The development plan proposed for Eagle Harbor, Tract 8 consists of 208 apartment units (ranging in size from 940 SF to 1,123 SF) in a gated community consisting of eight (8) three (3) story apartment buildings, a pool, with tot lots and walking trails. The apartments will be constructed as 1, 2 and 3 bedroom units as shown in Table 1 below. The cumulative construction investment for the Eagle Harbor Tract 8 development plan, including amenities and off-site improvements, is expected to be $31.5 million (including infrastructure and off- site amenities). During the development phase, the project is expected to create...  Up to 178 full-time equivalent construction jobs (2015).  Up to $7.05 million in construction payroll (2015).  Proffers, as proposed by the developer, in the amount of $1,322,144 Table 1 Eagle Harbor – Tract 8 - Development Plan Type of Residential Unit Units Average Square Feet Market Value per Unit Rental Apartment – 1 Bedroom, 1Bath 64 940 $164,870 Rental Apartment – 2 Bedroom, 2 Bath 112 970 170,135 Rental Apartment – 3 Bedroom, 2Bath 32 1,123 196,970 Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia. June 2013 The Wessex Group, Ltd. Page 2 Commercial development consisting of the following also is planned for the site.... o General Retail 14,400 SF o Restaurant 4,850 SF o Bank 5,000 SF o Drug Store 14,200 SF Construction is planned to begin in 2014 and by the end of 2016 all development is assumed to be complete. At completion, the proposed development is expected to have a market value of $48.2 million. Residential Population The cumulative residential population of Eagle Harbor Tract 8 - Isle of Wight County at build-out and full occupancy in 2016 is estimated to be 522 people (applying the U.S. Census average population generator for Isle of Wight County of 2.51 persons per household). The school age child generator for Multi Family Apartments for Rent applied in this analysis is taken from the Draft Cash Proffer Study prepared by TichlerBise (April, 2012) for Isle of Wight County in the amount of 0.28 school age children per multi-family housing unit. Of the 522 projected occupants, 58 are expected to be school age children. Employment and Payroll Construction employment is determined by assuming that payroll is 40% of total construction cost and that the average annual expense for a construction worker including benefits is $55,162 (Virginia Employment Commission 2010 average annual construction wage of $42,432 plus 30% payroll expense such as payroll taxes and benefits). New construction activity, for example, is expected to create up to 178 jobs and $8.97 million in payroll in 2015. Local Government Revenues and Public Expenditures At full occupancy in 2016 Eagle Harbor Tract 8 is projected to annually generate revenues for Isle of Wight County in the amount of $754.9 thousand (Table 2) with estimated public expenses of $775.7 thousand. Net Fiscal Impact The projected annual net fiscal impact of the proposed development in 2016 is a negative ─$20,820 thousand. Projecting the annual stream of revenues and expenditures over 20 years and then discounting these cash flows back to 2013 (applying a 3% discount rate) provides a “long-term” cumulative estimate of the net fiscal impact for Eagle Harbor – Tract 8 of $2.825 million. Proffers in the amount of $6,356 for each of the 208 rental units totaling $1,322,144, water & sewer connection fees in the amount of $1,521, 600 and $34,200 in Building fees are included in the estimate of revenues below for the years 2014 and 2015. Table 2 Net Fiscal Impact – Eagle Harbor Tract 8 - Isle of Wight County Cash Inflow and Outflow 2014 2015 2016 Total County Revenues ($ths) $ 1,559,790 $2,116,410 $ 754,850 Total Public Service Expenditures ($ths) 3,250 842,530 775,680 Net Fiscal Impact ($ths) $1,556,540 $1,273,880 $ -20,820 Net Present Value of Cash Flows (2014-2034–includes construction period, 3%discount rate) $ 2,824,920 The above results reflect the infusion of revenues in the form of proffers by the developer and from the local spending by construction employees which have been allocated to the analysis as units are constructed over the period of 2014 and 2015. By the end of 2016 all of the non-recurring revenues have been allocated and the Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia. June 2013 The Wessex Group, Ltd. Page 3 results for 2016 project the capacity of the completed and fully occupied development to generate revenues for Isle of Wight County and, in turn, to create the demand for public services by the County. As shown above, the proposed project, Eagle Harbor, Tract 8, is projected to generate a small net negative cash flow in 2016. However, when evaluated over a 20 year period, the estimated future cash flows (and discounted back to 2013) create a cumulative positive fiscal impact on the County of Isle of Wight (Net Present Value of projected cash flows) in the amount of $2,824,920. Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia. June 2013 The Wessex Group, Ltd. Page 4 Eagle Harbor Tract 8 - Isle of Wight County APPENDIX Table A-1 Table A-1 Demographic Characteristics of Isle of Wight County Demographic Characteristic Amount Source Population 35,270 U.S. Census 2010 No of Households 14,052 ditto Number of People per Household 2.51 ditto Median Household Income $62,573 U.S Census 2010 School Enrollment 5,533 Isle of Wight County web-site Number of School-age Children per Household 0.39 Calculated Employment - Total 17,085 Virginia Employment Commission Table A-2 Assumptions Used in the Analysis Construction – Cost Allocation Assumed Value Rationale for Assumption Labor (percent total construction cost) 40% Interviews with area builders Materials 50% ditto Overhead 10% ditto Salaries FTE Employees Construction Payroll Expense $55,162 VEC avg. weekly wage Isle of Wight County *52 weeks+30% payroll cost Cost of Money Discount Rate 3.0% TWG Assumption Table A-2 Table A-3 Locality Revenue Generators Real Property Tax Value Source Real Estate Rate (per $100 of Assessed Value) $0.0065 Isle of Wight County - Adopted Budget FY 2013 (“County Wide” rate) (It is noted that while the tax remained $0.65/$100 the assessed value declined by approximately 7% for FY2012-13) Annual Appreciation Rate for Residential Property 1.0% TWG Assumption Personal Property Tax Personal Property Tax Forecasted $ 8,900,000 Isle of Wight County - Adopted Budget FY 2013 Percent Residential 790.0% Isle of Wight County Residential (per Household) $558 (Total Personal Pty * % Residential)/No of Households Commercial (per Employee) $115 (Total Personal Pty * % Commercial)/Employment Retail Sales Tax Sales Tax Rate - Local Portion 1.0% Commonwealth of Virginia Retail - Percent Residential 30% TWG Assumption % Construction Materials purchased Locally 20% Meals Tax Meals Tax Rate 4.0% Isle of Wight County - Adopted Budget FY 2013 Budget Amount $334,000 Percent Residential 80% Meals Tax/HH $17.19 (Total Meals Tax* % Residential)/No. of Households Percent of Employees who purchase meals 50% TWG Assumption No of Working Days 200 Eagle Harbor Tract 8 - Fiscal Impact on County of Isle of Wight, Virginia. June 2013 The Wessex Group, Ltd. Page 5 Table A-3 (cont’d) Locality Revenue Generators Business and Professional Licenses Contractor (per $100 Gross Revenues) $0.066 Isle of Wight County - Adopted Budget FY 2013 Retail (per $100 Gross Revenues) $0.12 Building Fees Utility (Sewer & Water) Hook up per Residential Unit $8,065 Recordation Taxes State Recordation Tax Rate (per $100 Sale Price) Local Portion 33% $ 0.00025 Isle of Wight County - Clerk of Court Other Local Tax Revenues Budget Amount $16,118,687 Isle of Wight County Adopted Budget FY 2013 Residential Amount Per Capita $ 365.78 (Total Other Income * % Residential) / Population Methodology for Estimating Net Fiscal Impact The construction and occupancy of this development and its supporting infrastructure will generate incremental County expenditures and revenues. Revenues for the study derive, in general, from three sources – spending by the developer of the property, spending by the employees or residents of the development and spending by customers of the commercial enterprises that occupy the property. Estimates of each have been derived by examining each individual revenue category (real property, personal property, retail sales tax, meals tax, business and professional license fees, permits and recordation tax fees) and estimating the incremental revenues that are likely to be generated by the development. The analysis uses a “build-up” method by summing together the separate estimates for each source of revenue and expenditure. Care is exercised at each step in the process to insure that revenues are incremental to the existing revenue stream for the locality. For example, Real Property revenues are based on the projected valuations of the property as it is developed less the current values that the undeveloped property generates. Retail Sales taxes revenues are based on the estimated net new revenues generated for the County by the spending of new residents. To the extent possible, expenditures and revenues also are assessed in the year in which they occur and the revenue stream over time is discounted to provide a cumulative measure of impact. As is generally accepted practice for fiscal impact studies, no assumption is made as to whether the employees of commercial development will reside within the locality or not, since existing housing already has been assessed for expanding the capacity the County government and schools. However, to the extent that the development includes new housing units, the cost of increasing the capacity of the County government and schools has been assessed and is included in the analysis. Expenditures for residential and for commercial development have been allocated on a per capita and per employee basis. Total expenditures from the FY 2013 Isle of Wight County budget have been separated into separate amounts based on the proportion of residential vs. commercial real property value. According to the Isle of Wight County Land Book, 79.0% of total property value is due to residential development, 15% is allocated to commercial properties and the balance, 6%, is allocated to agricultural development. APPENDIX I Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Carrollton and North Gate Site Code: Start Date: 6/7/2011 Page No: 1 Groups Printed- Vehicles Carrollton Blvd. Southbound North Gate Dr. Westbound Carrollton Blvd. Northbound North Gate Dr. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 06:00 AM 1880089 00000 026400264 10607 360 06:15 AM 012200122 00000 034010341 20709 472 06:30 AM 112000121 00000 032410325 3010013 459 06:45 AM 011400114 00000 025600256 3010013 383 Total 2 444 0 0 446 0 0 0 0 0 0 1184 2 0 1186 9 0 33 0 42 1674 07:00 AM 313200135 00000 031020312 8012020 467 07:15 AM 115700158 00000 031340317 407011 486 07:30 AM 015600156 00000 034920351 2011013 520 07:45 AM 214210145 00000 024230245 507012 402 Total 6 587 1 0 594 0 0 0 0 0 0 1214 11 0 1225 19 0 37 0 56 1875 08:00 AM 212710130 00000 021640220 40318 358 08:15 AM 0600060 00000 019030193 40206 259 08:30 AM 316200165 00000 016320165 20305 335 08:45 AM 010300103 00101 113630140 804012 256 Total 5 452 1 0 458 0 0 1 0 1 1 705 12 0 718 18 0 12 1 31 1208 09:00 AM 0821083 00000 115030154 10304 241 09:15 AM 110900110 00000 013300133 00404 247 09:30 AM 1910092 00000 015820160 10203 255 09:45 AM 49700101 00101 012920131 10315 238 Total 6 379 1 0 386 0 0 1 0 1 1 570 7 0 578 3 0 12 1 16 981 10:00 AM 2880090 00000 013320135 20406 231 10:15 AM 310100104 00000 011950124 40206 234 10:30 AM 111900120 00000 013020132 20406 258 10:45 AM 2930095 00011 013820140 10203 239 Total 8 401 0 0 409 0 0 0 1 1 0 520 11 0 531 9 0 12 0 21 962 11:00 AM 29620100 00011 013010131 00101 233 11:15 AM 011620118 00000 013020132 30609 259 11:30 AM 212710130 00000 012530128 10203 261 11:45 AM 211210115 00000 113530139 10506 260 Total 6 451 6 0 463 0 0 0 1 1 1 520 9 0 530 5 0 14 0 19 1013 12:00 PM 213000132 10001 110440109 30205 247 12:15 PM 113000131 00101 013440138 40105 275 12:30 PM 013700137 00000 013670143 20002 282 12:45 PM 214100143 00000 115250158 40004 305 Total 5 538 0 0 543 1 0 1 0 2 2 526 20 0 548 13 0 3 0 16 1109 01:00 PM 313900142 00000 014530148 20406 296 01:15 PM 413600140 00000 013130134 20103 277 01:30 PM 411600120 00000 114720150 20305 275 01:45 PM 414700151 10102 012730130 60208 291 Total 15 538 0 0 553 1 0 1 0 2 1 550 11 0 562 12 0 10 0 22 1139 02:00 PM 015800158 00101 014630149 20103 311 02:15 PM 214900151 00000 015410155 50106 312 02:30 PM 216900171 10001 018630189 00101 362 02:45 PM 318300186 00000 013750142 10001 329 Total 7 659 0 0 666 1 0 1 0 2 0 623 12 0 635 8 0 3 0 11 1314 03:00 PM 218810191 00000 014820150 30205 346 03:15 PM 024800248 00000 013340137 30003 388 03:30 PM 427400278 00000 015230155 10203 436 03:45 PM 642400430 00000 014560151 00202 583 Total 12 1134 1 0 1147 0 0 0 0 0 0 578 15 0 593 7 0 6 0 13 1753 04:00 PM 735000357 00000 020160207 30205 569 04:15 PM 935500364 00000 018280190 60107 561 04:30 PM 330900312 00000 021950224 00303 539 04:45 PM 533810344 00000 117930183 10203 530 Total 24 1352 1 0 1377 0 0 0 0 0 1 781 22 0 804 10 0 8 0 18 2199 05:00 PM 832600334 10001 021480222 20204 561 05:15 PM 733600343 00000 022070227 10405 575 05:30 PM 630710314 00101 120760214 30306 535 05:45 PM 126900270 00000 021980227 30003 500 Total 22 1238 1 0 1261 1 0 1 0 2 1 860 29 0 890 9 0 9 0 18 2171 Grand Total 11881731208303 406212 8863116108800 12201592283 17398 Apprch %1.498.40.10 33.305016.7 0.198.11.80 43.1056.20.7 Total %0.7470.1047.7 00000.1 049.60.9050.6 0.700.901.6 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Carrollton and North Gate Site Code: Start Date: 6/7/2011 Page No: 2 Carrollton Blvd. Southbound North Gate Dr. Westbound Carrollton Blvd. Northbound North Gate Dr. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 06:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 3 13200135 00000 031020312 8 0 12 0 20 467 07:15 AM 1 157 00 158 00000 0313 4 0317 407011 486 07:30 AM 015600156 00000 0 349 20 351 2011013 520 07:45 AM 2142 1 0145 00000 024230245 507012 402 Total Volume 6 587 1 0 594 0 0 0 0 0 0 1214 11 0 1225 19 0 37 0 56 1875 % App. Total 1 98.8 0.2 0 0 0 0 0 0 99.1 0.9 0 33.9 0 66.1 0 PHF .500 .935 .250 .000 .940 .000 .000 .000 .000 .000 .000 .870 .688 .000 .873 .594 .000 .771 .000 .700 .901 Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:45 PM 03:45 PM 6 424 00 430 00000 014560151 00202 583 04:00 PM 735000357 00000 020160207 30205 569 04:15 PM 9 35500364 00000 0182 8 0190 6 010 7 561 04:30 PM 330900312 00000 0 219 50 224 00 3 03 539 Total Volume 25 1438 0 0 1463 0 0 0 0 0 0 747 25 0 772 9 0 8 0 17 2252 % App. Total 1.7 98.3 0 0 0 0 0 0 0 96.8 3.2 0 52.9 0 47.1 0 PHF .694 .848 .000 .000 .851 .000 .000 .000 .000 .000 .000 .853 .781 .000 .862 .375 .000 .667 .000 .607 .966 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Carrollton and North Gate Site Code: Start Date: 6/7/2011 Page No: 1 Groups Printed- Trucks Carrollton Blvd. Southbound North Gate Dr. Westbound Carrollton Blvd. Northbound North Gate Dr. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 06:00 AM 02002 00000 04004 00000 6 06:15 AM 04004 00000 02002 00000 6 06:30 AM 04004 00000 08008 00000 12 06:45 AM 05005 00000 06006 10001 12 Total 0 15 0 0 15 0 0 0 0 0 0 20 0 0 20 1 0 0 0 1 36 07:00 AM 04004 00000 0110011 00000 15 07:15 AM 05005 00000 07007 00000 12 07:30 AM 0120012 00000 0120012 00000 24 07:45 AM 0100010 00000 091010 00000 20 Total 0 31 0 0 31 0 0 0 0 0 0 39 1 0 40 0 0 0 0 0 71 08:00 AM 06006 00000 0110011 00000 17 08:15 AM 07007 00000 08008 10001 16 08:30 AM 0160016 00000 0110011 00000 27 08:45 AM 06006 00000 0110011 00000 17 Total 0 35 0 0 35 0 0 0 0 0 0 41 0 0 41 1 0 0 0 1 77 09:00 AM 0110011 00000 091010 00000 21 09:15 AM 0210021 00000 0100010 00000 31 09:30 AM 0100010 00000 0110011 00000 21 09:45 AM 2100012 00000 0110011 10001 24 Total 2 52 0 0 54 0 0 0 0 0 0 41 1 0 42 1 0 0 0 1 97 10:00 AM 08008 00000 0210021 10001 30 10:15 AM 09009 00000 09009 00000 18 10:30 AM 0100010 00000 0210021 00000 31 10:45 AM 0140014 00000 091010 00000 24 Total 0 41 0 0 41 0 0 0 0 0 0 60 1 0 61 1 0 0 0 1 103 11:00 AM 1110012 00000 0142016 00101 29 11:15 AM 08008 00000 07007 00000 15 11:30 AM 0140014 00000 07007 00000 21 11:45 AM 0150015 00000 082010 00000 25 Total 1 48 0 0 49 0 0 0 0 0 0 36 4 0 40 0 0 1 0 1 90 12:00 PM 0170017 00000 0100010 00101 28 12:15 PM 0130013 00000 08109 00000 22 12:30 PM 0140014 00000 07007 00000 21 12:45 PM 06006 00000 0210021 00000 27 Total 0 50 0 0 50 0 0 0 0 0 0 46 1 0 47 0 0 1 0 1 98 01:00 PM 0140014 00000 0170017 10001 32 01:15 PM 09009 00000 0140014 00000 23 01:30 PM 05005 00000 091010 00101 16 01:45 PM 0100010 00000 08008 10102 20 Total 0 38 0 0 38 0 0 0 0 0 0 48 1 0 49 2 0 2 0 4 91 02:00 PM 0110011 00000 07007 00000 18 02:15 PM 0100010 00000 0130013 00000 23 02:30 PM 0120012 00000 07007 00000 19 02:45 PM 08008 00000 0100010 00000 18 Total 0 41 0 0 41 0 0 0 0 0 0 37 0 0 37 0 0 0 0 0 78 03:00 PM 0110011 00000 07007 10001 19 03:15 PM 06006 00000 06006 00000 12 03:30 PM 08008 00000 08008 00000 16 03:45 PM 08008 00000 06006 00000 14 Total 0 33 0 0 33 0 0 0 0 0 0 27 0 0 27 1 0 0 0 1 61 04:00 PM 08008 00000 0101011 00000 19 04:15 PM 08008 00000 07007 00000 15 04:30 PM 07007 00000 05005 00000 12 04:45 PM 08008 00000 08109 00000 17 Total 0 31 0 0 31 0 0 0 0 0 0 30 2 0 32 0 0 0 0 0 63 05:00 PM 03003 00000 04004 00000 7 05:15 PM 08008 00000 01001 00000 9 05:30 PM 05005 00000 05005 00000 10 05:45 PM 06006 00000 01001 00000 7 Total 0 22 0 0 22 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 33 Grand Total 343700440 00000 0436110447 704011 898 Apprch %0.799.300 0000 097.52.50 63.6036.40 Total %0.348.70049 00000 048.61.2049.8 0.800.401.2 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Carrollton and North Gate Site Code: Start Date: 6/7/2011 Page No: 2 Carrollton Blvd. Southbound North Gate Dr. Westbound Carrollton Blvd. Northbound North Gate Dr. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 06:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 09:15 AM 09:15 AM 0 21 00 21 00000 0100010 00000 31 09:30 AM 0100010 00000 0110011 00000 21 09:45 AM 2 100012 00000 0110011 1 000 1 24 10:00 AM 08008 00000 0 21 00 21 10001 30 Total Volume 2 49 0 0 51 0 0 0 0 0 0 53 0 0 53 2 0 0 0 2 106 % App. Total 3.9 96.1 0 0 0 0 0 0 0 100 0 0 100 0 0 0 PHF .250 .583 .000 .000 .607 .000 .000 .000 .000 .000 .000 .631 .000 .000 .631 .500 .000 .000 .000 .500 .855 Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:30 PM 12:30 PM 0 14 00 14 00000 07007 00000 21 12:45 PM 06006 00000 0 21 00 21 00000 27 01:00 PM 0140014 00000 0170017 1 000 1 32 01:15 PM 09009 00000 0140014 00000 23 Total Volume 0 43 0 0 43 0 0 0 0 0 0 59 0 0 59 1 0 0 0 1 103 % App. Total 0 100 0 0 0 0 0 0 0 100 0 0 100 0 0 0 PHF .000 .768 .000 .000 .768 .000 .000 .000 .000 .000 .000 .702 .000 .000 .702 .250 .000 .000 .000 .250 .805 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Carrollton and North Gate Site Code: Start Date: 6/7/2011 Page No: 1 Groups Printed- Vehicles - Trucks Carrollton Blvd. Southbound North Gate Dr. Westbound Carrollton Blvd. Northbound North Gate Dr. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 06:00 AM 1900091 00000 026800268 10607 366 06:15 AM 012600126 00000 034210343 20709 478 06:30 AM 112400125 00000 033210333 3010013 471 06:45 AM 011900119 00000 026200262 4010014 395 Total 2 459 0 0 461 0 0 0 0 0 0 1204 2 0 1206 10 0 33 0 43 1710 07:00 AM 313600139 00000 032120323 8012020 482 07:15 AM 116200163 00000 032040324 407011 498 07:30 AM 016800168 00000 036120363 2011013 544 07:45 AM 215210155 00000 025140255 507012 422 Total 6 618 1 0 625 0 0 0 0 0 0 1253 12 0 1265 19 0 37 0 56 1946 08:00 AM 213310136 00000 022740231 40318 375 08:15 AM 0670067 00000 019830201 50207 275 08:30 AM 317800181 00000 017420176 20305 362 08:45 AM 010900109 00101 114730151 804012 273 Total 5 487 1 0 493 0 0 1 0 1 1 746 12 0 759 19 0 12 1 32 1285 09:00 AM 0931094 00000 115940164 10304 262 09:15 AM 113000131 00000 014300143 00404 278 09:30 AM 110100102 00000 016920171 10203 276 09:45 AM 610700113 00101 014020142 20316 262 Total 8 431 1 0 440 0 0 1 0 1 1 611 8 0 620 4 0 12 1 17 1078 10:00 AM 2960098 00000 015420156 30407 261 10:15 AM 311000113 00000 012850133 40206 252 10:30 AM 112900130 00000 015120153 20406 289 10:45 AM 210700109 00011 014730150 10203 263 Total 8 442 0 0 450 0 0 0 1 1 0 580 12 0 592 10 0 12 0 22 1065 11:00 AM 310720112 00011 014430147 00202 262 11:15 AM 012420126 00000 013720139 30609 274 11:30 AM 214110144 00000 013230135 10203 282 11:45 AM 212710130 00000 114350149 10506 285 Total 7 499 6 0 512 0 0 0 1 1 1 556 13 0 570 5 0 15 0 20 1103 12:00 PM 214700149 10001 111440119 30306 275 12:15 PM 114300144 00101 014250147 40105 297 12:30 PM 015100151 00000 014370150 20002 303 12:45 PM 214700149 00000 117350179 40004 332 Total 5 588 0 0 593 1 0 1 0 2 2 572 21 0 595 13 0 4 0 17 1207 01:00 PM 315300156 00000 016230165 30407 328 01:15 PM 414500149 00000 014530148 20103 300 01:30 PM 412100125 00000 115630160 20406 291 01:45 PM 415700161 10102 013530138 703010 311 Total 15 576 0 0 591 1 0 1 0 2 1 598 12 0 611 14 0 12 0 26 1230 02:00 PM 016900169 00101 015330156 20103 329 02:15 PM 215900161 00000 016710168 50106 335 02:30 PM 218100183 10001 019330196 00101 381 02:45 PM 319100194 00000 014750152 10001 347 Total 7 700 0 0 707 1 0 1 0 2 0 660 12 0 672 8 0 3 0 11 1392 03:00 PM 219910202 00000 015520157 40206 365 03:15 PM 025400254 00000 013940143 30003 400 03:30 PM 428200286 00000 016030163 10203 452 03:45 PM 643200438 00000 015160157 00202 597 Total 12 1167 1 0 1180 0 0 0 0 0 0 605 15 0 620 8 0 6 0 14 1814 04:00 PM 735800365 00000 021170218 30205 588 04:15 PM 936300372 00000 018980197 60107 576 04:30 PM 331600319 00000 022450229 00303 551 04:45 PM 534610352 00000 118740192 10203 547 Total 24 1383 1 0 1408 0 0 0 0 0 1 811 24 0 836 10 0 8 0 18 2262 05:00 PM 832900337 10001 021880226 20204 568 05:15 PM 734400351 00000 022170228 10405 584 05:30 PM 631210319 00101 121260219 30306 545 05:45 PM 127500276 00000 022080228 30003 507 Total 22 1260 1 0 1283 1 0 1 0 2 1 871 29 0 901 9 0 9 0 18 2204 Grand Total 12186101208743 406212 8906717209247 12901632294 18296 Apprch %1.498.50.10 33.305016.7 0.198.11.90 43.9055.40.7 Total %0.747.10.1047.8 00000.1 049.60.9050.5 0.700.901.6 Vehicles 118 8173 12 0 8303 4 0 6 2 12 8 8631 161 0 8800 122 0 159 2 283 17398 % Vehicles 97.594.9100095 1000100100100 10095.293.6095.2 94.6097.510096.3 95.1 Trucks 3 437 0 0 440 0 0 0 0 0 0 436 11 0 447 7 0 4 0 11 898 % Trucks 2.55.1005 00000 04.86.404.8 5.402.503.7 4.9 Carrollton Blvd. Southbound North Gate Dr. Westbound Carrollton Blvd. Northbound North Gate Dr. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 06:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 3 13600139 00000 032120323 8 0 12 0 20 482 07:15 AM 116200163 00000 0320 4 0324 407011 498 07:30 AM 0 168 00 168 00000 0 361 20 363 2011013 544 07:45 AM 2152 1 0155 00000 025140255 507012 422 Total Volume 6 618 1 0 625 0 0 0 0 0 0 1253 12 0 1265 19 0 37 0 56 1946 % App. Total 1 98.9 0.2 0 0 0 0 0 0 99.1 0.9 0 33.9 0 66.1 0 PHF .500 .920 .250 .000 .930 .000 .000 .000 .000 .000 .000 .868 .750 .000 .871 .594 .000 .771 .000 .700 .894 Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:45 PM 03:45 PM 6 432 00 438 00000 015160157 00202 597 04:00 PM 735800365 00000 021170218 30205 588 04:15 PM 9 36300372 00000 0189 8 0197 6 010 7 576 04:30 PM 331600319 00000 0 224 50 229 00 3 03 551 Total Volume 25 1469 0 0 1494 0 0 0 0 0 0 775 26 0 801 9 0 8 0 17 2312 % App. Total 1.7 98.3 0 0 0 0 0 0 0 96.8 3.2 0 52.9 0 47.1 0 PHF .694 .850 .000 .000 .853 .000 .000 .000 .000 .000 .000 .865 .813 .000 .874 .375 .000 .667 .000 .607 .968 Lanes, Volumes, TimingsEagle Harbor Tract 8 29: Int 2012 AM Existing Timing Plan: AM PEAKSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 1 Lane GroupEBTEBRWBLWBTNBLNBR Lane Configurations Volume (vph)220710034 Lane Util. Factor1.001.001.001.001.001.00 Frt0.865 Flt Protected0.979 Satd. Flow (prot)198700194516110 Flt Permitted0.979 Satd. Flow (perm)198700194516110 Adj. Flow (vph)240811037 Lane Group Flow (vph)240019370 Sign ControlFreeFreeStop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 16.8%ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 29: Int 2012 AM Existing Timing Plan: AM PEAKSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 2 MovementEBTEBRWBLWBTNBLNBR Lane Configurations Volume (veh/h)220710034 Sign ControlFreeFreeStop Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)240811037 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume245024 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol245024 tC, single (s)4.16.46.2 tC, 2 stage (s) tF (s)2.23.53.3 p0 queue free %10010096 cM capacity (veh/h)15919541053 Direction, Lane #EB 1WB 1NB 1 Volume Total241837 Volume Left080 Volume Right0037 cSH170015911053 Volume to Capacity0.010.000.04 Queue Length 95th (ft)003 Control Delay (s)0.03.08.5 Lane LOSAA Approach Delay (s)0.03.08.5 Approach LOSA Intersection Summary Average Delay 4.7 Intersection Capacity Utilization 16.8%ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 87: Northgate Lane & 2012 PM Existing Timing Plan: PM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 1 Lane GroupEBTEBRWBLWBTNBLNBR Lane Configurations Volume (vph)100302007 Lane Util. Factor1.001.001.001.001.001.00 Frt0.865 Flt Protected0.971 Satd. Flow (prot)198700192917190 Flt Permitted0.971 Satd. Flow (perm)198700192917190 Adj. Flow (vph)110332208 Lane Group Flow (vph)11005580 Sign ControlFreeFreeStop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 19.4%ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 87: Northgate Lane & 2012 PM Existing Timing Plan: PM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 2 MovementEBTEBRWBLWBTNBLNBR Lane Configurations Volume (veh/h)100302007 Sign ControlFreeFreeStop Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)110332208 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume119811 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol119811 tC, single (s)4.16.46.2 tC, 2 stage (s) tF (s)2.23.53.3 p0 queue free %9810099 cM capacity (veh/h)16088831070 Direction, Lane #EB 1WB 1NB 1 Volume Total11548 Volume Left0330 Volume Right008 cSH170016081070 Volume to Capacity0.010.020.01 Queue Length 95th (ft)021 Control Delay (s)0.04.48.4 Lane LOSAA Approach Delay (s)0.04.48.4 Approach LOSA Intersection Summary Average Delay 4.2 Intersection Capacity Utilization 19.4%ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 88: Northgate Lane & 2014 AM No Build Timing Plan: AM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 1 Lane GroupEBTEBRWBLWBTNBLNBR Lane Configurations Volume (vph)220710034 Lane Util. Factor1.001.001.001.001.001.00 Frt0.865 Flt Protected0.979 Satd. Flow (prot)198700194517190 Flt Permitted0.979 Satd. Flow (perm)198700194517190 Adj. Flow (vph)240811037 Lane Group Flow (vph)240019370 Sign ControlFreeFreeStop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 16.8%ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 88: Northgate Lane & 2014 AM No Build Timing Plan: AM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 2 MovementEBTEBRWBLWBTNBLNBR Lane Configurations Volume (veh/h)220710034 Sign ControlFreeFreeStop Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)240811037 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume245024 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol245024 tC, single (s)4.16.46.2 tC, 2 stage (s) tF (s)2.23.53.3 p0 queue free %10010096 cM capacity (veh/h)15919541053 Direction, Lane #EB 1WB 1NB 1 Volume Total241837 Volume Left080 Volume Right0037 cSH170015911053 Volume to Capacity0.010.000.04 Queue Length 95th (ft)003 Control Delay (s)0.03.08.5 Lane LOSAA Approach Delay (s)0.03.08.5 Approach LOSA Intersection Summary Average Delay 4.7 Intersection Capacity Utilization 16.8%ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 87: Northgate Lane & 2014 PM No Build Timing Plan: PM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 1 Lane GroupEBTEBRWBLWBTNBLNBR Lane Configurations Volume (vph)100302007 Lane Util. Factor1.001.001.001.001.001.00 Frt0.865 Flt Protected0.971 Satd. Flow (prot)198700192917190 Flt Permitted0.971 Satd. Flow (perm)198700192917190 Adj. Flow (vph)110332208 Lane Group Flow (vph)11005580 Sign ControlFreeFreeStop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 19.4%ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 87: Northgate Lane & 2014 PM No Build Timing Plan: PM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 2 MovementEBTEBRWBLWBTNBLNBR Lane Configurations Volume (veh/h)100302007 Sign ControlFreeFreeStop Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)110332208 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume119811 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol119811 tC, single (s)4.16.46.2 tC, 2 stage (s) tF (s)2.23.53.3 p0 queue free %9810099 cM capacity (veh/h)16088831070 Direction, Lane #EB 1WB 1NB 1 Volume Total11548 Volume Left0330 Volume Right008 cSH170016081070 Volume to Capacity0.010.020.01 Queue Length 95th (ft)021 Control Delay (s)0.04.48.4 Lane LOSAA Approach Delay (s)0.04.48.4 Approach LOSA Intersection Summary Average Delay 4.2 Intersection Capacity Utilization 19.4%ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 86: Northgate Lane & Driveway A 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 7 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)02207106200346600 Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Frt0.8500.865 Flt Protected0.9790.950 Satd. Flow (prot)019870019451583017190018880 Flt Permitted0.9790.950 Satd. Flow (perm)019870019451583017190018880 Adj. Flow (vph)02408116700377200 Lane Group Flow (vph)02400196703700720 Sign ControlFreeFreeStopStop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 23.8%ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 86: Northgate Lane & Driveway A 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 8 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)02207106200346600 Sign ControlFreeFreeStopStop Grade0%0%0%0% Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Hourly flow rate (vph)02408116700377200 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume78245011724875011 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol78245011724875011 tC, single (s)4.14.17.16.56.27.16.56.2 tC, 2 stage (s) tF (s)2.22.23.54.03.33.54.03.3 p0 queue free %1001001001009692100100 cM capacity (veh/h)1520159194676910538648371070 Direction, Lane #EB 1WB 1WB 2NB 1SB 1 Volume Total2418673772 Volume Left 080072 Volume Right0067370 cSH1520159117001053864 Volume to Capacity0.000.000.040.040.08 Queue Length 95th (ft)00037 Control Delay (s)0.03.00.08.59.5 Lane LOSAAA Approach Delay (s)0.00.68.59.5 Approach LOSAA Intersection Summary Average Delay 4.8 Intersection Capacity Utilization 23.8%ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 86: Northgate Lane & Driveway A 2014 PM Build Timing Plan: PM PeakSynchro 7 - Report 3/31/2013 Kimley-Horn and Associates, Inc.Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)0100302019100719100 Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00 Frt0.8500.865 Flt Protected0.9710.950 Satd. Flow (prot)019870019291583017190018880 Flt Permitted0.9710.950 Satd. Flow (perm)019870019291583017190018880 Adj. Flow (vph)0110332220800820800 Lane Group Flow (vph)0110055208 08002080 Sign ControlFreeFreeStopStop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 33.3%ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 86: Northgate Lane & Driveway A 2014 PM Build Timing Plan: PM PeakSynchro 7 - Report 3/31/2013 Kimley-Horn and Associates, Inc.Page 2 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)0100302019100719100 Sign ControlFreeFreeStopStop Grade0%0%0%0% Peak Hour Factor0.920.920.920.920.920.920.920.920.920.920.920.92 Hourly flow rate (vph)0110332220800820800 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume2291198305111059822 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol2291198305111059822 tC, single (s)4.14.17.16.56.27.16.56.2 tC, 2 stage (s) tF (s)2.22.23.54.03.33.54.03.3 p0 queue free %100981001009976100100 cM capacity (veh/h)1339160887159610708557761055 Direction, Lane #EB 1WB 1WB 2NB 1SB 1 Volume Total11542088208 Volume Left03300208 Volume Right0020880 cSH1339160817001070855 Volume to Capacity0.000.020.120.010.24 Queue Length 95th (ft)020124 Control Delay (s)0.04.40.08.410.6 Lane LOSAAB Approach Delay (s)0.00.98.410.6 Approach LOSAB Intersection Summary Average Delay 5.1 Intersection Capacity Utilization 33.3%ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 92: Driveway B & US Route 17/Carrollton Boulevard 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 11/26/2012 Kimley-Horn and Associates, Inc.Page 5 Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)0170138462233 Lane Util. Factor1.001.001.000.950.951.00 Frt0.8650.850 Flt Protected Satd. Flow (prot)016110353935391583 Flt Permitted Satd. Flow (perm)016110353935391583 Adj. Flow (vph)0180150467636 Lane Group Flow (vph)0180150467636 Sign ControlStopFreeFree Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 41.6%ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 92: Driveway B & US Route 17/Carrollton Boulevard 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 11/26/2012 Kimley-Horn and Associates, Inc.Page 6 MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)0170138462233 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)0180150467636 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)902445 pX, platoon unblocked0.880.880.88 vC, conflicting volume1428338712 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol6230414 tC, single (s)6.86.94.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %10098100 cM capacity (veh/h)3689591010 Direction, Lane #EB 1NB 1NB 2SB 1SB 2SB 3 Volume Total1875275233833836 Volume Left 000000 Volume Right18 000036 cSH95917001700170017001700 Volume to Capacity0.020.440.440.200.200.02 Queue Length 95th (ft)100000 Control Delay (s)8.80.00.00.00.00.0 Lane LOSA Approach Delay (s)8.80.00.0 Approach LOSA Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 41.6%ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 92: Driveway B & US Route 17/Carrollton Boulevard 2014 PM Build Timing Plan: PM PeakSynchro 7 - Report 11/26/2012 Kimley-Horn and Associates, Inc.Page 5 Lane GroupEBLEBRNBLNBTSBTSBR Lane Configurations Volume (vph)04909431890110 Lane Util. Factor1.001.001.000.950.951.00 Frt0.8650.850 Flt Protected Satd. Flow (prot)016110353935391583 Flt Permitted Satd. Flow (perm)016110353935391583 Adj. Flow (vph)053010252054120 Lane Group Flow (vph)053010252054120 Sign ControlStopFreeFree Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 62.2%ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 92: Driveway B & US Route 17/Carrollton Boulevard 2014 PM Build Timing Plan: PM PeakSynchro 7 - Report 11/26/2012 Kimley-Horn and Associates, Inc.Page 6 MovementEBLEBRNBLNBTSBTSBR Lane Configurations Volume (veh/h)04909431890110 Sign ControlStopFreeFree Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)053010252054120 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)902445 pX, platoon unblocked0.470.450.45 vC, conflicting volume256710272174 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol161601163 tC, single (s)6.86.94.1 tC, 2 stage (s) tF (s)3.53.32.2 p0 queue free %10089100 cM capacity (veh/h)45488268 Direction, Lane #EB 1NB 1NB 2SB 1SB 2SB 3 Volume Total5351251210271027120 Volume Left 000000 Volume Right53 0000120 cSH48817001700170017001700 Volume to Capacity0.110.300.300.600.600.07 Queue Length 95th (ft)900000 Control Delay (s)13.30.00.00.00.00.0 Lane LOSB Approach Delay (s)13.30.00.0 Approach LOSB Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 62.2%ICU Level of Service B Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 88: Smiths Neck Road & Driveway C 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 11/26/2012 Kimley-Horn and Associates, Inc.Page 3 Lane GroupEBTEBRWBLWBTNBLNBR Lane Configurations Volume (vph)751170155057 Lane Util. Factor0.951.001.000.951.001.00 Frt0.8500.865 Flt Protected Satd. Flow (prot)353915830353901611 Flt Permitted Satd. Flow (perm)353915830353901611 Adj. Flow (vph)816180168062 Lane Group Flow (vph)816180168062 Sign ControlFreeFreeStop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 31.0%ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 88: Smiths Neck Road & Driveway C 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 11/26/2012 Kimley-Horn and Associates, Inc.Page 4 MovementEBTEBRWBLWBTNBLNBR Lane Configurations Volume (veh/h)751170155057 Sign ControlFreeFreeStop Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)816180168062 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)449 pX, platoon unblocked vC, conflicting volume835901408 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol835901408 tC, single (s)4.16.86.9 tC, 2 stage (s) tF (s)2.23.53.3 p0 queue free %10010090 cM capacity (veh/h)794278592 Direction, Lane #EB 1EB 2EB 3WB 1WB 2NB 1 Volume Total40840818848462 Volume Left 000000 Volume Right00180062 cSH17001700170017001700592 Volume to Capacity0.240.240.010.050.050.10 Queue Length 95th (ft)000009 Control Delay (s)0.00.00.00.00.011.8 Lane LOSB Approach Delay (s)0.00.011.8 Approach LOSB Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 31.0%ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 88: Smiths Neck Road & Driveway C 2014 PM Build Timing Plan: PM PeakSynchro 7 - Report 11/26/2012 Kimley-Horn and Associates, Inc.Page 3 Lane GroupEBTEBRWBLWBTNBLNBR Lane Configurations Volume (vph)332530874096 Lane Util. Factor0.951.001.000.951.001.00 Frt0.8500.865 Flt Protected Satd. Flow (prot)353915830353901611 Flt Permitted Satd. Flow (perm)353915830353901611 Adj. Flow (vph)3615809500104 Lane Group Flow (vph)3615809500104 Sign ControlFreeFreeStop Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 27.5%ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 88: Smiths Neck Road & Driveway C 2014 PM Build Timing Plan: PM PeakSynchro 7 - Report 11/26/2012 Kimley-Horn and Associates, Inc.Page 4 MovementEBTEBRWBLWBTNBLNBR Lane Configurations Volume (veh/h)332530874096 Sign ControlFreeFreeStop Grade0%0%0% Peak Hour Factor0.920.920.920.920.920.92 Hourly flow rate (vph)3615809500104 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft)449 pX, platoon unblocked vC, conflicting volume418836180 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol418836180 tC, single (s)4.16.86.9 tC, 2 stage (s) tF (s)2.23.53.3 p0 queue free %10010087 cM capacity (veh/h)1137306831 Direction, Lane #EB 1EB 2EB 3WB 1WB 2NB 1 Volume Total18018058475475104 Volume Left 000000 Volume Right005800104 cSH17001700170017001700831 Volume to Capacity0.110.110.030.280.280.13 Queue Length 95th (ft)0000011 Control Delay (s)0.00.00.00.00.010.0 Lane LOSA Approach Delay (s)0.00.010.0 Approach LOSA Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 27.5%ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2012 AM Existing Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 3 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)1131371721771926914807 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9530.9590.9500.950 Satd. Flow (prot)017931524015321615144434711242180533121615 Flt Permitted0.9530.9590.9500.950 Satd. Flow (perm)017931524015321615144434711242180533121615 Satd. Flow (RTOR)4925109 Adj. Flow (vph)157249254251020932145339 Lane Group Flow (vph)015949029251020932145339 Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Total Split (s)25.025.025.024.024.024.019.046.046.020.047.047.0 Total Lost Time (s)6.06.06.06.06.06.06.57.07.06.57.07.0 Act Effct Green (s)15.415.48.18.16.472.472.45.972.272.2 Actuated g/C Ratio0.130.130.070.070.060.630.630.050.630.63 v/c Ratio0.660.200.270.180.120.960.030.040.260.01 Control Delay60.113.456.321.250.936.015.445.016.416.1 Queue Delay0.00.00.00.00.00.00.00.00.00.0 Total Delay60.113.456.321.250.936.015.445.016.416.1 LOSEBECDDBDBB Approach Delay49.140.135.916.6 Approach LOSDDDB Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 86 (75%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 33.3Intersection LOS: C Intersection Capacity Utilization 81.2%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2012 AM Existing Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 4 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)1131371721771926914807 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.57.07.06.57.07.0 Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00 Frt1.000.851.000.851.001.000.851.001.000.85 Flt Protected0.951.000.961.000.951.001.000.951.001.00 Satd. Flow (prot)1793152415311615144434711242180533121615 Flt Permitted0.951.000.961.000.951.001.000.951.001.00 Satd. Flow (perm)1793152415311615144434711242180533121615 Peak-hour factor, PHF0.720.500.750.670.500.670.670.920.420.250.900.75 Adj. Flow (vph)157249254251020932145339 RTOR Reduction (vph)00420024 004004 Lane Group Flow (vph)0159702911020931745335 Heavy Vehicles (%)1%0%6%6%100%0%25%4%30%0%9%0% Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Actuated Green, G (s)15.415.46.76.71.666.166.11.365.865.8 Effective Green, g (s)15.415.46.76.71.666.166.11.365.865.8 Actuated g/C Ratio0.130.130.060.060.010.570.570.010.570.57 Clearance Time (s)6.06.06.06.06.57.07.06.57.07.0 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)2402048994201995714201895924 v/s Ratio Protc0.09c0.02c0.01c0.600.000.16 v/s Ratio Perm0.000.000.010.00 v/c Ratio0.660.030.330.020.501.050.020.200.280.01 Uniform Delay, d147.343.352.051.056.324.510.556.312.510.6 Progression Factor1.001.001.001.000.951.291.640.851.331.91 Incremental Delay, d26.70.12.10.112.831.40.04.80.40.0 Delay (s)54.043.454.151.166.462.917.352.917.120.2 Level of ServiceDDDDEEBDBC Approach Delay (s)51.552.762.517.4 Approach LOSDDEB Intersection Summary HCM Average Control Delay53.1HCM Level of ServiceD HCM Volume to Capacity ratio0.86 Actuated Cycle Length (s) 115.0Sum of lost time (s)18.5 Intersection Capacity Utilization81.2%ICU Level of ServiceD Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2012 PM Existing Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 3 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)57112719393281927212122123 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9650.9640.9500.950 Satd. Flow (prot)018341615018321615180535051615180535391615 Flt Permitted0.9650.9640.9500.950 Satd. Flow (perm)018341615018321615180535051615180535391615 Satd. Flow (RTOR)38163256 Adj. Flow (vph)642438248164495232402143140 Lane Group Flow (vph)08838032164495232402143140 Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Total Split (s)20.020.020.017.017.017.020.073.073.020.073.073.0 Total Lost Time (s)6.06.06.06.06.06.06.57.07.06.57.07.0 Act Effct Green (s)11.311.38.28.28.681.781.78.381.481.4 Actuated g/C Ratio0.090.090.060.060.070.630.630.060.630.63 v/c Ratio0.550.220.280.140.370.430.030.340.970.14 Control Delay69.218.863.826.074.89.41.350.124.25.6 Queue Delay0.00.00.00.00.00.00.00.00.00.0 Total Delay69.218.863.826.074.89.41.350.124.25.6 LOSEBECEAADCA Approach Delay54.051.212.023.5 Approach LOSDDBC Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 124 (95%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 21.6Intersection LOS: C Intersection Capacity Utilization 86.2%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2012 PM Existing Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 4 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)57112719393281927212122123 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.57.07.06.57.07.0 Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00 Frt1.000.851.000.851.001.000.851.001.000.85 Flt Protected0.961.000.961.000.951.001.000.951.001.00 Satd. Flow (prot)1833161518311615180535051615180535391615 Flt Permitted0.961.000.961.000.951.001.000.951.001.00 Satd. Flow (perm)1833161518311615180535051615180535391615 Peak-hour factor, PHF0.890.460.720.800.380.560.730.860.840.530.990.88 Adj. Flow (vph)642438248164495232402143140 RTOR Reduction (vph)0035001500130022 Lane Group Flow (vph)088303214495219402143118 Heavy Vehicles (%)0%0%0%0%0%0%0%3%0%0%2%0% Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Actuated Green, G (s)11.311.36.86.87.579.279.27.278.978.9 Effective Green, g (s)11.311.36.86.87.579.279.27.278.978.9 Actuated g/C Ratio0.090.090.050.050.060.610.610.060.610.61 Clearance Time (s)6.06.06.06.06.57.07.06.57.07.0 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)159140968410421359841002148980 v/s Ratio Protc0.05c0.02c0.020.270.02c0.61 v/s Ratio Perm0.000.000.010.07 v/c Ratio0.550.020.330.010.420.450.020.401.000.12 Uniform Delay, d156.954.359.458.459.213.610.059.325.510.8 Progression Factor1.001.001.001.001.160.600.270.860.820.67 Incremental Delay, d24.10.12.00.02.60.60.00.25.30.0 Delay (s)61.154.461.558.571.28.82.851.126.37.3 Level of ServiceED EEEAADCA Approach Delay (s)59.060.511.325.6 Approach LOSEEBC Intersection Summary HCM Average Control Delay23.1HCM Level of ServiceC HCM Volume to Capacity ratio0.87 Actuated Cycle Length (s) 130.0Sum of lost time (s)25.5 Intersection Capacity Utilization86.2%ICU Level of ServiceE Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 AM No Build Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 3 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)1131371721772090915607 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9530.9570.9500.950 Satd. Flow (prot)017931524015871615144434711242180533121615 Flt Permitted0.9530.9570.9500.950 Satd. Flow (perm)017931524015871615144434711242180533121615 Satd. Flow (RTOR)442068 Adj. Flow (vph)13314420220822721116228 Lane Group Flow (vph)01344402220822721116228 Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Total Split (s)22.022.022.016.016.016.015.087.087.015.087.087.0 Total Lost Time (s)6.06.06.06.06.06.06.57.07.06.57.07.0 Act Effct Green (s)14.614.67.97.96.4101.2101.25.7100.8100.8 Actuated g/C Ratio0.100.100.060.060.050.720.720.040.720.72 v/c Ratio0.720.220.240.180.120.910.010.010.260.01 Control Delay81.618.169.426.866.323.54.974.06.84.0 Queue Delay0.00.00.00.00.01.70.00.00.00.0 Total Delay81.618.169.426.866.325.24.974.06.84.0 LOSFBECECAEAA Approach Delay65.949.125.36.9 Approach LOSEDCA Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 25 (18%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 24.2Intersection LOS: C Intersection Capacity Utilization 85.8%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 AM No Build Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 4 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)1131371721772090915607 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.57.07.06.57.07.0 Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00 Frt1.000.851.000.851.001.000.851.001.000.85 Flt Protected0.951.000.961.000.951.001.000.951.001.00 Satd. Flow (prot)1792152415871615144434711242180533121615 Flt Permitted0.951.000.961.000.951.001.000.951.001.00 Satd. Flow (perm)1792152415871615144434711242180533121615 Peak-hour factor, PHF0.850.850.850.850.850.850.850.920.850.850.900.85 Adj. Flow (vph)13314420220822721116228 RTOR Reduction (vph)00390019 002003 Lane Group Flow (vph)01345022182272916225 Heavy Vehicles (%)1%0%6%6%100%0%25%4%30%0%9%0% Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Actuated Green, G (s)14.614.65.15.11.693.693.61.293.293.2 Effective Green, g (s)14.614.65.15.11.693.693.61.293.293.2 Actuated g/C Ratio0.100.100.040.040.010.670.670.010.670.67 Clearance Time (s)6.06.06.06.06.57.07.06.57.07.0 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)18715958591723218301522051075 v/s Ratio Protc0.07c0.01c0.01c0.650.000.19 v/s Ratio Perm0.000.000.010.00 v/c Ratio0.720.030.380.010.470.980.010.070.280.00 Uniform Delay, d160.756.365.965.068.822.37.768.89.67.8 Progression Factor1.001.001.001.001.001.020.701.150.770.70 Incremental Delay, d212.30.14.10.114.111.70.01.80.30.0 Delay (s)73.056.470.065.182.834.55.480.87.75.5 Level of ServiceEEEEFCAFAA Approach Delay (s)68.967.734.57.8 Approach LOSEECA Intersection Summary HCM Average Control Delay31.5HCM Level of ServiceC HCM Volume to Capacity ratio0.86 Actuated Cycle Length (s) 140.0Sum of lost time (s)18.5 Intersection Capacity Utilization85.8%ICU Level of ServiceE Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 PM No Build Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 3 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)57112719393297527212388123 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9650.9640.9500.950 Satd. Flow (prot)018341615018321615180535051615180535391615 Flt Permitted0.9650.9640.9500.950 Satd. Flow (perm)018341615018321615180535051615180535391615 Satd. Flow (RTOR)38163260 Adj. Flow (vph)6424382481644113432402412140 Lane Group Flow (vph)088380321644113432402412140 Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Total Split (s)16.016.016.015.015.015.015.0104.0104.015.0104.0104.0 Total Lost Time (s)6.06.06.06.06.06.06.57.07.06.57.07.0 Act Effct Green (s)10.110.18.08.07.8103.7103.77.7103.7103.7 Actuated g/C Ratio0.070.070.050.050.050.690.690.050.690.69 v/c Ratio0.720.260.330.160.470.470.030.430.990.12 Control Delay98.123.677.229.7101.28.30.988.619.70.8 Queue Delay0.00.00.00.00.00.00.00.08.70.0 Total Delay98.123.777.229.7101.28.30.988.628.40.8 LOSFCECFAAFCA Approach Delay75.661.411.527.8 Approach LOSEEBC Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 24.8Intersection LOS: C Intersection Capacity Utilization 93.5%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 PM No Build Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 4 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)57112719393297527212388123 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.57.07.06.57.07.0 Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00 Frt1.000.851.000.851.001.000.851.001.000.85 Flt Protected0.961.000.961.000.951.001.000.951.001.00 Satd. Flow (prot)1833161518311615180535051615180535391615 Flt Permitted0.961.000.961.000.951.001.000.951.001.00 Satd. Flow (perm)1833161518311615180535051615180535391615 Peak-hour factor, PHF0.890.460.720.800.380.560.730.860.840.530.990.88 Adj. Flow (vph)6424382481644113432402412140 RTOR Reduction (vph)0035001500100020 Lane Group Flow (vph)0883032144113422402412120 Heavy Vehicles (%)0%0%0%0%0%0%0%3%0%0%2%0% Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Actuated Green, G (s)10.110.16.66.66.6101.2101.26.6101.2101.2 Effective Green, g (s)10.110.16.66.66.6101.2101.26.6101.2101.2 Actuated g/C Ratio0.070.070.040.040.040.670.670.040.670.67 Clearance Time (s)6.06.06.06.06.57.07.06.57.07.0 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)123109817179236510907923881090 v/s Ratio Protc0.05c0.02c0.020.320.02c0.68 v/s Ratio Perm0.000.000.010.07 v/c Ratio0.720.020.400.010.560.480.020.511.010.11 Uniform Delay, d168.565.369.868.670.311.78.070.124.48.6 Progression Factor1.001.001.001.001.250.640.301.210.390.12 Incremental Delay, d217.90.13.20.17.60.60.01.713.30.1 Delay (s)86.465.472.968.695.18.22.486.522.71.1 Level of ServiceFEEEFAAFCA Approach Delay (s)80.171.511.222.5 Approach LOSFEBC Intersection Summary HCM Average Control Delay21.5HCM Level of ServiceC HCM Volume to Capacity ratio0.93 Actuated Cycle Length (s) 150.0Sum of lost time (s)25.5 Intersection Capacity Utilization93.5%ICU Level of ServiceF Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 3 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)1131371721772146915957 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9530.9570.9500.950 Satd. Flow (prot)017931524015871615144434711242180533121615 Flt Permitted0.9530.9570.9500.950 Satd. Flow (perm)017931524015871615144434711242180533121615 Satd. Flow (RTOR)442068 Adj. Flow (vph)13314420220823331116618 Lane Group Flow (vph)01344402220823331116618 Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Total Split (s)15.015.015.018.018.018.015.092.092.015.092.092.0 Total Lost Time (s)6.06.06.06.06.06.06.57.07.06.57.07.0 Act Effct Green (s)15.715.77.97.96.5100.0100.05.799.599.5 Actuated g/C Ratio0.110.110.060.060.050.710.710.040.710.71 v/c Ratio0.670.210.240.180.120.940.010.010.280.01 Control Delay76.719.069.426.860.123.65.391.04.81.1 Queue Delay0.00.00.00.00.00.00.00.00.00.0 Total Delay76.719.069.426.860.123.65.391.04.81.1 LOSEBECECAFAA Approach Delay62.549.123.74.9 Approach LOSEDCA Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 36 (26%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 22.2Intersection LOS: C Intersection Capacity Utilization 87.3%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 4 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)1131371721772146915957 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.57.07.06.57.07.0 Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00 Frt1.000.851.000.851.001.000.851.001.000.85 Flt Protected0.951.000.961.000.951.001.000.951.001.00 Satd. Flow (prot)1792152415871615144434711242180533121615 Flt Permitted0.951.000.961.000.951.001.000.951.001.00 Satd. Flow (perm)1792152415871615144434711242180533121615 Peak-hour factor, PHF0.850.850.850.850.850.850.850.920.850.850.900.85 Adj. Flow (vph)13314420220823331116618 RTOR Reduction (vph)00390019 002003 Lane Group Flow (vph)01345022182333916615 Heavy Vehicles (%)1%0%6%6%100%0%25%4%30%0%9%0% Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Actuated Green, G (s)15.715.75.15.11.792.592.51.292.092.0 Effective Green, g (s)15.715.75.15.11.792.592.51.292.092.0 Actuated g/C Ratio0.110.110.040.040.010.660.660.010.660.66 Clearance Time (s)6.06.06.06.06.57.07.06.57.07.0 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)20117158591822938211521761061 v/s Ratio Protc0.07c0.010.01c0.670.00c0.20 v/s Ratio Perm0.000.000.010.00 v/c Ratio0.670.030.380.010.441.020.010.070.300.00 Uniform Delay, d159.655.465.965.068.723.88.168.810.38.3 Progression Factor1.001.001.001.000.910.900.921.410.540.25 Incremental Delay, d28.10.14.10.111.720.20.01.80.40.0 Delay (s)67.755.470.065.174.241.77.598.66.02.0 Level of ServiceEEEEEDAFAA Approach Delay (s)64.767.741.66.0 Approach LOSEEDA Intersection Summary HCM Average Control Delay35.9HCM Level of ServiceD HCM Volume to Capacity ratio0.95 Actuated Cycle Length (s) 140.0Sum of lost time (s)26.0 Intersection Capacity Utilization87.3%ICU Level of ServiceE Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 PM Build Timing Plan: PM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 3 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)571127193932106627212492123 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9600.9590.9500.950 Satd. Flow (prot)018091524015131615144434711242180533121615 Flt Permitted0.9600.9590.9500.950 Satd. Flow (perm)018091524015131615144434711242180533121615 Satd. Flow (RTOR)32113255 Adj. Flow (vph)6713322241138115932252769145 Lane Group Flow (vph)080320261138115932252769145 Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Total Split (s)15.015.015.015.015.015.015.0105.0105.015.0105.0105.0 Total Lost Time (s)5.55.55.55.55.55.56.57.07.06.57.07.0 Act Effct Green (s)9.79.78.18.17.7110.1110.17.5107.3107.3 Actuated g/C Ratio0.060.060.050.050.050.730.730.050.720.72 v/c Ratio0.680.250.320.110.510.450.030.281.170.12 Control Delay95.925.478.033.091.68.02.248.189.50.8 Queue Delay0.00.00.00.00.00.00.00.062.10.0 Total Delay95.925.578.033.091.68.02.248.1151.70.8 LOSFCECFAADFA Approach Delay75.864.710.5143.4 Approach LOSEEBF Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 55 (37%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.17 Intersection Signal Delay: 103.1Intersection LOS: F Intersection Capacity Utilization 95.6%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 31: Eagle Harbor Parkway & US Route 17/Carrollton Boulevard 2014 PM Build Timing Plan: PM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 4 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)571127193932106627212492123 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)5.55.55.55.56.57.07.06.57.07.0 Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00 Frt1.000.851.000.851.001.000.851.001.000.85 Flt Protected0.961.000.961.000.951.001.000.951.001.00 Satd. Flow (prot)1808152415131615144434711242180533121615 Flt Permitted0.961.000.961.000.951.001.000.951.001.00 Satd. Flow (perm)1808152415131615144434711242180533121615 Peak-hour factor, PHF0.850.850.850.850.850.850.850.920.850.850.900.85 Adj. Flow (vph)6713322241138115932252769145 RTOR Reduction (vph)0030001100100017 Lane Group Flow (vph)0802026038115922252769128 Heavy Vehicles (%)1%0%6%6%100%0%25%4%30%0%9%0% Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Actuated Green, G (s)9.79.75.35.36.6105.4105.45.1103.9103.9 Effective Green, g (s)9.79.75.35.36.6105.4105.45.1103.9103.9 Actuated g/C Ratio0.060.060.040.040.040.700.700.030.690.69 Clearance Time (s)5.55.55.55.56.57.07.06.57.07.0 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)1179953576424398736122941119 v/s Ratio Protc0.04c0.020.03c0.330.01c0.84 v/s Ratio Perm0.000.000.020.08 v/c Ratio0.680.020.490.010.590.480.030.411.210.11 Uniform Delay, d168.665.771.069.870.410.06.871.023.07.7 Progression Factor1.001.001.001.001.020.750.740.690.300.14 Incremental Delay, d215.30.17.00.012.60.60.00.493.60.0 Delay (s)83.965.878.069.984.48.05.149.5100.41.1 Level of ServiceFEEEFAADFA Approach Delay (s)78.775.610.395.1 Approach LOSEEBF Intersection Summary HCM Average Control Delay70.4HCM Level of ServiceE HCM Volume to Capacity ratio1.12 Actuated Cycle Length (s) 150.0Sum of lost time (s)25.0 Intersection Capacity Utilization95.6%ICU Level of ServiceF Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 10: Northgate Lane & US Route 17/Carrollton Boulevard 2012 AM Existing Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)37019000111214015876 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.850 Flt Protected0.9500.9500.950 Satd. Flow (prot)017701583018630177035391863177035391583 Flt Permitted0.9500.9500.950 Satd. Flow (perm)017701583018630177035391863177035391583 Adj. Flow (vph)480320001613950462412 Lane Group Flow (vph)048320001613950462412 Sign ControlStopStopFreeFree Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 43.6%ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 10: Northgate Lane & US Route 17/Carrollton Boulevard 2012 AM Existing Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 2 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)37019000111214015876 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.770.920.590.920.920.920.690.870.920.250.940.50 Hourly flow rate (vph)480320001613950462412 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeRaisedRaised Median storage veh)11 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume13622060312178020726986361395 vC1, stage 1 conf vol63263214271427 vC2, stage 2 conf vol7301427352644 vCu, unblocked vol13622060312178020726986361395 tC, single (s)7.56.56.97.56.56.94.14.1 tC, 2 stage (s)6.55.56.55.5 tF (s)3.54.03.33.54.03.32.22.2 p0 queue free %79100951001001009899 cM capacity (veh/h)229143684115144383943486 Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3NB 4SB 1SB 2SB 3SB 4 Volume Total48320166986980431231212 Volume Left480016 0004000 Volume Right032 0000000012 cSH2296841700943170017001700486170017001700 Volume to Capacity0.210.050.000.020.410.410.000.010.180.180.01 Queue Length 95th (ft)19 4010001000 Control Delay (s)24.810.50.08.90.00.00.012.50.00.00.0 Lane LOSCBAAB Approach Delay (s)19.10.00.10.1 Approach LOSCA Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 43.6%ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 10: Northgate Lane & US Route 17/Carrollton Boulevard 2012 PM Existing Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)8090002574700143825 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.850 Flt Protected0.9500.950 Satd. Flow (prot)017701583018630177035391863186335391583 Flt Permitted0.9500.950 Satd. Flow (perm)017701583018630177035391863186335391583 Adj. Flow (vph)120240003287900169236 Lane Group Flow (vph)012240003287900169236 Sign ControlStopStopFreeFree Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 49.8%ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 10: Northgate Lane & US Route 17/Carrollton Boulevard 2012 PM Existing Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 2 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)8090002574700143825 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.670.920.380.920.920.920.780.850.920.920.850.69 Hourly flow rate (vph)120240003287900169236 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume21952635846181226714391728879 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol21952635846181226714391728879 tC, single (s)7.56.56.97.56.56.94.14.1 tC, 2 stage (s) tF (s)3.54.03.33.54.03.32.22.2 p0 queue free %491009210010010091100 cM capacity (veh/h)23213064220565361765 Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3NB 4SB 1SB 2SB 3SB 4 Volume Total12240324394390084684636 Volume Left120032 0000000 Volume Right024 0000000036 cSH2330617003611700170017001700170017001700 Volume to Capacity0.510.080.000.090.260.260.000.000.500.500.02 Queue Length 95th (ft)38 6070000000 Control Delay (s)267.517.80.015.90.00.00.00.00.00.00.0 Lane LOSFCAC Approach Delay (s)101.50.00.60.0 Approach LOSFA Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 49.8%ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 AM No Build Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)37019000111359016726 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.850 Flt Protected0.9500.9500.950 Satd. Flow (prot)017701583018630177035391863177035391583 Flt Permitted0.9500.9500.950 Satd. Flow (perm)017701583018630177035391863177035391583 Adj. Flow (vph)44022000131562017157 Lane Group Flow (vph)04422000131562017157 Sign ControlStopStopFreeFree Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 47.6%ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 AM No Build Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 2 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)37019000111359016726 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.850.920.850.920.920.920.850.870.920.850.940.85 Hourly flow rate (vph)44022000131562017157 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeRaisedRaised Median storage veh)11 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume15242305357197023127817221562 vC1, stage 1 conf vol71771715881588 vC2, stage 2 conf vol8071588382724 vCu, unblocked vol15242305357197023127817221562 tC, single (s)7.56.56.97.56.56.94.14.1 tC, 2 stage (s)6.55.56.55.5 tF (s)3.54.03.33.54.03.32.22.2 p0 queue free %781009710010010099100 cM capacity (veh/h)20012163993120338876419 Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3NB 4SB 1SB 2SB 3SB 4 Volume Total4422013781781013573577 Volume Left440013 0001000 Volume Right022 000000007 cSH2006391700876170017001700419170017001700 Volume to Capacity0.220.030.000.010.460.460.000.000.210.210.00 Queue Length 95th (ft)20 3010000000 Control Delay (s)28.010.80.09.20.00.00.013.60.00.00.0 Lane LOSDBAAB Approach Delay (s)22.20.00.10.0 Approach LOSCA Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 47.6%ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 PM No Build Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)8090002590400168725 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.850 Flt Protected0.9500.950 Satd. Flow (prot)017701583018630177035391863186335391583 Flt Permitted0.9500.950 Satd. Flow (perm)017701583018630177035391863186335391583 Adj. Flow (vph)1202400032106400198536 Lane Group Flow (vph)0122400032106400198536 Sign ControlStopStopFreeFree Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 56.6%ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 PM No Build Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 2 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)8090002590400168725 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.670.920.380.920.920.920.780.850.920.920.850.69 Hourly flow rate (vph)1202400032106400198536 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeNoneNone Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume258131129922144314953220211064 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol258131129922144314953220211064 tC, single (s)7.56.56.97.56.56.94.14.1 tC, 2 stage (s) tF (s)3.54.03.33.54.03.32.22.2 p0 queue free %01009010010010088100 cM capacity (veh/h)1110244239492278651 Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3NB 4SB 1SB 2SB 3SB 4 Volume Total12240325325320099299236 Volume Left120032 0000000 Volume Right024 0000000036 cSH1124417002781700170017001700170017001700 Volume to Capacity1.040.100.000.120.310.310.000.000.580.580.02 Queue Length 95th (ft)548010 0000000 Control Delay (s)709.621.30.019.70.00.00.00.00.00.00.0 Lane LOSFCAC Approach Delay (s)252.00.00.60.0 Approach LOSFA Intersection Summary Average Delay 3.0 Intersection Capacity Utilization 56.6%ICU Level of Service B Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)430790006413520168215 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.850 Flt Protected0.9500.9500.950 Satd. Flow (prot)017701583018630177035391863177035391583 Flt Permitted0.9500.9500.950 Satd. Flow (perm)017701583018630177035391863177035391583 Adj. Flow (vph)510930007515540172618 Lane Group Flow (vph)051930007515540172618 Sign ControlStopStopFreeFree Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 54.0%ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 2 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)430790006413520168215 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.850.920.850.920.920.920.850.870.920.850.940.85 Hourly flow rate (vph)510930007515540172618 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeRaisedRaised Median storage veh)11 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume16552432363216324507777431554 vC1, stage 1 conf vol72872817051705 vC2, stage 2 conf vol9281705458746 vCu, unblocked vol16552432363216324507777431554 tC, single (s)7.56.56.97.56.56.94.14.1 tC, 2 stage (s)6.55.56.55.5 tF (s)3.54.03.33.54.03.32.22.2 p0 queue free %701008510010010091100 cM capacity (veh/h)1681016347097340860422 Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3NB 4SB 1SB 2SB 3SB 4 Volume Total51930757777770136336318 Volume Left510075 0001000 Volume Right093 0000000018 cSH1686341700860170017001700422170017001700 Volume to Capacity0.300.150.000.090.460.460.000.000.210.210.01 Queue Length 95th (ft)3013 070000000 Control Delay (s)35.511.70.09.60.00.00.013.60.00.00.0 Lane LOS EBAAB Approach Delay (s)20.00.00.40.0 Approach LOSCA Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 54.0%ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 PM Build Timing Plan: PM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)37017100018987000170352 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.850 Flt Protected0.9500.950 Satd. Flow (prot)017701583018630177035391863186335391583 Flt Permitted0.9500.950 Satd. Flow (perm)017701583018630177035391863186335391583 Adj. Flow (vph)440201000222100000181261 Lane Group Flow (vph)044201000222100000181261 Sign ControlStopStopFreeFree Intersection Summary Control Type: Unsignalized Intersection Capacity Utilization 70.9%ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity AnalysisEagle Harbor Tract 8 10: Northgate Lane & US Route 17/Carrollton Boulevard 2014 PM Build Timing Plan: PM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 2 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (veh/h)37017100018987000170352 Sign ControlStopStopFreeFree Grade0%0%0%0% Peak Hour Factor0.850.920.850.920.920.920.850.870.920.850.940.85 Hourly flow rate (vph)440201000222100000181261 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median typeRaisedRaised Median storage veh)11 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume275632569062552331850018731000 vC1, stage 1 conf vol1812181214451445 vC2, stage 2 conf vol945144511071873 vCu, unblocked vol275632569062552331850018731000 tC, single (s)7.56.56.97.56.56.94.14.1 tC, 2 stage (s)6.55.56.55.5 tF (s)3.54.03.33.54.03.32.22.2 p0 queue free %01002810010010030100 cM capacity (veh/h)403827922516317688 Direction, Lane #EB 1EB 2WB 1NB 1NB 2NB 3NB 4SB 1SB 2SB 3SB 4 Volume Total4420102225005000090690661 Volume Left4400222 0000000 Volume Right0201 0000000061 cSH4027917003171700170017001700170017001700 Volume to Capacity1.100.720.000.700.290.290.000.000.530.530.04 Queue Length 95th (ft)1071270124 0000000 Control Delay (s)332.045.30.039.10.00.00.00.00.00.00.0 Lane LOSFEAE Approach Delay (s)96.30.07.10.0 Approach LOSFA Intersection Summary Average Delay 9.7 Intersection Capacity Utilization 70.9%ICU Level of Service C Analysis Period (min)15 Lanes, Volumes, TimingsEagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 1 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)6741911515536421325178525108 Lane Util. Factor0.950.951.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9500.9550.9640.9500.950 Satd. Flow (prot)169817081599018321615157035391615180534711568 Flt Permitted0.9500.9550.9640.3580.082 Satd. Flow (perm)1698170815990183216155913539161515634711568 Satd. Flow (RTOR)1284210127 Adj. Flow (vph)7752213518642491395209618127 Lane Group Flow (vph)39540213502442491395209618127 Turn TypeSplitPermSplitPermD.P+PPermD.P+Ppm+ov Protected Phases443316524 Permitted Phases432662 Total Split (s)43.043.043.015.015.015.015.067.067.015.067.043.0 Total Lost Time (s)6.56.56.56.06.06.06.07.07.06.07.06.5 Act Effct Green (s)36.136.136.17.77.775.576.876.879.168.2107.4 Actuated g/C Ratio0.260.260.260.060.060.540.550.550.560.490.77 v/c Ratio0.900.910.270.240.330.130.720.020.060.370.10 Control Delay74.476.08.868.924.316.028.212.49.117.61.4 Queue Delay0.00.00.00.00.10.00.40.00.00.00.0 Total Delay74.476.08.868.924.416.028.612.49.117.61.4 LOSEEAECBCBABA Approach Delay65.640.628.014.8 Approach LOSEDCB Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 39 (28%), Referenced to phase 2:NBSB and 6:NBSB, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 36.0Intersection LOS: D Intersection Capacity Utilization 77.9%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 2 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)6741911515536421325178525108 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.56.56.56.06.06.07.07.06.07.06.5 Lane Util. Factor0.950.951.001.001.001.000.951.001.000.951.00 Frt1.001.000.851.000.851.001.000.851.001.000.85 Flt Protected0.950.951.000.961.000.951.001.000.951.001.00 Satd. Flow (prot)16981707159918311615157035391615180534711568 Flt Permitted0.950.951.000.961.000.361.001.000.081.001.00 Satd. Flow (perm)169817071599183116155923539161515634711568 Peak-hour factor, PHF0.870.850.850.850.850.850.850.950.850.850.850.85 Adj. Flow (vph)7752213518642491395209618127 RTOR Reduction (vph)00950040 0050035 Lane Group Flow (vph)39540240024249139515961892 Heavy Vehicles (%)1%0%1%0%0%0%15%2%0%0%4%3% Turn TypeSplitPermSplitPermD.P+PPermD.P+Ppm+ov Protected Phases443316524 Permitted Phases432662 Actuated Green, G (s)36.136.136.16.36.372.170.870.872.165.8101.9 Effective Green, g (s)36.136.136.16.36.372.170.870.872.165.8101.9 Actuated g/C Ratio0.260.260.260.040.040.510.510.510.510.470.73 Clearance Time (s)6.56.56.56.06.06.07.07.06.07.06.5 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)438440412827334917908179616311141 v/s Ratio Prot0.23c0.24c0.01c0.01c0.390.000.180.02 v/s Ratio Perm0.030.000.070.010.050.04 v/c Ratio0.900.910.100.290.030.140.780.020.090.380.08 Uniform Delay, d150.250.439.564.763.917.328.217.322.623.95.5 Progression Factor1.001.001.001.001.001.001.001.000.570.692.29 Incremental Delay, d221.423.20.12.00.10.23.40.00.40.70.0 Delay (s)71.673.639.666.764.117.531.717.313.417.112.6 Level of ServiceEEDEEBC BBBB Approach Delay (s)67.965.031.016.3 Approach LOSEECB Intersection Summary HCM Average Control Delay38.9HCM Level of ServiceD HCM Volume to Capacity ratio0.79 Actuated Cycle Length (s) 140.0Sum of lost time (s)25.5 Intersection Capacity Utilization77.9%ICU Level of ServiceD Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, Timings Eagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 PM Build Timing Plan: PM Peak Synchro 7 - Report 3/28/2013 Kimley-Horn and Associates, Inc.Page 1 Lane Group EBL EBT EBR WBLWBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)310 24 94 33 28 12 225 709 9 261873 621 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.9500.959 0.974 0.950 0.950 Satd. Flow (prot)169817161599 018511615157035391615180534711568 Flt Permitted 0.9500.959 0.974 0.048 0.338 Satd. Flow (perm)169817161599 018511615 7935391615 64234711568 Satd. Flow (RTOR)111 14 11 250 Adj. Flow (vph)356 28 111 39 33 14 265 746 11 312204 731 Lane Group Flow (vph)192 192 111 0 72 14 265 746 11 312204 731 Turn Type Split Perm Split PermD.P+P PermD.P+P pm+ov Protected Phases 4 4 3 3 1 6 5 2 4 Permitted Phases 4 3 2 6 6 2 Total Split (s)20.0 20.0 20.0 15.0 15.0 15.0 25.0100.0100.0 15.0 90.0 20.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 6.0 7.0 6.0 Act Effct Green (s)14.4 14.4 14.4 8.6 8.6103.0 99.0 99.0105.4 83.0 98.4 Actuated g/C Ratio 0.10 0.10 0.10 0.06 0.06 0.69 0.66 0.66 0.70 0.55 0.66 v/c Ratio 1.19 1.17 0.44 0.67 0.13 1.09 0.32 0.01 0.06 1.15 0.66 Control Delay 184.1179.2 16.1 98.4 30.6128.7 12.2 5.1 4.3 88.0 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.2 0.0 Total Delay 184.1179.2 16.1 98.4 30.6128.7 12.2 5.1 4.3 91.2 2.6 LOS F F B F C F B A A F A Approach Delay 144.5 87.4 42.3 68.5 Approach LOS F F D E Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 59 (39%), Referenced to phase 2:NBSB and 6:NBSB, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.19 Intersection Signal Delay: 71.2 Intersection LOS: E Intersection Capacity Utilization 96.0%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity Analysis Eagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 PM Build Timing Plan: PM Peak Synchro 7 - Report 3/28/2013 Kimley-Horn and Associates, Inc.Page 2 Movement EBL EBT EBR WBLWBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph)310 24 94 33 28 12 225 709 9 261873 621 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 6.0 7.0 6.0 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.97 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot)169817161599 18501615157035391615180534711568 Flt Permitted 0.95 0.96 1.00 0.97 1.00 0.05 1.00 1.00 0.34 1.00 1.00 Satd. Flow (perm)169817161599 18501615 8035391615 64334711568 Peak-hour factor, PHF 0.87 0.85 0.85 0.85 0.85 0.85 0.85 0.95 0.85 0.85 0.85 0.85 Adj. Flow (vph)356 28 111 39 33 14 265 746 11 312204 731 RTOR Reduction (vph)0 0 100 0 0 13 0 0 4 0 0 88 Lane Group Flow (vph)192 192 11 0 72 1 265 746 7 312204 643 Heavy Vehicles (%)1%0%1%0%0%0%15%2%0%0%4%3% Turn Type Split Perm Split PermD.P+P PermD.P+P pm+ov Protected Phases 4 4 3 3 1 6 5 2 4 Permitted Phases 4 3 2 6 6 2 Actuated Green, G (s)14.4 14.4 14.4 8.6 8.6102.0 96.6 96.6102.0 83.0 97.4 Effective Green, g (s)14.4 14.4 14.4 8.6 8.6102.0 96.6 96.6102.0 83.0 97.4 Actuated g/C Ratio 0.10 0.10 0.10 0.06 0.06 0.68 0.64 0.64 0.68 0.55 0.65 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 6.0 7.0 6.0 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 Lane Grp Cap (vph)163 165 154 106 93 24322791040 47919211018 v/s Ratio Prot c0.11 0.11 c0.04 c0.14 0.21 0.00c0.63 0.06 v/s Ratio Perm 0.01 0.00 0.61 0.00 0.04 0.35 v/c Ratio 1.18 1.16 0.07 0.68 0.01 1.09 0.33 0.01 0.06 1.15 0.63 Uniform Delay, d1 67.8 67.8 61.7 69.3 66.7 54.7 12.0 9.5 10.9 33.5 15.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.70 0.56 0.42 Incremental Delay, d2 126.4120.9 0.2 15.9 0.0 84.0 0.4 0.0 0.0 66.9 0.1 Delay (s)194.2188.7 61.9 85.3 66.7138.7 12.4 9.6 7.7 85.8 6.7 Level of Service F F E F E F B A A F A Approach Delay (s)162.4 82.3 45.1 65.5 Approach LOS F F D E Intersection Summary HCM Average Control Delay 71.8 HCM Level of Service E HCM Volume to Capacity ratio 1.11 Actuated Cycle Length (s)150.0 Sum of lost time (s)25.0 Intersection Capacity Utilization 96.0%ICU Level of Service F Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2012 AM Existing Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 7 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)6171911315536401184178413108 Lane Util. Factor0.950.951.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9500.9560.9640.9500.950 Satd. Flow (prot)169817101599018321615157035391615180534711568 Flt Permitted0.9500.9560.9640.9500.950 Satd. Flow (perm)169817101599018321615157035391615180534711568 Satd. Flow (RTOR)1404814129 Adj. Flow (vph)70932140248486512462420523129 Lane Group Flow (vph)369372140032486512462420523129 Turn TypeSplitPermSplitPermProtPermProtpm+ov Protected Phases443316524 Permitted Phases 4362 Total Split (s)25.025.025.024.024.024.020.047.047.019.046.025.0 Total Lost Time (s)6.56.56.56.06.06.06.07.07.06.07.06.5 Act Effct Green (s)31.131.131.18.08.010.053.453.46.945.379.6 Actuated g/C Ratio0.270.270.270.070.070.090.460.460.060.390.69 v/c Ratio0.800.800.260.250.310.470.760.030.190.380.11 Control Delay55.155.17.255.219.460.430.612.753.822.23.4 Queue Delay0.00.00.00.00.00.00.00.00.00.00.0 Total Delay55.155.17.255.219.460.430.612.753.822.23.4 LOSEEAEBECBDCA Approach Delay47.533.731.819.5 Approach LOSDCCB Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 114 (99%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 33.7Intersection LOS: C Intersection Capacity Utilization 72.4%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2012 AM Existing Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 8 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)6171911315536401184178413108 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.56.56.56.06.06.07.07.06.07.06.5 Lane Util. Factor0.950.951.001.001.001.000.951.001.000.951.00 Frt1.001.000.851.000.851.001.000.851.001.000.85 Flt Protected0.950.961.000.961.000.951.001.000.951.001.00 Satd. Flow (prot)16981710159918311615157035391615180534711568 Flt Permitted0.950.961.000.961.000.951.001.000.951.001.00 Satd. Flow (perm)16981710159918311615157035391615180534711568 Peak-hour factor, PHF0.870.590.810.620.620.750.620.950.710.400.790.84 Adj. Flow (vph)70932140248486512462420523129 RTOR Reduction (vph)001020045 0080046 Lane Group Flow (vph)369372380323651246162052383 Heavy Vehicles (%)1%0%1%0%0%0%15%2%0%0%4%3% Turn TypeSplitPermSplitPermProtPermProtpm+ov Protected Phases443316524 Permitted Phases 4362 Actuated Green, G (s)31.131.131.16.66.68.948.648.63.242.974.0 Effective Green, g (s)31.131.131.16.66.68.948.648.63.242.974.0 Actuated g/C Ratio0.270.270.270.060.060.080.420.420.030.370.64 Clearance Time (s)6.56.56.56.06.06.07.07.06.07.06.5 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)4594624321059312214966835012951009 v/s Ratio Prot0.22c0.22c0.02c0.04c0.350.010.150.02 v/s Ratio Perm0.020.000.010.03 v/c Ratio0.800.810.090.300.030.530.830.020.400.400.08 Uniform Delay, d139.139.131.352.051.251.029.619.455.026.67.7 Progression Factor1.001.001.001.001.001.001.001.000.980.813.48 Incremental Delay, d29.89.80.11.60.14.45.60.15.10.90.0 Delay (s)48.949.031.453.651.355.535.219.459.022.526.9 Level of ServiceDDCDDEDBECC Approach Delay (s)46.252.235.924.4 Approach LOS DDDC Intersection Summary HCM Average Control Delay36.8HCM Level of ServiceD HCM Volume to Capacity ratio0.79 Actuated Cycle Length (s) 115.0Sum of lost time (s)25.5 Intersection Capacity Utilization72.4%ICU Level of ServiceC Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2012 PM Existing Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 7 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)21424903328122225669261521621 Lane Util. Factor0.950.951.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9500.9660.9730.9500.950 Satd. Flow (prot)171517241583018491615177035051615180535391615 Flt Permitted0.9500.9660.9730.9500.950 Satd. Flow (perm)171517241583018491615177035051615180535391615 Satd. Flow (RTOR)1121612349 Adj. Flow (vph)2354011248401626766612401536647 Lane Group Flow (vph)1361391120881626766612401536647 Turn TypeSplitPermSplitPermProtPermProtpm+ov Protected Phases443316524 Permitted Phases 4362 Total Split (s)25.025.025.018.018.018.030.069.069.018.057.025.0 Total Lost Time (s)6.56.56.56.06.06.06.07.07.06.07.06.5 Act Effct Green (s)16.316.316.310.510.522.571.771.78.355.272.0 Actuated g/C Ratio0.130.130.130.080.080.170.550.550.060.420.55 v/c Ratio0.630.640.380.590.110.870.340.010.341.020.62 Control Delay67.167.712.573.524.279.318.48.186.939.59.5 Queue Delay0.00.00.00.00.00.00.00.00.00.00.0 Total Delay67.167.712.573.524.279.318.48.186.939.59.5 LOSEEBECEBAFDA Approach Delay51.565.935.531.6 Approach LOSDEDC Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 11 (8%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.02 Intersection Signal Delay: 35.7Intersection LOS: D Intersection Capacity Utilization 83.8%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2012 PM Existing Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 8 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)21424903328122225669261521621 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.56.56.56.06.06.07.07.06.07.06.5 Lane Util. Factor0.950.951.001.001.001.000.951.001.000.951.00 Frt1.001.000.851.000.851.001.000.851.001.000.85 Flt Protected0.950.971.000.971.000.951.001.000.951.001.00 Satd. Flow (prot)17151723158318501615177035051615180535391615 Flt Permitted0.950.971.000.971.000.951.001.000.951.001.00 Satd. Flow (perm)17151723158318501615177035051615180535391615 Peak-hour factor, PHF0.910.600.800.690.700.750.830.850.750.650.990.96 Adj. Flow (vph)2354011248401626766612401536647 RTOR Reduction (vph)00980015 00500157 Lane Group Flow (vph)1361391408812676667401536490 Heavy Vehicles (%)0%4%2%0%0%0%2%3%0%0%2%0% Turn TypeSplitPermSplitPermProtPermProtpm+ov Protected Phases443316524 Permitted Phases 4362 Actuated Green, G (s)16.316.316.310.510.522.570.570.57.255.271.5 Effective Green, g (s)16.316.316.310.510.522.570.570.57.255.271.5 Actuated g/C Ratio0.130.130.130.080.080.170.540.540.060.420.55 Clearance Time (s)6.56.56.56.06.06.07.07.06.07.06.5 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)21521619814913030619018761001503888 v/s Ratio Prot0.08c0.08c0.05c0.150.190.02c0.430.07 v/s Ratio Perm0.010.000.000.23 v/c Ratio0.630.640.070.590.010.870.350.010.401.020.55 Uniform Delay, d154.054.150.257.755.052.416.813.759.337.418.9 Progression Factor1.001.001.001.001.001.001.001.001.460.431.86 Incremental Delay, d26.06.40.26.10.022.80.50.00.919.60.3 Delay (s)60.060.550.363.855.075.217.313.787.635.535.4 Level of ServiceEEDEDEBBFDD Approach Delay (s)57.462.533.636.4 Approach LOSEECD Intersection Summary HCM Average Control Delay38.7HCM Level of ServiceD HCM Volume to Capacity ratio0.89 Actuated Cycle Length (s) 130.0Sum of lost time (s)25.5 Intersection Capacity Utilization83.8%ICU Level of ServiceE Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 AM No Build Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 7 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)6171911515536421326178490108 Lane Util. Factor0.950.951.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9500.9550.9640.9500.950 Satd. Flow (prot)169817081599018321615157035391615180534711568 Flt Permitted0.9500.9550.9640.9500.950 Satd. Flow (perm)169817081599018321615157035391615180534711568 Satd. Flow (RTOR)1354210127 Adj. Flow (vph)7092213518642491396209576127 Lane Group Flow (vph)36236913502442491396209576127 Turn TypeSplitPermSplitPermProtPermProtpm+ov Protected Phases443316524 Permitted Phases 4362 Total Split (s)45.045.045.015.015.015.016.065.065.015.064.045.0 Total Lost Time (s)6.56.56.56.06.06.06.07.07.06.07.06.5 Act Effct Green (s)35.235.235.27.77.78.777.577.56.367.9106.2 Actuated g/C Ratio0.250.250.250.060.060.060.550.550.040.480.76 v/c Ratio0.850.860.270.240.330.500.710.020.110.340.10 Control Delay68.269.47.468.924.380.728.213.279.118.50.5 Queue Delay0.00.00.00.00.10.00.60.00.00.00.0 Total Delay68.269.47.468.924.480.728.713.279.118.50.5 LOSEEAECFCBEBA Approach Delay59.240.630.216.0 Approach LOSEDCB Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 2 (1%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 35.3Intersection LOS: D Intersection Capacity Utilization 76.3%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 AM No Build Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 8 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)6171911515536421326178490108 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.56.56.56.06.06.07.07.06.07.06.5 Lane Util. Factor0.950.951.001.001.001.000.951.001.000.951.00 Frt1.001.000.851.000.851.001.000.851.001.000.85 Flt Protected0.950.961.000.961.000.951.001.000.951.001.00 Satd. Flow (prot)16981708159918311615157035391615180534711568 Flt Permitted0.950.961.000.961.000.951.001.000.951.001.00 Satd. Flow (perm)16981708159918311615157035391615180534711568 Peak-hour factor, PHF0.870.850.850.850.850.850.850.950.850.850.850.85 Adj. Flow (vph)7092213518642491396209576127 RTOR Reduction (vph)001010040 0050036 Lane Group Flow (vph)36236934024249139615957691 Heavy Vehicles (%)1%0%1%0%0%0%15%2%0%0%4%3% Turn TypeSplitPermSplitPermProtPermProtpm+ov Protected Phases443316524 Permitted Phases 4362 Actuated Green, G (s)35.235.235.26.36.37.671.571.51.565.4100.6 Effective Green, g (s)35.235.235.26.36.37.671.571.51.565.4100.6 Actuated g/C Ratio0.250.250.250.040.040.050.510.510.010.470.72 Clearance Time (s)6.56.56.56.06.06.07.07.06.07.06.5 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)42742940282738518078251916211127 v/s Ratio Prot0.21c0.22c0.01c0.03c0.390.000.170.02 v/s Ratio Perm0.020.000.010.04 v/c Ratio0.850.860.080.290.030.580.770.020.470.360.08 Uniform Delay, d149.950.040.164.763.964.627.716.968.923.85.9 Progression Factor1.001.001.001.001.001.001.001.001.200.710.55 Incremental Delay, d214.416.00.12.00.19.13.30.017.20.60.0 Delay (s)64.366.040.266.764.173.831.017.099.717.63.3 Level of ServiceEEDEEECBFBA Approach Delay (s)61.365.032.216.0 Approach LOSEECB Intersection Summary HCM Average Control Delay37.3HCM Level of ServiceD HCM Volume to Capacity ratio0.79 Actuated Cycle Length (s) 140.0Sum of lost time (s)25.5 Intersection Capacity Utilization76.3%ICU Level of ServiceD Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 PM No Build Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 7 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)21424943328122257149261769621 Lane Util. Factor0.950.951.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9500.9660.9730.9500.950 Satd. Flow (prot)171517241583018491615177035051615180535391615 Flt Permitted0.9500.9660.9730.9500.950 Satd. Flow (perm)171517241583018491615177035051615180535391615 Satd. Flow (RTOR)1181612232 Adj. Flow (vph)2354011848401627184012401787647 Lane Group Flow (vph)1361391180881627184012401787647 Turn TypeSplitPermSplitPermProtPermProtpm+ov Protected Phases443316524 Permitted Phases 4362 Total Split (s)20.020.020.015.015.015.030.0100.0100.015.085.020.0 Total Lost Time (s)6.56.56.56.06.06.06.07.07.06.07.06.5 Act Effct Green (s)13.513.513.59.09.024.096.496.47.978.092.0 Actuated g/C Ratio0.090.090.090.060.060.160.640.640.050.520.61 v/c Ratio0.880.900.470.800.140.960.370.010.420.970.60 Control Delay112.6115.116.8112.429.1105.313.74.989.922.73.7 Queue Delay0.00.00.00.00.00.00.00.00.00.00.0 Total Delay112.6115.116.8112.429.1105.313.74.989.922.73.7 LOSFFBFCFBAFCA Approach Delay84.799.635.718.8 Approach LOSFFDB Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 10 (7%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 31.8Intersection LOS: C Intersection Capacity Utilization 90.8%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 PM No Build Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 8 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)21424943328122257149261769621 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.56.56.56.06.06.07.07.06.07.06.5 Lane Util. Factor0.950.951.001.001.001.000.951.001.000.951.00 Frt1.001.000.851.000.851.001.000.851.001.000.85 Flt Protected0.950.971.000.971.000.951.001.000.951.001.00 Satd. Flow (prot)17151723158318501615177035051615180535391615 Flt Permitted0.950.971.000.971.000.951.001.000.951.001.00 Satd. Flow (perm)17151723158318501615177035051615180535391615 Peak-hour factor, PHF0.910.600.800.690.700.750.830.850.750.650.990.96 Adj. Flow (vph)2354011848401627184012401787647 RTOR Reduction (vph)001070015 0040090 Lane Group Flow (vph)1361391108812718408401787557 Heavy Vehicles (%)0%4%2%0%0%0%2%3%0%0%2%0% Turn TypeSplitPermSplitPermProtPermProtpm+ov Protected Phases443316524 Permitted Phases 4362 Actuated Green, G (s)13.513.513.59.09.024.095.295.26.878.091.5 Effective Green, g (s)13.513.513.59.09.024.095.295.26.878.091.5 Actuated g/C Ratio0.090.090.090.060.060.160.630.630.050.520.61 Clearance Time (s)6.56.56.56.06.06.07.07.06.07.06.5 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)1541551421119728322251025821840985 v/s Ratio Prot0.08c0.08c0.05c0.150.240.02c0.500.05 v/s Ratio Perm0.010.000.000.29 v/c Ratio0.880.900.070.790.010.960.380.010.490.970.56 Uniform Delay, d167.567.662.569.666.362.513.210.169.934.917.4 Progression Factor1.001.001.001.001.001.001.001.001.250.440.50 Incremental Delay, d240.443.10.231.00.041.60.50.01.36.50.2 Delay (s)107.8110.762.8100.666.4104.113.710.188.821.79.0 Level of ServiceFFEFEFBBFCA Approach Delay (s)95.395.335.419.5 Approach LOSFFDB Intersection Summary HCM Average Control Delay33.1HCM Level of ServiceC HCM Volume to Capacity ratio0.95 Actuated Cycle Length (s) 150.0Sum of lost time (s)25.5 Intersection Capacity Utilization90.8%ICU Level of ServiceE Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 13 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)6741911515536421325178525108 Lane Util. Factor0.950.951.001.001.001.000.970.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9500.9550.9640.9500.950 Satd. Flow (prot)169817081599018321615304535391615180534711568 Flt Permitted0.9500.9550.9640.9500.950 Satd. Flow (perm)169817081599018321615304535391615180534711568 Satd. Flow (RTOR)1344210127 Adj. Flow (vph)7752213518642491395209618127 Lane Group Flow (vph)39540213502442491395209618127 Turn TypeSplitPermSplitPermProtPermProtpm+ov Protected Phases448816524 Permitted Phases 4862 Total Split (s)47.047.047.015.015.015.015.063.063.015.063.047.0 Total Lost Time (s)6.56.56.56.06.06.06.07.07.06.07.06.5 Act Effct Green (s)37.437.437.47.77.78.375.375.36.366.0106.5 Actuated g/C Ratio0.270.270.270.060.060.060.540.540.040.470.76 v/c Ratio0.870.880.260.240.330.270.730.020.110.380.10 Control Delay68.870.17.268.924.366.429.913.981.618.80.4 Queue Delay0.00.00.00.00.00.00.30.00.00.00.0 Total Delay68.870.17.268.924.466.430.313.981.618.80.4 LOSEEAECECBFBA Approach Delay60.440.631.316.4 Approach LOSEDCB Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 24 (17%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 36.4Intersection LOS: D Intersection Capacity Utilization 77.9%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 14 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)6741911515536421325178525108 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.56.56.56.06.06.07.07.06.07.06.5 Lane Util. Factor0.950.951.001.001.000.970.951.001.000.951.00 Frt1.001.000.851.000.851.001.000.851.001.000.85 Flt Protected0.950.951.000.961.000.951.001.000.951.001.00 Satd. Flow (prot)16981707159918311615304535391615180534711568 Flt Permitted0.950.951.000.961.000.951.001.000.951.001.00 Satd. Flow (perm)16981707159918311615304535391615180534711568 Peak-hour factor, PHF0.870.850.850.850.850.850.850.950.850.850.850.85 Adj. Flow (vph)7752213518642491395209618127 RTOR Reduction (vph)00980040 0050039 Lane Group Flow (vph)39540237024249139515961888 Heavy Vehicles (%)1%0%1%0%0%0%15%2%0%0%4%3% Turn TypeSplitPermSplitPermProtPermProtpm+ov Protected Phases448816524 Permitted Phases 4862 Actuated Green, G (s)37.437.437.46.36.310.869.369.31.560.097.4 Effective Green, g (s)37.437.437.46.36.310.869.369.31.560.097.4 Actuated g/C Ratio0.270.270.270.040.040.080.490.490.010.430.70 Clearance Time (s)6.56.56.56.06.06.07.07.06.07.06.5 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)454456427827323517527991914881091 v/s Ratio Prot0.23c0.24c0.010.02c0.390.00c0.180.02 v/s Ratio Perm0.020.000.010.03 v/c Ratio0.870.880.090.290.030.210.800.020.470.420.08 Uniform Delay, d149.049.238.564.763.960.629.518.068.927.86.9 Progression Factor1.001.001.001.001.001.001.001.001.240.680.38 Incremental Delay, d216.417.80.12.00.10.43.90.017.10.80.0 Delay (s)65.467.038.666.764.161.033.318.1102.319.82.7 Level of ServiceEEDEEECBFBA Approach Delay (s)62.265.034.017.9 Approach LOSEECB Intersection Summary HCM Average Control Delay39.1HCM Level of ServiceD HCM Volume to Capacity ratio0.81 Actuated Cycle Length (s) 140.0Sum of lost time (s)26.5 Intersection Capacity Utilization77.9%ICU Level of ServiceD Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 PM Build Timing Plan: PM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 13 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)31024943328122257099261873621 Lane Util. Factor0.950.951.001.001.001.000.970.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9500.9590.9740.9500.950 Satd. Flow (prot)169817161599018511615304535391615180534711568 Flt Permitted0.9500.9590.9740.9500.950 Satd. Flow (perm)169817161599018511615304535391615180534711568 Satd. Flow (RTOR)1111411217 Adj. Flow (vph)3562811139331426574611312204731 Lane Group Flow (vph)1921921110721426574611312204731 Turn TypeSplitPermSplitPermProtPermProtpm+ov Protected Phases448816524 Permitted Phases 4862 Total Split (s)25.025.025.015.015.015.023.095.095.015.087.025.0 Total Lost Time (s)6.06.06.06.06.06.06.07.07.06.07.06.0 Act Effct Green (s)19.019.019.08.68.616.294.494.47.981.2107.1 Actuated g/C Ratio0.130.130.130.060.060.110.630.630.050.540.71 v/c Ratio0.890.880.370.670.130.810.330.010.331.170.62 Control Delay103.0101.413.598.430.683.914.46.055.2102.90.8 Queue Delay0.00.00.00.00.00.00.00.00.00.00.0 Total Delay103.0101.413.598.430.683.914.46.055.2102.90.8 LOSFFBFCFBAEFA Approach Delay82.387.432.377.2 Approach LOSFFCE Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 50 (33%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.17 Intersection Signal Delay: 67.9Intersection LOS: E Intersection Capacity Utilization 89.9%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 170: Smiths Neck Road & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 170: Smiths Neck Road & US Route 17/Carrollton Boulevard 2014 PM Build Timing Plan: PM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 14 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)31024943328122257099261873621 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.06.07.07.06.07.06.0 Lane Util. Factor0.950.951.001.001.000.970.951.001.000.951.00 Frt1.001.000.851.000.851.001.000.851.001.000.85 Flt Protected0.950.961.000.971.000.951.001.000.951.001.00 Satd. Flow (prot)16981716159918501615304535391615180534711568 Flt Permitted0.950.961.000.971.000.951.001.000.951.001.00 Satd. Flow (perm)16981716159918501615304535391615180534711568 Peak-hour factor, PHF0.870.850.850.850.850.850.850.950.850.850.850.85 Adj. Flow (vph)3562811139331426574611312204731 RTOR Reduction (vph)00970013 0040072 Lane Group Flow (vph)1921921407212657467312204659 Heavy Vehicles (%)1%0%1%0%0%0%15%2%0%0%4%3% Turn TypeSplitPermSplitPermProtPermProtpm+ov Protected Phases448816524 Permitted Phases 4862 Actuated Green, G (s)19.019.019.08.68.616.292.092.05.481.2100.2 Effective Green, g (s)19.019.019.08.68.616.292.092.05.481.2100.2 Actuated g/C Ratio0.130.130.130.060.060.110.610.610.040.540.67 Clearance Time (s)6.06.06.06.06.06.07.07.06.07.06.0 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)2152172031069332921719916518791047 v/s Ratio Protc0.110.11c0.04c0.090.210.02c0.630.08 v/s Ratio Perm0.010.000.000.34 v/c Ratio0.890.880.070.680.010.810.340.010.481.170.63 Uniform Delay, d164.564.457.769.366.765.414.211.370.934.414.3 Progression Factor1.001.001.001.001.001.001.001.000.800.670.08 Incremental Delay, d233.831.90.115.90.013.40.40.00.578.40.1 Delay (s)98.396.357.985.366.778.714.611.356.9101.41.2 Level of ServiceFFEF EEBBEFA Approach Delay (s)88.582.331.276.2 Approach LOSFFCE Intersection Summary HCM Average Control Delay67.6HCM Level of ServiceE HCM Volume to Capacity ratio1.05 Actuated Cycle Length (s) 150.0Sum of lost time (s)25.0 Intersection Capacity Utilization89.9%ICU Level of ServiceE Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2012 AM Existing Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 5 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)270827058520445546111 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)018051615017361615120334711380180533121615 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)018051615017361615120334711380180533121615 Satd. Flow (RTOR)877412 Adj. Flow (vph)40083207710222212751212 Lane Group Flow (vph)04080327710222212751212 Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Total Split (s)26.026.026.026.026.026.015.048.048.015.048.048.0 Total Lost Time (s)6.06.06.06.06.06.06.07.07.06.07.07.0 Act Effct Green (s)8.38.38.18.16.686.286.26.185.985.9 Actuated g/C Ratio0.070.070.070.070.060.750.750.050.750.75 v/c Ratio0.310.060.260.420.140.850.010.070.210.01 Control Delay56.227.055.618.369.016.01.853.07.65.3 Queue Delay0.00.00.00.00.00.00.00.00.00.0 Total Delay56.227.055.618.369.016.01.853.07.65.3 LOSECEBEBADAA Approach Delay51.329.316.28.1 Approach LOSDCBA Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 8 (7%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 15.8Intersection LOS: B Intersection Capacity Utilization 84.0%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 34: Harbor Point Lane & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2012 AM Existing Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 6 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)270827058520445546111 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.07.07.06.07.07.0 Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00 Frt1.000.851.000.851.001.000.851.001.000.85 Flt Protected0.951.000.951.000.951.001.000.951.001.00 Satd. Flow (prot)1805161517361615120334711380180533121615 Flt Permitted0.951.000.951.000.951.001.000.951.001.00 Satd. Flow (perm)1805161517361615120334711380180533121615 Peak-hour factor, PHF0.670.251.000.840.250.750.500.920.430.750.900.88 Adj. Flow (vph)40083207710222212751212 RTOR Reduction (vph)0080073001004 Lane Group Flow (vph)040003241022221175128 Heavy Vehicles (%)0%0%0%4%0%0%50%4%17%0%9%0% Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Actuated Green, G (s)5.55.56.76.71.776.476.41.476.176.1 Effective Green, g (s)5.55.56.76.71.776.476.41.476.176.1 Actuated g/C Ratio0.050.050.060.060.010.660.660.010.660.66 Clearance Time (s)6.06.06.06.06.07.07.06.07.07.0 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)8677101941823069172221921069 v/s Ratio Protc0.02c0.02c0.01c0.640.000.15 v/s Ratio Perm0.000.000.010.00 v/c Ratio0.470.000.320.050.560.960.010.320.230.01 Uniform Delay, d153.352.152.051.156.318.06.556.37.86.6 Progression Factor1.001.001.001.001.320.900.241.001.001.00 Incremental Delay, d23.90.01.80.213.45.80.08.20.30.0 Delay (s)57.352.253.851.387.722.01.664.58.06.6 Level of ServiceEDDDFC AEAA Approach Delay (s)56.452.122.28.7 Approach LOSEDCA Intersection Summary HCM Average Control Delay21.4HCM Level of ServiceC HCM Volume to Capacity ratio0.82 Actuated Cycle Length (s) 115.0Sum of lost time (s)18.0 Intersection Capacity Utilization84.0%ICU Level of ServiceE Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2012 PM Existing Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 5 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)110303002298633655220624 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)018051615017361615180535051615180535391615 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)018051615017361615180535051615180535391615 Satd. Flow (RTOR)120284816 Adj. Flow (vph)240120420281610034868227432 Lane Group Flow (vph)024120042281610034868227432 Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Total Split (s)14.014.014.014.014.014.013.024.024.013.024.024.0 Total Lost Time (s)6.06.06.06.06.06.06.07.07.06.07.07.0 Act Effct Green (s)7.27.27.47.46.132.432.47.038.038.0 Actuated g/C Ratio0.110.110.110.110.090.500.500.110.580.58 v/c Ratio0.120.420.210.130.090.570.060.351.100.03 Control Delay27.411.028.912.626.922.79.132.075.39.8 Queue Delay0.00.00.00.00.00.00.00.00.00.0 Total Delay27.411.028.912.626.922.79.132.075.39.8 LOSCBCBCCACEA Approach Delay13.822.422.173.2 Approach LOSBCCE Intersection Summary Cycle Length: 65 Actuated Cycle Length: 65 Offset: 35 (54%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.10 Intersection Signal Delay: 55.0Intersection LOS: D Intersection Capacity Utilization 88.5%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 34: Harbor Point Lane & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2012 PM Existing Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 6 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)110303002298633655220624 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.07.07.06.07.07.0 Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00 Frt1.000.851.000.851.001.000.851.001.000.85 Flt Protected0.951.000.951.000.951.001.000.951.001.00 Satd. Flow (prot)1805161517361615180535051615180535391615 Flt Permitted0.951.000.951.000.951.001.000.951.001.00 Satd. Flow (perm)1805161517361615180535051615180535391615 Peak-hour factor, PHF0.460.250.250.720.250.790.560.860.750.810.970.75 Adj. Flow (vph)240120420281610034868227432 RTOR Reduction (vph)0010900260030009 Lane Group Flow (vph)0241104221610031868227423 Heavy Vehicles (%)0%0%0%4%0%0%0%3%0%0%2%0% Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Actuated Green, G (s)5.85.84.64.61.425.025.04.628.228.2 Effective Green, g (s)5.85.84.64.61.425.025.04.628.228.2 Actuated g/C Ratio0.090.090.070.070.020.380.380.070.430.43 Clearance Time (s)6.06.06.06.06.07.07.06.07.07.0 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)1611441231143913486211281535701 v/s Ratio Protc0.01c0.020.010.29c0.04c0.64 v/s Ratio Perm0.010.000.010.01 v/c Ratio0.150.070.340.020.410.740.030.531.480.03 Uniform Delay, d127.327.128.828.131.417.212.529.218.410.6 Progression Factor1.001.001.001.000.971.101.791.001.001.00 Incremental Delay, d20.40.21.70.16.43.50.14.2220.20.1 Delay (s)27.827.430.428.236.922.422.433.3238.610.7 Level of ServiceCC CCDCCCFB Approach Delay (s)27.429.522.6229.6 Approach LOSCCCF Intersection Summary HCM Average Control Delay157.4HCM Level of ServiceF HCM Volume to Capacity ratio1.17 Actuated Cycle Length (s) 65.0Sum of lost time (s)25.0 Intersection Capacity Utilization88.5%ICU Level of ServiceE Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 AM No Build Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 5 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)270827058522125554011 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)018051615017361615120334711380180533121615 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)018051615017361615120334711380180533121615 Satd. Flow (RTOR)868312 Adj. Flow (vph)320832068624046660012 Lane Group Flow (vph)032803268624046660012 Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Total Split (s)15.015.015.015.015.015.015.095.095.015.095.095.0 Total Lost Time (s)6.06.06.06.06.06.06.07.07.06.07.07.0 Act Effct Green (s)8.08.08.08.06.4111.6111.66.1111.4111.4 Actuated g/C Ratio0.060.060.060.060.050.800.800.040.800.80 v/c Ratio0.310.080.320.440.110.870.010.080.230.01 Control Delay71.133.871.922.774.06.71.865.86.03.7 Queue Delay0.00.00.00.00.00.00.00.00.00.0 Total Delay71.133.871.922.774.06.71.865.86.03.7 LOSECECEAAEAA Approach Delay63.738.46.96.5 Approach LOSEDAA Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 37 (26%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 8.5Intersection LOS: A Intersection Capacity Utilization 88.6%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 34: Harbor Point Lane & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 AM No Build Timing Plan: AM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 6 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)270827058522125554011 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.07.07.06.07.07.0 Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00 Frt1.000.851.000.851.001.000.851.001.000.85 Flt Protected0.951.000.951.000.951.001.000.951.001.00 Satd. Flow (prot)1805161517361615120334711380180533121615 Flt Permitted0.951.000.951.000.951.001.000.951.001.00 Satd. Flow (perm)1805161517361615120334711380180533121615 Peak-hour factor, PHF0.850.851.000.850.850.850.850.920.850.850.900.88 Adj. Flow (vph)320832068624046660012 RTOR Reduction (vph)0080065001003 Lane Group Flow (vph)0320032362404566009 Heavy Vehicles (%)0%0%0%4%0%0%50%4%17%0%9%0% Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Actuated Green, G (s)5.25.26.66.61.6101.8101.81.4101.6101.6 Effective Green, g (s)5.25.26.66.61.6101.8101.81.4101.6101.6 Actuated g/C Ratio0.040.040.050.050.010.730.730.010.730.73 Clearance Time (s)6.06.06.06.06.07.07.06.07.07.0 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)6760827614252410031824041172 v/s Ratio Protc0.02c0.02c0.00c0.690.000.18 v/s Ratio Perm0.000.000.000.01 v/c Ratio0.480.000.390.040.430.950.010.330.250.01 Uniform Delay, d166.164.964.763.768.717.05.268.86.45.3 Progression Factor1.001.001.001.001.130.200.311.001.001.00 Incremental Delay, d25.30.03.10.29.15.10.010.60.20.0 Delay (s)71.464.967.863.987.08.51.779.56.75.3 Level of ServiceEEEEF AAEAA Approach Delay (s)70.165.28.67.4 Approach LOS EEAA Intersection Summary HCM Average Control Delay10.9HCM Level of ServiceB HCM Volume to Capacity ratio0.84 Actuated Cycle Length (s) 140.0Sum of lost time (s)18.0 Intersection Capacity Utilization88.6%ICU Level of ServiceE Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 PM No Build Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 5 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)1103030022910203655247524 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)018051615017361615180535051615180535391615 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)018051615017361615180535051615180535391615 Satd. Flow (RTOR)120284513 Adj. Flow (vph)240120420281611864868255232 Lane Group Flow (vph)024120042281611864868255232 Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Total Split (s)15.015.015.015.015.015.015.0105.0105.015.0105.0105.0 Total Lost Time (s)6.06.06.06.06.06.06.07.07.06.07.07.0 Act Effct Green (s)7.87.88.38.36.9102.4102.49.1111.8111.8 Actuated g/C Ratio0.050.050.060.060.050.680.680.060.750.75 v/c Ratio0.260.610.440.240.190.500.040.620.970.03 Control Delay74.924.282.626.773.96.90.792.230.75.5 Queue Delay0.00.30.00.00.00.00.00.016.60.0 Total Delay74.924.682.626.773.96.90.792.247.45.5 LOSECFCEAAFDA Approach Delay33.060.27.648.0 Approach LOSCEAD Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 137 (91%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 35.4Intersection LOS: D Intersection Capacity Utilization 95.9%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 34: Harbor Point Lane & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 PM No Build Timing Plan: PM PeakSynchro 7 - Report 11/15/2012 Kimley-Horn and Associates, Inc.Page 6 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)1103030022910203655247524 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.07.07.06.07.07.0 Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00 Frt1.000.851.000.851.001.000.851.001.000.85 Flt Protected0.951.000.951.000.951.001.000.951.001.00 Satd. Flow (prot)1805161517361615180535051615180535391615 Flt Permitted0.951.000.951.000.951.001.000.951.001.00 Satd. Flow (perm)1805161517361615180535051615180535391615 Peak-hour factor, PHF0.460.250.250.720.250.790.560.860.750.810.970.75 Adj. Flow (vph)240120420281611864868255232 RTOR Reduction (vph)0011400270015004 Lane Group Flow (vph)024604211611863368255228 Heavy Vehicles (%)0%0%0%4%0%0%0%3%0%0%2%0% Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Actuated Green, G (s)7.87.86.96.93.3101.2101.29.1107.0107.0 Effective Green, g (s)7.87.86.96.93.3101.2101.29.1107.0107.0 Actuated g/C Ratio0.050.050.050.050.020.670.670.060.710.71 Clearance Time (s)6.06.06.06.06.07.07.06.07.07.0 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)94848074402365109011025241152 v/s Ratio Protc0.01c0.020.010.34c0.04c0.72 v/s Ratio Perm0.000.000.020.02 v/c Ratio0.260.070.530.020.400.500.030.621.010.02 Uniform Delay, d168.367.769.968.372.412.08.168.821.56.3 Progression Factor1.001.001.001.001.010.510.241.001.001.00 Incremental Delay, d21.40.46.10.15.80.70.09.920.70.0 Delay (s)69.768.076.068.479.16.82.078.742.26.3 Level of ServiceEE EEEAAEDA Approach Delay (s)68.373.07.642.7 Approach LOSEEAD Intersection Summary HCM Average Control Delay33.4HCM Level of ServiceC HCM Volume to Capacity ratio0.94 Actuated Cycle Length (s) 150.0Sum of lost time (s)25.0 Intersection Capacity Utilization95.9%ICU Level of ServiceF Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 5 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)270827058522685557511 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)018051615017361615120334711380180533121615 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)018051615017361615120334711380180533121615 Satd. Flow (RTOR)868312 Adj. Flow (vph)320832068624656663912 Lane Group Flow (vph)032803268624656663912 Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Total Split (s)15.015.015.015.015.015.015.095.095.015.095.095.0 Total Lost Time (s)6.06.06.06.06.06.06.07.07.06.07.07.0 Act Effct Green (s)8.08.08.08.06.6111.6111.66.1111.2111.2 Actuated g/C Ratio0.060.060.060.060.050.800.800.040.790.79 v/c Ratio0.310.080.320.440.110.890.010.080.240.01 Control Delay71.133.871.922.751.810.25.465.86.23.8 Queue Delay0.00.00.00.00.00.00.00.00.00.0 Total Delay71.133.871.922.751.810.25.465.86.23.8 LOSECECDBAEAA Approach Delay63.738.410.26.7 Approach LOSEDBA Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 34 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 11.0Intersection LOS: B Intersection Capacity Utilization 90.2%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 34: Harbor Point Lane & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 AM Build Timing Plan: AM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 6 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)270827058522685557511 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.07.07.06.07.07.0 Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00 Frt1.000.851.000.851.001.000.851.001.000.85 Flt Protected0.951.000.951.000.951.001.000.951.001.00 Satd. Flow (prot)1805161517361615120334711380180533121615 Flt Permitted0.951.000.951.000.951.001.000.951.001.00 Satd. Flow (perm)1805161517361615120334711380180533121615 Peak-hour factor, PHF0.850.851.000.850.850.850.850.920.850.850.900.88 Adj. Flow (vph)320832068624656663912 RTOR Reduction (vph)0080065001003 Lane Group Flow (vph)0320032362465566399 Heavy Vehicles (%)0%0%0%4%0%0%50%4%17%0%9%0% Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Actuated Green, G (s)5.25.26.66.61.8101.8101.81.4101.4101.4 Effective Green, g (s)5.25.26.66.61.8101.8101.81.4101.4101.4 Actuated g/C Ratio0.040.040.050.050.010.730.730.010.720.72 Clearance Time (s)6.06.06.06.06.07.07.06.07.07.0 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)6760827615252410031823991170 v/s Ratio Protc0.02c0.020.00c0.710.00c0.19 v/s Ratio Perm0.000.000.000.01 v/c Ratio0.480.000.390.040.400.980.010.330.270.01 Uniform Delay, d166.164.964.763.768.618.05.268.86.65.4 Progression Factor1.001.001.001.000.800.430.951.001.001.00 Incremental Delay, d25.30.03.10.26.66.90.010.60.30.0 Delay (s)71.464.967.863.961.114.75.079.56.95.4 Level of ServiceEE EEEBAEAA Approach Delay (s)70.165.214.77.5 Approach LOS EEBA Intersection Summary HCM Average Control Delay15.5HCM Level of ServiceB HCM Volume to Capacity ratio0.93 Actuated Cycle Length (s) 140.0Sum of lost time (s)26.0 Intersection Capacity Utilization90.2%ICU Level of ServiceE Analysis Period (min)15 c Critical Lane Group Lanes, Volumes, TimingsEagle Harbor Tract 8 34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 PM Build Timing Plan: PM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 5 Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)1103030022911113655257924 Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00 Frt0.8500.8500.8500.850 Flt Protected0.9500.9500.9500.950 Satd. Flow (prot)018051615017361615120334711380180533121615 Flt Permitted0.9500.9500.9500.950 Satd. Flow (perm)018051615017361615120334711380180533121615 Satd. Flow (RTOR)30263810 Adj. Flow (vph)13030350261112084265286627 Lane Group Flow (vph)01330035261112084265286627 Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Total Split (s)15.015.015.015.015.015.015.0105.0105.015.0105.0105.0 Total Lost Time (s)6.06.06.06.06.06.06.07.07.06.07.07.0 Act Effct Green (s)7.47.48.38.37.2109.3109.39.2115.9115.9 Actuated g/C Ratio0.050.050.060.060.050.730.730.060.770.77 v/c Ratio0.150.280.360.230.190.480.040.591.120.02 Control Delay71.827.678.626.764.83.60.289.380.95.8 Queue Delay0.00.10.00.00.00.00.00.085.70.0 Total Delay71.827.678.626.764.83.60.289.3166.55.8 LOSECECEAAFFA Approach Delay41.056.54.0163.4 Approach LOSDEAF Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 52 (35%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.12 Intersection Signal Delay: 114.1Intersection LOS: F Intersection Capacity Utilization 98.8%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 34: Harbor Point Lane & US Route 17/Carrollton Boulevard HCM Signalized Intersection Capacity AnalysisEagle Harbor Tract 8 34: Harbor Point Lane & US Route 17/Carrollton Boulevard 2014 PM Build Timing Plan: PM PeakSynchro 7 - Report 3/29/2013 Kimley-Horn and Associates, Inc.Page 6 MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR Lane Configurations Volume (vph)1103030022911113655257924 Ideal Flow (vphpl)190019001900190019001900190019001900190019001900 Total Lost time (s)6.06.06.06.06.07.07.06.07.07.0 Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00 Frt1.000.851.000.851.001.000.851.001.000.85 Flt Protected0.951.000.951.000.951.001.000.951.001.00 Satd. Flow (prot)1805161517361615120334711380180533121615 Flt Permitted0.951.000.951.000.951.001.000.951.001.00 Satd. Flow (perm)1805161517361615120334711380180533121615 Peak-hour factor, PHF0.850.851.000.850.850.850.850.920.850.850.900.88 Adj. Flow (vph)13030350261112084265286627 RTOR Reduction (vph)002900250012003 Lane Group Flow (vph)013103511112083065286624 Heavy Vehicles (%)0%0%0%4%0%0%50%4%17%0%9%0% Turn TypeSplitPermSplitPermProtPermProtPerm Protected Phases44335216 Permitted Phases 4326 Actuated Green, G (s)6.06.06.96.93.6104.3104.37.8108.5108.5 Effective Green, g (s)6.06.06.96.93.6104.3104.37.8108.5108.5 Actuated g/C Ratio0.040.040.050.050.020.700.700.050.720.72 Clearance Time (s)6.06.06.06.06.07.07.06.07.07.0 Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0 Lane Grp Cap (vph)726580742924149609423961168 v/s Ratio Protc0.01c0.020.01c0.350.04c0.87 v/s Ratio Perm0.000.000.020.02 v/c Ratio0.180.020.440.020.380.500.030.691.200.02 Uniform Delay, d169.669.269.768.372.110.77.169.920.85.8 Progression Factor1.001.001.001.000.860.260.041.001.001.00 Incremental Delay, d21.20.13.80.17.40.70.119.792.60.0 Delay (s)70.869.373.568.469.13.50.389.6113.45.9 Level of ServiceEE EEEAAFFA Approach Delay (s)69.871.33.9111.9 Approach LOSEEAF Intersection Summary HCM Average Control Delay79.4HCM Level of ServiceE HCM Volume to Capacity ratio1.04 Actuated Cycle Length (s) 150.0Sum of lost time (s)19.0 Intersection Capacity Utilization98.8%ICU Level of ServiceF Analysis Period (min)15 c Critical Lane Group Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 10-Carrollton and Eagle Harbor_Kings Xing AM Site Code: 00003008 Start Date: 3/14/2012 Page No: 1 Groups Printed- Vehicles Carrollton Blvd. Southbound Kings Crossing Westbound Carrollton Blvd. Northbound Eagle Harbor Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 06:30 AM 212210125 50207 038720389 8021029 550 06:45 AM 29800100 622010 038010381 7021028 519 Total 4 220 1 0 225 11 2 4 0 17 0 767 3 0 770 15 0 42 0 57 1069 07:00 AM 19900100 41308 042400424 12021033 565 07:15 AM 113500136 50308 044220444 8033041 629 07:30 AM 110400105 406010 651930528 11033044 687 07:45 AM 411710122 40408 159110593 3125029 752 Total 7 455 1 0 463 17 1 16 0 34 7 1976 6 0 1989 34 1 112 0 147 2633 08:00 AM 411200116 20103 054700547 11015127 693 08:15 AM 312000123 604010 052520527 6121028 688 Grand Total 1890720927 36325064 738151103833 6621901259 5083 Apprch %1.997.80.20 56.24.739.10 0.299.50.30 25.50.873.40.4 Total %0.417.80018.2 0.70.10.501.3 0.175.10.2075.4 1.303.705.1 Carrollton Blvd. Southbound Kings Crossing Westbound Carrollton Blvd. Northbound Eagle Harbor Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 110400105 40 6 0 10 6 519 3 0528 11 0 33 0 44 687 07:45 AM 4 117 1 0122 40408 1 591 10 593 3 1 25029 752 08:00 AM 411200116 20103 054700547 11015 1 27 693 08:15 AM 3 120 00 123 6 04010 052520527 6121028 688 Total Volume 12 453 1 0 466 16 0 15 0 31 7 2182 6 0 2195 31 2 94 1 128 2820 % App. Total 2.6 97.2 0.2 0 51.6 0 48.4 0 0.3 99.4 0.3 0 24.2 1.6 73.4 0.8 PHF .750 .944 .250 .000 .947 .667 .000 .625 .000 .775 .292 .923 .500 .000 .925 .705 .500 .712 .250 .727 .938 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 10-Carrollton and Eagle Harbor_Kings Xing AM Site Code: 00003008 Start Date: 3/14/2012 Page No: 1 Groups Printed- Trucks Carrollton Blvd. Southbound Kings Crossing Westbound Carrollton Blvd. Northbound Eagle Harbor Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 06:30 AM 04004 01001 16108 00101 14 06:45 AM 02002 00000 03003 10001 6 Total 0 6 0 0 6 0 1 0 0 1 1 9 1 0 11 1 0 1 0 2 20 07:00 AM 02002 00000 06006 10102 10 07:15 AM 05005 00000 05005 00000 10 07:30 AM 03003 00000 0130013 00000 16 07:45 AM 0150015 01102 2261029 20002 48 Total 0 25 0 0 25 0 1 1 0 2 2 50 1 0 53 3 0 1 0 4 84 08:00 AM 08008 00000 1260027 00101 36 08:15 AM 0180018 01001 0251026 00000 45 Grand Total 0570057 03104 411030117 40307 185 Apprch %010000 075250 3.4942.60 57.1042.90 Total %030.80030.8 01.60.502.2 2.259.51.6063.2 2.201.603.8 Carrollton Blvd. Southbound Kings Crossing Westbound Carrollton Blvd. Northbound Eagle Harbor Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 03003 00000 0130013 00000 16 07:45 AM 0150015 0 11 0 2 2261 0 29 2 000 2 48 08:00 AM 08008 00000 1260027 00 1 01 36 08:15 AM 0 18 00 18 01001 0251026 00000 45 Total Volume 0 44 0 0 44 0 2 1 0 3 3 90 2 0 95 2 0 1 0 3 145 % App. Total 0 100 0 0 0 66.7 33.3 0 3.2 94.7 2.1 0 66.7 0 33.3 0 PHF .000 .611 .000 .000 .611 .000 .500 .250 .000 .375 .375 .865 .500 .000 .819 .250 .000 .250 .000 .375 .755 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 10-Carrollton and Eagle Harbor_Kings Xing AM Site Code: 00003008 Start Date: 3/14/2012 Page No: 1 Groups Printed- Vehicles - Trucks Carrollton Blvd. Southbound Kings Crossing Westbound Carrollton Blvd. Northbound Eagle Harbor Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 06:30 AM 212610129 51208 139330397 8022030 564 06:45 AM 210000102 622010 038310384 8021029 525 Total 4 226 1 0 231 11 3 4 0 18 1 776 4 0 781 16 0 43 0 59 1089 07:00 AM 110100102 41308 043000430 13022035 575 07:15 AM 114000141 50308 044720449 8033041 639 07:30 AM 110700108 406010 653230541 11033044 703 07:45 AM 413210137 415010 361720622 5125031 800 Total 7 480 1 0 488 17 2 17 0 36 9 2026 7 0 2042 37 1 113 0 151 2717 08:00 AM 412000124 20103 157300574 11016128 729 08:15 AM 313800141 614011 055030553 6121028 733 Grand Total 1896420984 36626068 1139251403950 7021931266 5268 Apprch %1.8980.20 52.98.838.20 0.399.40.40 26.30.872.60.4 Total %0.318.30018.7 0.70.10.501.3 0.274.50.3075 1.303.705 Vehicles 18 907 2 0 927 36 3 25 0 64 7 3815 11 0 3833 66 2 190 1 259 5083 % Vehicles 10094.1100094.2 1005096.2094.1 63.697.278.6097 94.310098.410097.4 96.5 Trucks 0 57 0 0 57 0 3 1 0 4 4 110 3 0 117 4 0 3 0 7 185 % Trucks 05.9005.8 0503.805.9 36.42.821.403 5.701.602.6 3.5 Carrollton Blvd. Southbound Kings Crossing Westbound Carrollton Blvd. Northbound Eagle Harbor Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 110700108 40 6 010 6 532 3 0541 11 0 33 0 44 703 07:45 AM 4 132 1 0137 4 1 5010 3 617 20 622 5 1 25031 800 08:00 AM 412000124 20103 157300574 11016 1 28 729 08:15 AM 3 138 00 141 6 140 11 055030553 6121028 733 Total Volume 12 497 1 0 510 16 2 16 0 34 10 2272 8 0 2290 33 2 95 1 131 2965 % App. Total 2.4 97.5 0.2 0 47.1 5.9 47.1 0 0.4 99.2 0.3 0 25.2 1.5 72.5 0.8 PHF .750 .900 .250 .000 .904 .667 .500 .667 .000 .773 .417 .921 .667 .000 .920 .750 .500 .720 .250 .744 .927 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 10-Carrollton and Eagle Harbor_Kings Xing PM Site Code: 00003008 Start Date: 3/14/2012 Page No: 1 Groups Printed- Vehicles Carrollton Blvd. Southbound Kings Crossing Westbound Carrollton Blvd. Northbound Eagle Harbor Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 3848420524 20204 015272161 10113024 713 04:15 PM 3449760537 11305 417650185 5219026 753 04:30 PM 3040632441 13408 119451201 5111017 667 04:45 PM 2044950474 10405 8188100206 7616029 714 Total 122 1836 16 2 1976 5 4 13 0 22 13 710 27 3 753 27 10 59 0 96 2847 05:00 PM 3543522474 21317 818152196 8111020 697 05:15 PM 33439100482 20406 419460204 6114021 713 05:30 PM 3544340482 425011 7233110251 2316122 766 05:45 PM 2036740391 00404 519380206 4211219 620 Total 123 1684 20 2 1829 8 3 16 1 28 24 801 30 2 857 20 7 52 3 82 2796 Grand Total 24535203643805 13729150 3715115751610 47171113178 5643 Apprch %6.492.50.90.1 2614582 2.393.93.50.3 26.49.662.41.7 Total %4.362.40.60.167.4 0.20.10.500.9 0.726.810.128.5 0.80.320.13.2 Carrollton Blvd. Southbound Kings Crossing Westbound Carrollton Blvd. Northbound Eagle Harbor Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 20 449 50474 10405 8 188100206 7 616 0 29 714 05:00 PM 35 4352 2 474 213 1 7 81815 2 196 8 111020 697 05:15 PM 33439 10 0 482 20406 419460204 6114021 713 05:30 PM 3544340482 425 0 11 7 23311 0 251 2316 1 22 766 Total Volume 123 1766 21 2 1912 9 3 16 1 29 27 796 32 2 857 23 11 57 1 92 2890 % App. Total 6.4 92.4 1.1 0.1 31 10.3 55.2 3.4 3.2 92.9 3.7 0.2 25 12 62 1.1 PHF .879 .983 .525 .250 .992 .563 .375 .800 .250 .659 .844 .854 .727 .250 .854 .719 .458 .891 .250 .793 .943 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 10-Carrollton and Eagle Harbor_Kings Xing PM Site Code: 00003008 Start Date: 3/14/2012 Page No: 1 Groups Printed- Trucks Carrollton Blvd. Southbound Kings Crossing Westbound Carrollton Blvd. Northbound Eagle Harbor Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 0130013 01001 16209 00000 23 04:15 PM 09009 00101 14106 20103 19 04:30 PM 0150015 00000 04004 10102 21 04:45 PM 05005 00000 02002 00000 7 Total 0 42 0 0 42 0 1 1 0 2 2 16 3 0 21 3 0 2 0 5 70 05:00 PM 0160016 00000 0110011 00000 27 05:15 PM 01001 00000 05005 00000 6 05:30 PM 06006 00000 05005 00000 11 05:45 PM 08008 00000 02002 00000 10 Total 0 31 0 0 31 0 0 0 0 0 0 23 0 0 23 0 0 0 0 0 54 Grand Total 0730073 01102 2393044 30205 124 Apprch %010000 050500 4.588.66.80 600400 Total %058.90058.9 00.80.801.6 1.631.52.4035.5 2.401.604 Carrollton Blvd. Southbound Kings Crossing Westbound Carrollton Blvd. Northbound Eagle Harbor Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 09009 00 1 0 1 1 4 1 06 2 0 1 0 3 19 04:30 PM 0150015 00000 04004 10102 21 04:45 PM 05005 00000 02002 00000 7 05:00 PM 0 16 00 16 00000 0 11 00 11 00000 27 Total Volume 0 45 0 0 45 0 0 1 0 1 1 21 1 0 23 3 0 2 0 5 74 % App. Total 0 100 0 0 0 0 100 0 4.3 91.3 4.3 0 60 0 40 0 PHF .000 .703 .000 .000 .703 .000 .000 .250 .000 .250 .250 .477 .250 .000 .523 .375 .000 .500 .000 .417 .685 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 10-Carrollton and Eagle Harbor_Kings Xing PM Site Code: 00003008 Start Date: 3/14/2012 Page No: 1 Groups Printed- Vehicles - Trucks Carrollton Blvd. Southbound Kings Crossing Westbound Carrollton Blvd. Northbound Eagle Harbor Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 3849720537 21205 115892170 10113024 736 04:15 PM 3450660546 11406 518060191 7220029 772 04:30 PM 3042132456 13408 119851205 6112019 688 04:45 PM 2045450479 10405 8190100208 7616029 721 Total 122 1878 16 2 2018 5 5 14 0 24 15 726 30 3 774 30 10 61 0 101 2917 05:00 PM 3545122490 21317 819252207 8111020 724 05:15 PM 33440100483 20406 419960209 6114021 719 05:30 PM 3544940488 425011 7238110256 2316122 777 05:45 PM 2037540399 00404 519580208 4211219 630 Total 123 1715 20 2 1860 8 3 16 1 28 24 824 30 2 880 20 7 52 3 82 2850 Grand Total 24535933643878 13830152 3915506051654 50171133183 5767 Apprch %6.392.70.90.1 2515.457.71.9 2.493.73.60.3 27.39.361.71.6 Total %4.262.30.60.167.2 0.20.10.500.9 0.726.910.128.7 0.90.320.13.2 Vehicles 245 3520 36 4 3805 13 7 29 1 50 37 1511 57 5 1610 47 17 111 3 178 5643 % Vehicles 1009810010098.1 10087.596.710096.2 94.997.59510097.3 9410098.210097.3 97.8 Trucks 0 73 0 0 73 0 1 1 0 2 2 39 3 0 44 3 0 2 0 5 124 % Trucks 02001.9 012.53.303.8 5.12.5502.7 601.802.7 2.2 Carrollton Blvd. Southbound Kings Crossing Westbound Carrollton Blvd. Northbound Eagle Harbor Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 20 454 50479 10405 8 190100208 7 616 0 29 721 05:00 PM 35 4512 2490 213 1 7 81925 2 207 8 111020 724 05:15 PM 33440 10 0483 20406 419960209 6114021 719 05:30 PM 3544940488 425 0 11 7 23811 0 256 2316 1 22 777 Total Volume 123 1794 21 2 1940 9 3 16 1 29 27 819 32 2 880 23 11 57 1 92 2941 % App. Total 6.3 92.5 1.1 0.1 31 10.3 55.2 3.4 3.1 93.1 3.6 0.2 25 12 62 1.1 PHF .879 .988 .525 .250 .990 .563 .375 .800 .250 .659 .844 .860 .727 .250 .859 .719 .458 .891 .250 .793 .946 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 11-Carrollton and Whippingham AM Site Code: 00003158 Start Date: 3/14/2012 Page No: 1 Groups Printed- Vehicles Carrollton Blvd. Southbound Whippingham Pkwy. Westbound Carrollton Blvd. Northbound Whippingham Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 06:30 AM 111800119 2006026 141700418 10607 570 06:45 AM 1951097 1206018 241120415 10506 536 Total 2 213 1 0 216 32 0 12 0 44 3 828 2 0 833 2 0 11 0 13 1106 07:00 AM 4891094 1708025 144520448 3011014 581 07:15 AM 312710131 1307020 248020484 30609 644 07:30 AM 29910102 1607023 155200553 10607 685 07:45 AM 212010123 1205017 161300614 10405 759 Total 11 435 4 0 450 58 0 27 0 85 5 2090 4 0 2099 8 0 27 0 35 2669 08:00 AM 110610108 917017 657700583 11204 712 08:15 AM 211400116 1107220 253110534 10405 675 Grand Total 1686860890 1101532166 164026704049 12144057 5162 Apprch %1.897.50.70 66.30.631.91.2 0.499.40.20 21.11.877.20 Total %0.316.80.1017.2 2.10103.2 0.3780.1078.4 0.200.901.1 Carrollton Blvd. Southbound Whippingham Pkwy. Westbound Carrollton Blvd. Northbound Whippingham Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 2 99 1 0102 16 0 7 0 23 155200553 1 0 6 0 7 685 07:45 AM 2 120 10 123 1205017 1 613 00 614 10405 759 08:00 AM 110610108 9 1 7017 6 57700583 1 1 204 712 08:15 AM 211400116 1107 2 20 2531 1 0534 10405 675 Total Volume 7 439 3 0 449 48 1 26 2 77 10 2273 1 0 2284 4 1 16 0 21 2831 % App. Total 1.6 97.8 0.7 0 62.3 1.3 33.8 2.6 0.4 99.5 0 0 19 4.8 76.2 0 PHF .875 .915 .750 .000 .913 .750 .250 .929 .250 .837 .417 .927 .250 .000 .930 1.000 .250 .667 .000 .750 .932 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 11-Carrollton and Whippingham AM Site Code: 00003158 Start Date: 3/14/2012 Page No: 1 Groups Printed- Trucks Carrollton Blvd. Southbound Whippingham Pkwy. Westbound Carrollton Blvd. Northbound Whippingham Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 06:30 AM 04004 00000 16007 00000 11 06:45 AM 03003 00000 03003 00000 6 Total 0 7 0 0 7 0 0 0 0 0 1 9 0 0 10 0 0 0 0 0 17 07:00 AM 02103 00000 06006 00000 9 07:15 AM 05005 00000 06006 00000 11 07:30 AM 04004 00000 0131014 00000 18 07:45 AM 0150015 00000 0290029 00000 44 Total 0 26 1 0 27 0 0 0 0 0 0 54 1 0 55 0 0 0 0 0 82 08:00 AM 08008 00000 1240025 00000 33 08:15 AM 0180018 00101 1270028 00000 47 Grand Total 0591060 00101 311410118 00000 179 Apprch %098.31.70 001000 2.596.60.80 0000 Total %0330.6033.5 000.600.6 1.763.70.6065.9 00000 Carrollton Blvd. Southbound Whippingham Pkwy. Westbound Carrollton Blvd. Northbound Whippingham Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 04004 00000 013 1 014 00000 18 07:45 AM 0150015 00000 0 29 00 29 00000 44 08:00 AM 08008 00000 1 240025 00000 33 08:15 AM 0 18 00 18 00 1 0 1 1270028 00000 47 Total Volume 0 45 0 0 45 0 0 1 0 1 2 93 1 0 96 0 0 0 0 0 142 % App. Total 0 100 0 0 0 0 100 0 2.1 96.9 1 0 0 0 0 0 PHF .000 .625 .000 .000 .625 .000 .000 .250 .000 .250 .500 .802 .250 .000 .828 .000 .000 .000 .000 .000 .755 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 11-Carrollton and Whippingham AM Site Code: 00003158 Start Date: 3/14/2012 Page No: 1 Groups Printed- Vehicles - Trucks Carrollton Blvd. Southbound Whippingham Pkwy. Westbound Carrollton Blvd. Northbound Whippingham Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 06:30 AM 112200123 2006026 242300425 10607 581 06:45 AM 19810100 1206018 241420418 10506 542 Total 2 220 1 0 223 32 0 12 0 44 4 837 2 0 843 2 0 11 0 13 1123 07:00 AM 4912097 1708025 145120454 3011014 590 07:15 AM 313210136 1307020 248620490 30609 655 07:30 AM 210310106 1607023 156510567 10607 703 07:45 AM 213510138 1205017 164200643 10405 803 Total 11 461 5 0 477 58 0 27 0 85 5 2144 5 0 2154 8 0 27 0 35 2751 08:00 AM 111410116 917017 760100608 11204 745 08:15 AM 213200134 1108221 355810562 10405 722 Grand Total 1692770950 1101542167 194140804167 12144057 5341 Apprch %1.797.60.70 65.90.632.31.2 0.599.40.20 21.11.877.20 Total %0.317.40.1017.8 2.10103.1 0.477.50.1078 0.200.801.1 Vehicles 16 868 6 0 890 110 1 53 2 166 16 4026 7 0 4049 12 1 44 0 57 5162 % Vehicles 10093.685.7093.7 10010098.110099.4 84.297.287.5097.2 1001001000100 96.6 Trucks 0 59 1 0 60 0 0 1 0 1 3 114 1 0 118 0 0 0 0 0 179 % Trucks 06.414.306.3 001.900.6 15.82.812.502.8 00000 3.4 Carrollton Blvd. Southbound Whippingham Pkwy. Westbound Carrollton Blvd. Northbound Whippingham Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 2 103 1 0106 16 070 23 1565 1 0567 1 0 6 0 7 703 07:45 AM 2 135 10 138 1205017 1 642 00 643 10405 803 08:00 AM 111410116 9 1 7017 7 60100608 1 1 204 745 08:15 AM 213200134 110 82 21 355810562 10405 722 Total Volume 7 484 3 0 494 48 1 27 2 78 12 2366 2 0 2380 4 1 16 0 21 2973 % App. Total 1.4 98 0.6 0 61.5 1.3 34.6 2.6 0.5 99.4 0.1 0 19 4.8 76.2 0 PHF .875 .896 .750 .000 .895 .750 .250 .844 .250 .848 .429 .921 .500 .000 .925 1.000 .250 .667 .000 .750 .926 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 11-Carrollton and Whippingham PM Site Code: 00003158 Start Date: 3/14/2012 Page No: 1 Groups Printed- Vehicles Carrollton Blvd. Southbound Whippingham Pkwy. Westbound Carrollton Blvd. Northbound Whippingham Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 9544141568 30104 714910157 10001 730 04:15 PM 13520120545 406010 1719020209 00101 765 04:30 PM 4428130445 7012019 718920198 10304 666 04:45 PM 3461140478 506011 819710206 406010 705 Total 29 1953 53 1 2036 19 0 25 0 44 39 725 6 0 770 6 0 10 0 16 2866 05:00 PM 8460100478 609015 520200207 00303 703 05:15 PM 7486140507 406010 1219740213 00101 731 05:30 PM 6469170492 704011 1124440259 00101 763 05:45 PM 2396120410 218011 1019310204 01102 627 Total 23 1811 53 0 1887 19 1 27 0 47 38 836 9 0 883 0 1 6 0 7 2824 Grand Total 52376410613923 38152091 7715611501653 6116023 5690 Apprch %1.395.92.70 41.81.157.10 4.794.40.90 26.14.369.60 Total %0.966.21.9068.9 0.700.901.6 1.427.40.3029.1 0.100.300.4 Carrollton Blvd. Southbound Whippingham Pkwy. Westbound Carrollton Blvd. Northbound Whippingham Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 3461140478 506011 819710206 4 0 6 0 10 705 05:00 PM 8 460100478 60 9 0 15 520200207 00303 703 05:15 PM 7 486 140 507 406010 12 197 4 0213 00101 731 05:30 PM 6469 17 0492 7 04011 11 244 40 259 00101 763 Total Volume 24 1876 55 0 1955 22 0 25 0 47 36 840 9 0 885 4 0 11 0 15 2902 % App. Total 1.2 96 2.8 0 46.8 0 53.2 0 4.1 94.9 1 0 26.7 0 73.3 0 PHF .750 .965 .809 .000 .964 .786 .000 .694 .000 .783 .750 .861 .563 .000 .854 .250 .000 .458 .000 .375 .951 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 11-Carrollton and Whippingham PM Site Code: 00003158 Start Date: 3/14/2012 Page No: 1 Groups Printed- Trucks Carrollton Blvd. Southbound Whippingham Pkwy. Westbound Carrollton Blvd. Northbound Whippingham Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 0140014 00000 07007 00000 21 04:15 PM 0100010 00000 13105 10001 16 04:30 PM 0140014 10001 24006 00000 21 04:45 PM 09009 00000 02002 00000 11 Total 0 47 0 0 47 1 0 0 0 1 3 16 1 0 20 1 0 0 0 1 69 05:00 PM 0130013 00000 0110011 00000 24 05:15 PM 04004 00101 04004 00000 9 05:30 PM 09009 00000 06006 00000 15 05:45 PM 06006 00000 02002 00000 8 Total 0 32 0 0 32 0 0 1 0 1 0 23 0 0 23 0 0 0 0 0 56 Grand Total 0790079 10102 3391043 10001 125 Apprch %010000 500500 790.72.30 100000 Total %063.20063.2 0.800.801.6 2.431.20.8034.4 0.80000.8 Carrollton Blvd. Southbound Whippingham Pkwy. Westbound Carrollton Blvd. Northbound Whippingham Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0100010 00000 13 1 05 1 000 1 16 04:30 PM 0 14 00 14 1 000 1 2 4006 00000 21 04:45 PM 09009 00000 02002 00000 11 05:00 PM 0130013 00000 0 11 00 11 00000 24 Total Volume 0 46 0 0 46 1 0 0 0 1 3 20 1 0 24 1 0 0 0 1 72 % App. Total 0 100 0 0 100 0 0 0 12.5 83.3 4.2 0 100 0 0 0 PHF .000 .821 .000 .000 .821 .250 .000 .000 .000 .250 .375 .455 .250 .000 .545 .250 .000 .000 .000 .250 .750 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 11-Carrollton and Whippingham PM Site Code: 00003158 Start Date: 3/14/2012 Page No: 1 Groups Printed- Vehicles - Trucks Carrollton Blvd. Southbound Whippingham Pkwy. Westbound Carrollton Blvd. Northbound Whippingham Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 9558141582 30104 715610164 10001 751 04:15 PM 13530120555 406010 1819330214 10102 781 04:30 PM 4442130459 8012020 919320204 10304 687 04:45 PM 3470140487 506011 819910208 406010 716 Total 29 2000 53 1 2083 20 0 25 0 45 42 741 7 0 790 7 0 10 0 17 2935 05:00 PM 8473100491 609015 521300218 00303 727 05:15 PM 7490140511 407011 1220140217 00101 740 05:30 PM 6478170501 704011 1125040265 00101 778 05:45 PM 2402120416 218011 1019510206 01102 635 Total 23 1843 53 0 1919 19 1 28 0 48 38 859 9 0 906 0 1 6 0 7 2880 Grand Total 52384310614002 39153093 8016001601696 7116024 5815 Apprch %1.3962.60 41.91.1570 4.794.30.90 29.24.266.70 Total %0.966.11.8068.8 0.700.901.6 1.427.50.3029.2 0.100.300.4 Vehicles 52 3764 106 1 3923 38 1 52 0 91 77 1561 15 0 1653 6 1 16 0 23 5690 % Vehicles 10097.910010098 97.410098.1097.8 96.297.693.8097.5 85.7100100095.8 97.9 Trucks 0 79 0 0 79 1 0 1 0 2 3 39 1 0 43 1 0 0 0 1 125 % Trucks 02.1002 2.601.902.2 3.82.46.202.5 14.30004.2 2.1 Carrollton Blvd. Southbound Whippingham Pkwy. Westbound Carrollton Blvd. Northbound Whippingham Pkwy. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 3470140487 506011 819910208 4 0 6 0 10 716 05:00 PM 8 473100491 60 9 0 15 521300218 00303 727 05:15 PM 7 490 140 511 407011 12 201 4 0217 00101 740 05:30 PM 6478 17 0501 7 04011 11 250 40 265 00101 778 Total Volume 24 1911 55 0 1990 22 0 26 0 48 36 863 9 0 908 4 0 11 0 15 2961 % App. Total 1.2 96 2.8 0 45.8 0 54.2 0 4 95 1 0 26.7 0 73.3 0 PHF .750 .975 .809 .000 .974 .786 .000 .722 .000 .800 .750 .863 .563 .000 .857 .250 .000 .458 .000 .375 .951 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 9-Carrollton and Smiths Neck AM Site Code: 00003005 Start Date: 3/13/2012 Page No: 1 Groups Printed- Vehicles Carrollton Blvd. Southbound Smith's Neck Rd. Westbound Carrollton Blvd. Northbound Smith's Neck Rd. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 06:30 AM 277730107 1001011 625510262 2431090136 516 06:45 AM 239010114 1000010 423750246 1521310148 518 Total 50 167 4 0 221 20 0 1 0 21 10 492 6 0 508 39 5 240 0 284 1034 07:00 AM 278700114 911011 225290263 2751360168 556 07:15 AM 2612620154 824014 428120287 2681710205 660 07:30 AM 237950107 1226020 627390288 2431750202 617 07:45 AM 2910310133 704011 5257140276 3531300168 588 Total 105 395 8 0 508 36 5 15 0 56 17 1063 34 0 1114 112 19 612 0 743 2421 08:00 AM 209420116 70108 7172130192 281770106 422 08:15 AM 2711010138 506011 316570175 2261030131 455 Grand Total 202766150983 68523096 3718926001989 20131103201264 4332 Apprch %20.577.91.50 70.85.2240 1.995.130 15.92.581.60 Total %4.717.70.3022.7 1.60.10.502.2 0.943.71.4045.9 4.60.723.8029.2 Carrollton Blvd. Southbound Smith's Neck Rd. Westbound Carrollton Blvd. Northbound Smith's Neck Rd. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 278700114 911011 225290263 2751360168 556 07:15 AM 26 126 20 154 8 2 4014 4 281 20287 26 8 1710 205 660 07:30 AM 2379 5 0107 12 2 6 0 20 6 27390 288 243 175 0202 617 07:45 AM 29 10310133 704011 5257 14 0276 35 31300168 588 Total Volume 105 395 8 0 508 36 5 15 0 56 17 1063 34 0 1114 112 19 612 0 743 2421 % App. Total 20.7 77.8 1.6 0 64.3 8.9 26.8 0 1.5 95.4 3.1 0 15.1 2.6 82.4 0 PHF .905 .784 .400 .000 .825 .750 .625 .625 .000 .700 .708 .946 .607 .000 .967 .800 .594 .874 .000 .906 .917 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 9-Carrollton and Smiths Neck AM Site Code: 00003005 Start Date: 3/13/2012 Page No: 1 Groups Printed- Trucks Carrollton Blvd. Southbound Smith's Neck Rd. Westbound Carrollton Blvd. Northbound Smith's Neck Rd. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 06:30 AM 07007 00000 04004 00000 11 06:45 AM 03003 00000 01001 00000 4 Total 0 10 0 0 10 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 15 07:00 AM 03003 00000 03205 00000 8 07:15 AM 04004 00000 04004 10001 9 07:30 AM 05005 00000 07209 00303 17 07:45 AM 36009 00000 07209 00202 20 Total 3 18 0 0 21 0 0 0 0 0 0 21 6 0 27 1 0 5 0 6 54 08:00 AM 05005 00000 0102012 20103 20 08:15 AM 08008 00000 04206 00202 16 Grand Total 3410044 00000 04010050 308011 105 Apprch %6.893.200 0000 080200 27.3072.70 Total %2.9390041.9 00000 038.19.5047.6 2.907.6010.5 Carrollton Blvd. Southbound Smith's Neck Rd. Westbound Carrollton Blvd. Northbound Smith's Neck Rd. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 05005 00000 07 2 09 00 3 0 3 17 07:45 AM 3 600 9 00000 07209 00202 20 08:00 AM 05005 00000 0 10 20 12 2 0103 20 08:15 AM 0 8 008 00000 04206 00202 16 Total Volume 3 24 0 0 27 0 0 0 0 0 0 28 8 0 36 2 0 8 0 10 73 % App. Total 11.1 88.9 0 0 0 0 0 0 0 77.8 22.2 0 20 0 80 0 PHF .250 .750 .000 .000 .750 .000 .000 .000 .000 .000 .000 .700 1.000 .000 .750 .250 .000 .667 .000 .833 .913 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 9-Carrollton and Smiths Neck AM Site Code: 00003005 Start Date: 3/13/2012 Page No: 1 Groups Printed- Vehicles - Trucks Carrollton Blvd. Southbound Smith's Neck Rd. Westbound Carrollton Blvd. Northbound Smith's Neck Rd. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 06:30 AM 278430114 1001011 625910266 2431090136 527 06:45 AM 239310117 1000010 423850247 1521310148 522 Total 50 177 4 0 231 20 0 1 0 21 10 497 6 0 513 39 5 240 0 284 1049 07:00 AM 279000117 911011 2255110268 2751360168 564 07:15 AM 2613020158 824014 428520291 2781710206 669 07:30 AM 238450112 1226020 6280110297 2431780205 634 07:45 AM 3210910142 704011 5264160285 3531320170 608 Total 108 413 8 0 529 36 5 15 0 56 17 1084 40 0 1141 113 19 617 0 749 2475 08:00 AM 209920121 70108 7182150204 301780109 442 08:15 AM 2711810146 506011 316990181 2261050133 471 Grand Total 2058071501027 68523096 3719327002039 20431104001275 4437 Apprch %2078.61.50 70.85.2240 1.894.83.40 162.481.60 Total %4.618.20.3023.1 1.50.10.502.2 0.843.51.6046 4.60.723.4028.7 Vehicles 202 766 15 0 983 68 5 23 0 96 37 1892 60 0 1989 201 31 1032 0 1264 4332 % Vehicles 98.594.9100095.7 1001001000100 10097.985.7097.5 98.510099.2099.1 97.6 Trucks 3 41 0 0 44 0 0 0 0 0 0 40 10 0 50 3 0 8 0 11 105 % Trucks 1.55.1004.3 00000 02.114.302.5 1.500.800.9 2.4 Carrollton Blvd. Southbound Smith's Neck Rd. Westbound Carrollton Blvd. Northbound Smith's Neck Rd. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 06:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 279000117 911011 2255110268 2751360168 564 07:15 AM 26 130 20 158 8 2 4014 4 285 20291 27 8 1710 206 669 07:30 AM 2384 5 0112 12 2 6 0 20 6 280110 297 243 178 0205 634 07:45 AM 32 10910142 704011 5264 16 0285 35 31320170 608 Total Volume 108 413 8 0 529 36 5 15 0 56 17 1084 40 0 1141 113 19 617 0 749 2475 % App. Total 20.4 78.1 1.5 0 64.3 8.9 26.8 0 1.5 95 3.5 0 15.1 2.5 82.4 0 PHF .844 .794 .400 .000 .837 .750 .625 .625 .000 .700 .708 .951 .625 .000 .960 .807 .594 .867 .000 .909 .925 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 9-Carrollton and Smiths Neck PM Site Code: 00003005 Start Date: 3/13/2012 Page No: 1 Groups Printed- Vehicles Carrollton Blvd. Southbound Smith's Neck Rd. Westbound Carrollton Blvd. Northbound Smith's Neck Rd. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 6223260300 4310017 1113470161 14445063 541 04:15 PM 7523260313 2210014 1113470161 18248068 556 04:30 PM 9120660303 7310020 2112490163 22238062 548 04:45 PM 15436640524 336012 2121440167 201059089 792 Total 382 1036 22 0 1440 16 11 36 0 63 6 459 187 0 652 74 18 190 0 282 2437 05:00 PM 15137660533 41012026 2119560177 23450077 813 05:15 PM 161384100555 1106017 2148650215 28450082 869 05:30 PM 15337360532 459018 3163530219 17555077 846 05:45 PM 11531870440 246012 2118510171 20639065 688 Total 580 1451 29 0 2060 11 29 33 0 73 9 548 225 0 782 88 19 194 0 301 3216 Grand Total 96224875103500 2740690136 15100741201434 162373840583 5653 Apprch %27.571.11.50 19.929.450.70 170.228.70 27.86.365.90 Total %17440.9061.9 0.50.71.202.4 0.317.87.3025.4 2.90.76.8010.3 Carrollton Blvd. Southbound Smith's Neck Rd. Westbound Carrollton Blvd. Northbound Smith's Neck Rd. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 15436640524 336012 2121440167 20 1059 0 89 792 05:00 PM 15137660533 41012 0 26 2119560177 23450077 813 05:15 PM 16138410 0 555 1106017 2148 65 0215 28 450082 869 05:30 PM 15337360532 459018 3163 530 219 17555077 846 Total Volume 619 1499 26 0 2144 12 28 33 0 73 9 551 218 0 778 88 23 214 0 325 3320 % App. Total 28.9 69.9 1.2 0 16.4 38.4 45.2 0 1.2 70.8 28 0 27.1 7.1 65.8 0 PHF .961 .976 .650 .000 .966 .750 .700 .688 .000 .702 .750 .845 .838 .000 .888 .786 .575 .907 .000 .913 .955 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 9-Carrollton and Smiths Neck PM Site Code: 00003005 Start Date: 3/13/2012 Page No: 1 Groups Printed- Trucks Carrollton Blvd. Southbound Smith's Neck Rd. Westbound Carrollton Blvd. Northbound Smith's Neck Rd. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 14005 00000 08008 20002 15 04:15 PM 26008 00000 06107 10203 18 04:30 PM 00000 00000 03104 00000 4 04:45 PM 0130013 00000 02103 20002 18 Total 3 23 0 0 26 0 0 0 0 0 0 19 3 0 22 5 0 2 0 7 55 05:00 PM 16007 00000 05106 00000 13 05:15 PM 01001 00000 05207 01001 9 05:30 PM 12003 00000 03003 00000 6 05:45 PM 03003 00000 01102 10001 6 Total 2 12 0 0 14 0 0 0 0 0 0 14 4 0 18 1 1 0 0 2 34 Grand Total 5350040 00000 0337040 61209 89 Apprch %12.587.500 0000 082.517.50 66.711.122.20 Total %5.639.30044.9 00000 037.17.9044.9 6.71.12.2010.1 Carrollton Blvd. Southbound Smith's Neck Rd. Westbound Carrollton Blvd. Northbound Smith's Neck Rd. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 14005 00000 0 8 00 8 2 0002 15 04:15 PM 2 6008 00000 06 1 07 10 2 0 3 18 04:30 PM 00000 00000 03104 00000 4 04:45 PM 0 13 00 13 00000 02103 20002 18 Total Volume 3 23 0 0 26 0 0 0 0 0 0 19 3 0 22 5 0 2 0 7 55 % App. Total 11.5 88.5 0 0 0 0 0 0 0 86.4 13.6 0 71.4 0 28.6 0 PHF .375 .442 .000 .000 .500 .000 .000 .000 .000 .000 .000 .594 .750 .000 .688 .625 .000 .250 .000 .583 .764 Peggy Malone and Associates, Inc. (888) 247-8602 File Name: Site 9-Carrollton and Smiths Neck PM Site Code: 00003005 Start Date: 3/13/2012 Page No: 1 Groups Printed- Vehicles - Trucks Carrollton Blvd. Southbound Smith's Neck Rd. Westbound Carrollton Blvd. Northbound Smith's Neck Rd. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 6323660305 4310017 1121470169 16445065 556 04:15 PM 7723860321 2210014 1119480168 19250071 574 04:30 PM 9120660303 7310020 2115500167 22238062 552 04:45 PM 15437940537 336012 2123450170 221059091 810 Total 385 1059 22 0 1466 16 11 36 0 63 6 478 190 0 674 79 18 192 0 289 2492 05:00 PM 15238260540 41012026 2124570183 23450077 826 05:15 PM 161385100556 1106017 2153670222 28550083 878 05:30 PM 15437560535 459018 3166530222 17555077 852 05:45 PM 11532170443 246012 2119520173 21639066 694 Total 582 1463 29 0 2074 11 29 33 0 73 9 562 229 0 800 89 20 194 0 303 3250 Grand Total 96725225103540 2740690136 15104041901474 168383860592 5742 Apprch %27.371.21.40 19.929.450.70 170.628.40 28.46.465.20 Total %16.843.90.9061.7 0.50.71.202.4 0.318.17.3025.7 2.90.76.7010.3 Vehicles 962 2487 51 0 3500 27 40 69 0 136 15 1007 412 0 1434 162 37 384 0 583 5653 % Vehicles 99.598.6100098.9 1001001000100 10096.898.3097.3 96.497.499.5098.5 98.5 Trucks 5 35 0 0 40 0 0 0 0 0 0 33 7 0 40 6 1 2 0 9 89 % Trucks 0.51.4001.1 00000 03.21.702.7 3.62.60.501.5 1.5 Carrollton Blvd. Southbound Smith's Neck Rd. Westbound Carrollton Blvd. Northbound Smith's Neck Rd. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 15437940537 336012 2123450170 22 1059 0 91 810 05:00 PM 15238260540 41012 0 26 2124570183 23450077 826 05:15 PM 16138510 0 556 1106017 2153 67 0 222 28 550083 878 05:30 PM 15437560535 459018 3166 530222 17555077 852 Total Volume 621 1521 26 0 2168 12 28 33 0 73 9 566 222 0 797 90 24 214 0 328 3366 % App. Total 28.6 70.2 1.2 0 16.4 38.4 45.2 0 1.1 71 27.9 0 27.4 7.3 65.2 0 PHF .964 .988 .650 .000 .975 .750 .700 .688 .000 .702 .750 .852 .828 .000 .898 .804 .600 .907 .000 .901 .958 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 1 Tue 3/13/2012 Site Ref: Site M File: D0313014.prn Site ID: 000000009385 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 00:15 0 6 2 0 0 0 0 0 0 0 0 0 0 0 0 8 00:30 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 7 00:45 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 6 01:00 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5 ------------------------------------------------------------------------------------------------------------ Hour Total 0 24 2 0 0 0 0 0 0 0 0 0 0 0 0 26 01:15 0 7 1 0 0 0 0 0 0 0 0 0 0 0 0 8 01:30 0 6 2 0 0 0 0 0 0 0 0 0 0 0 0 8 01:45 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 02:00 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 ------------------------------------------------------------------------------------------------------------ Hour Total 0 17 3 0 0 0 0 0 0 0 0 0 0 0 0 20 02:15 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5 02:30 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 02:45 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 03:00 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 3 ------------------------------------------------------------------------------------------------------------ Hour Total 0 11 2 0 0 0 0 0 0 0 0 0 0 0 0 13 03:15 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 03:30 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 6 03:45 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5 04:00 0 5 2 0 0 1 0 0 0 0 0 0 0 0 0 8 ------------------------------------------------------------------------------------------------------------ Hour Total 0 17 2 0 0 1 0 0 0 0 0 0 0 0 0 20 04:15 0 8 1 0 0 0 0 0 0 0 0 0 0 0 0 9 04:30 0 12 6 0 0 0 0 0 1 0 0 0 0 0 0 19 04:45 0 17 6 0 0 0 0 0 0 0 0 0 0 0 0 23 05:00 0 17 8 0 0 0 0 0 0 0 0 0 0 0 0 25 ------------------------------------------------------------------------------------------------------------ Hour Total 0 54 21 0 0 0 0 0 1 0 0 0 0 0 0 76 05:15 0 44 13 0 0 0 0 0 0 0 0 0 0 0 0 57 05:30 0 51 18 0 0 0 0 0 0 0 0 0 0 0 0 69 05:45 0 62 38 1 0 0 0 0 0 0 0 0 0 0 0 101 06:00 0 74 36 0 1 0 0 0 0 0 0 0 0 0 0 111 ------------------------------------------------------------------------------------------------------------ Hour Total 0 231 105 1 1 0 0 0 0 0 0 0 0 0 0 338 06:15 0 104 55 0 1 0 0 0 1 0 0 0 0 0 0 161 06:30 1 93 40 0 1 1 0 1 0 0 0 0 0 0 0 137 06:45 2 84 31 1 0 0 0 0 0 0 0 0 0 0 0 118 07:00 0 98 31 0 1 0 0 0 0 0 0 0 0 0 0 130 ------------------------------------------------------------------------------------------------------------ Hour Total 3 379 157 1 3 1 0 1 1 0 0 0 0 0 0 546 07:15 0 106 37 0 1 0 0 0 0 0 0 0 0 0 0 144 07:30 1 122 31 0 0 0 0 1 0 0 0 0 0 0 0 155 07:45 0 110 38 0 2 1 0 0 0 0 0 0 0 0 0 151 08:00 0 116 31 0 1 0 0 0 1 0 0 0 0 0 0 149 ------------------------------------------------------------------------------------------------------------ Hour Total 1 454 137 0 4 1 0 1 1 0 0 0 0 0 0 599 08:15 0 99 17 0 1 0 0 0 2 0 0 0 0 0 0 119 08:30 0 79 15 0 0 0 0 1 1 0 0 0 0 0 0 96 08:45 0 74 18 0 0 0 0 0 0 0 0 0 0 0 0 92 09:00 1 62 23 0 0 0 0 0 1 0 0 0 0 0 0 87 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 2 Tue 3/13/2012 Site Ref: Site M File: D0313014.prn Site ID: 000000009385 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------ Hour Total 1 314 73 0 1 0 0 1 4 0 0 0 0 0 0 394 09:15 0 65 23 0 2 1 0 0 1 0 0 0 0 0 0 92 09:30 0 50 9 0 2 0 0 0 0 0 0 0 0 0 0 61 09:45 0 54 11 0 0 0 0 1 1 0 0 0 0 0 0 67 10:00 0 38 15 0 1 0 0 0 1 0 0 0 0 0 0 55 ------------------------------------------------------------------------------------------------------------ Hour Total 0 207 58 0 5 1 0 1 3 0 0 0 0 0 0 275 10:15 0 59 15 0 0 0 0 0 0 0 0 0 0 0 0 74 10:30 0 36 18 0 1 0 0 0 0 0 0 0 0 0 0 55 10:45 0 47 17 0 0 1 0 0 0 0 0 0 1 0 0 66 11:00 0 50 21 0 0 0 0 0 1 0 0 0 0 0 0 72 ------------------------------------------------------------------------------------------------------------ Hour Total 0 192 71 0 1 1 0 0 1 0 0 0 1 0 0 267 11:15 0 47 18 0 0 0 0 2 0 1 0 0 0 0 0 68 11:30 0 48 12 0 2 0 0 0 1 0 0 0 0 0 0 63 11:45 1 53 9 0 0 0 0 1 0 0 0 0 0 0 0 64 12:00 0 52 16 0 2 1 0 0 0 0 0 0 0 0 0 71 ------------------------------------------------------------------------------------------------------------ Hour Total 1 200 55 0 4 1 0 3 1 1 0 0 0 0 0 266 12:15 0 56 19 0 0 0 0 1 0 0 0 0 0 0 0 76 12:30 0 48 16 0 0 0 0 0 0 0 0 0 0 0 0 64 12:45 0 54 17 0 2 0 0 0 0 0 0 0 0 0 0 73 13:00 0 42 17 0 0 1 0 0 1 0 0 0 0 0 0 61 ------------------------------------------------------------------------------------------------------------ Hour Total 0 200 69 0 2 1 0 1 1 0 0 0 0 0 0 274 13:15 0 57 13 0 0 1 0 0 0 0 0 0 0 0 0 71 13:30 1 63 20 0 1 0 0 0 0 0 0 0 0 0 0 85 13:45 0 71 20 0 0 0 0 0 0 0 0 0 0 0 0 91 14:00 1 61 22 0 2 1 0 1 0 0 0 0 0 0 0 88 ------------------------------------------------------------------------------------------------------------ Hour Total 2 252 75 0 3 2 0 1 0 0 0 0 0 0 0 335 14:15 0 61 14 0 1 0 0 1 0 0 0 0 0 0 0 77 14:30 0 51 20 0 1 1 0 0 0 0 0 0 0 0 0 73 14:45 2 58 21 0 0 0 0 0 1 0 0 0 0 0 0 82 15:00 0 54 23 0 2 0 0 1 0 0 0 0 0 0 0 80 ------------------------------------------------------------------------------------------------------------ Hour Total 2 224 78 0 4 1 0 2 1 0 0 0 0 0 0 312 15:15 1 62 21 1 0 0 0 0 0 0 0 0 0 0 0 85 15:30 1 60 20 0 0 0 0 0 0 0 0 0 0 0 0 81 15:45 1 70 15 0 0 0 0 1 0 0 0 0 0 0 0 87 16:00 1 73 22 0 0 0 0 0 0 0 0 0 0 0 0 96 ------------------------------------------------------------------------------------------------------------ Hour Total 4 265 78 1 0 0 0 1 0 0 0 0 0 0 0 349 16:15 1 81 15 0 2 0 0 0 0 0 0 0 0 0 0 99 16:30 0 76 30 0 1 0 0 0 0 0 0 0 0 0 0 107 16:45 1 81 31 0 0 0 0 0 0 0 0 0 0 0 0 113 17:00 2 70 28 0 1 0 0 0 0 0 0 0 0 0 0 101 ------------------------------------------------------------------------------------------------------------ Hour Total 4 308 104 0 4 0 0 0 0 0 0 0 0 0 0 420 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 3 Tue 3/13/2012 Site Ref: Site M File: D0313014.prn Site ID: 000000009385 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 17:15 0 98 24 0 0 0 0 0 0 0 0 0 0 0 0 122 17:30 0 106 23 0 1 0 0 0 0 0 0 0 0 0 0 130 17:45 1 113 23 0 0 0 0 0 0 0 0 0 0 0 0 137 18:00 1 82 18 0 0 0 0 0 0 0 0 0 0 0 0 101 ------------------------------------------------------------------------------------------------------------ Hour Total 2 399 88 0 1 0 0 0 0 0 0 0 0 0 0 490 18:15 1 70 16 0 1 0 0 1 0 0 0 0 0 0 0 89 18:30 0 82 16 0 0 0 0 0 0 0 0 0 0 0 0 98 18:45 0 58 18 0 1 0 0 0 0 0 0 0 0 0 0 77 19:00 0 47 11 0 0 0 0 1 0 0 0 0 0 0 0 59 ------------------------------------------------------------------------------------------------------------ Hour Total 1 257 61 0 2 0 0 2 0 0 0 0 0 0 0 323 19:15 0 59 10 0 2 0 0 0 0 0 0 0 0 0 0 71 19:30 2 46 15 0 0 0 0 1 0 0 0 0 0 0 0 64 19:45 2 30 12 0 1 0 0 0 0 0 0 0 0 0 0 45 20:00 0 47 12 0 0 0 0 0 0 0 0 0 0 0 0 59 ------------------------------------------------------------------------------------------------------------ Hour Total 4 182 49 0 3 0 0 1 0 0 0 0 0 0 0 239 20:15 0 39 14 0 0 0 0 1 0 0 0 0 0 0 0 54 20:30 0 34 7 0 1 0 0 0 0 0 0 0 0 0 0 42 20:45 1 35 7 0 0 0 0 0 0 0 0 0 0 0 0 43 21:00 0 31 8 0 0 0 0 0 0 0 0 0 0 0 0 39 ------------------------------------------------------------------------------------------------------------ Hour Total 1 139 36 0 1 0 0 1 0 0 0 0 0 0 0 178 21:15 0 33 4 0 0 0 0 0 0 0 0 0 0 0 0 37 21:30 0 32 4 0 0 0 0 0 0 0 0 0 0 0 0 36 21:45 0 29 7 0 0 0 0 0 0 0 0 0 0 0 0 36 22:00 0 19 4 0 1 0 0 0 0 0 0 0 0 0 0 24 ------------------------------------------------------------------------------------------------------------ Hour Total 0 113 19 0 1 0 0 0 0 0 0 0 0 0 0 133 22:15 0 18 2 0 0 0 0 0 0 0 0 0 0 0 0 20 22:30 0 19 8 0 0 0 0 0 0 0 0 0 0 0 0 27 22:45 0 26 2 0 0 0 0 0 0 0 0 0 0 0 0 28 23:00 0 11 3 0 0 0 0 0 0 0 0 0 0 0 0 14 ------------------------------------------------------------------------------------------------------------ Hour Total 0 74 15 0 0 0 0 0 0 0 0 0 0 0 0 89 23:15 0 5 2 0 0 0 0 0 0 0 0 0 0 0 0 7 23:30 0 9 3 0 0 0 0 0 0 0 0 0 0 0 0 12 23:45 0 6 2 0 0 0 0 0 0 0 0 0 0 0 0 8 24:00 0 10 2 0 0 0 0 0 0 0 0 0 0 0 0 12 ------------------------------------------------------------------------------------------------------------ Hour Total 0 30 9 0 0 0 0 0 0 0 0 0 0 0 0 39 ------------------------------------------------------------------------------------------------------------ DAY TOTAL 26 4543 1367 3 40 10 0 16 14 1 0 0 1 0 0 6021 PERCENTS 0.5% 75.5% 22.8% 0.1% 0.6% 0.1% 0.0% 0.2% 0.2% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100% Passenger Vehicles 98.5% Trucks & Buses 1.4% AM Times 06:00 07:15 05:45 05:00 09:15 03:15 11:00 07:45 10:30 10:00 07:15 AM Peaks 3 454 169 1 5 1 3 4 1 1 599 PM Times 14:45 17:15 16:30 14:30 13:30 12:30 13:30 12:15 17:00 PM Peaks 4 399 113 1 4 2 2 1 490 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 4 Wed 3/14/2012 Site Ref: Site M File: D0313014.prn Site ID: 000000009385 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 00:15 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 7 00:30 0 2 3 0 0 0 0 0 0 0 0 0 0 0 0 5 00:45 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 6 01:00 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 ------------------------------------------------------------------------------------------------------------ Hour Total 0 17 3 0 0 0 0 0 0 0 0 0 0 0 0 20 01:15 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 01:30 0 3 3 0 0 0 0 0 0 0 0 0 0 0 0 6 01:45 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 6 02:00 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 ------------------------------------------------------------------------------------------------------------ Hour Total 0 16 3 0 0 0 0 0 0 0 0 0 0 0 0 19 02:15 0 3 1 0 0 0 0 0 0 0 0 0 0 0 0 4 02:30 0 3 2 0 0 0 0 0 0 0 0 0 0 0 0 5 02:45 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 03:00 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 3 ------------------------------------------------------------------------------------------------------------ Hour Total 0 10 5 0 0 0 0 0 0 0 0 0 0 0 0 15 03:15 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 03:30 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 03:45 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 04:00 0 7 1 0 0 0 0 0 0 0 0 0 0 0 0 8 ------------------------------------------------------------------------------------------------------------ Hour Total 0 15 1 0 0 0 0 0 0 0 0 0 0 0 0 16 04:15 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 7 04:30 1 11 2 0 0 0 0 0 0 0 0 0 0 0 0 14 04:45 0 16 4 0 0 0 0 0 0 0 0 0 0 0 0 20 05:00 0 19 6 0 0 0 0 0 1 0 0 0 0 0 0 26 ------------------------------------------------------------------------------------------------------------ Hour Total 1 53 12 0 0 0 0 0 1 0 0 0 0 0 0 67 05:15 0 36 17 0 0 0 0 0 0 0 0 0 0 0 0 53 05:30 3 61 17 0 0 1 1 0 0 0 0 0 0 0 0 83 05:45 2 61 30 0 0 0 0 1 0 0 0 0 0 0 0 94 06:00 2 75 29 0 2 0 0 0 0 0 0 0 0 0 0 108 ------------------------------------------------------------------------------------------------------------ Hour Total 7 233 93 0 2 1 1 1 0 0 0 0 0 0 0 338 06:15 3 119 32 0 1 0 0 0 0 0 0 0 0 0 0 155 06:30 4 116 40 0 1 1 0 0 0 0 0 0 0 0 0 162 06:45 0 94 36 1 0 0 0 0 0 0 0 0 0 0 0 131 07:00 0 85 26 0 1 0 0 2 0 0 0 0 0 0 0 114 ------------------------------------------------------------------------------------------------------------ Hour Total 7 414 134 1 3 1 0 2 0 0 0 0 0 0 0 562 07:15 1 106 39 0 1 0 0 0 0 0 0 1 0 0 0 148 07:30 1 127 29 0 0 1 0 1 0 0 0 0 0 0 0 159 07:45 2 175 38 0 3 0 0 0 0 0 0 0 0 0 0 218 08:00 2 241 56 0 0 0 0 1 3 0 0 2 1 0 0 306 ------------------------------------------------------------------------------------------------------------ Hour Total 6 649 162 0 4 1 0 2 3 0 0 3 1 0 0 831 08:15 3 185 39 1 2 1 0 2 0 0 2 1 4 0 0 240 08:30 2 143 37 0 3 2 0 4 1 1 0 7 3 0 0 203 08:45 4 164 39 1 3 0 0 2 2 0 0 3 3 0 0 221 09:00 1 123 34 0 1 1 0 0 1 0 0 0 1 0 0 162 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 5 Wed 3/14/2012 Site Ref: Site M File: D0313014.prn Site ID: 000000009385 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------ Hour Total 10 615 149 2 9 4 0 8 4 1 2 11 11 0 0 826 09:15 1 72 16 0 2 0 0 0 1 0 0 0 0 0 0 92 09:30 0 67 21 0 0 0 0 0 1 0 0 1 0 0 0 90 09:45 0 62 18 0 0 1 0 0 1 0 0 0 0 0 0 82 10:00 0 56 18 0 0 0 0 0 0 0 0 0 0 0 0 74 ------------------------------------------------------------------------------------------------------------ Hour Total 1 257 73 0 2 1 0 0 3 0 0 1 0 0 0 338 10:15 0 67 17 0 1 0 0 0 2 0 0 0 0 0 0 87 10:30 0 56 19 0 0 0 0 0 0 0 0 0 0 0 0 75 10:45 0 50 18 0 0 0 0 0 0 0 0 0 0 0 0 68 11:00 0 48 11 0 2 1 0 1 0 0 0 0 0 0 0 63 ------------------------------------------------------------------------------------------------------------ Hour Total 0 221 65 0 3 1 0 1 2 0 0 0 0 0 0 293 11:15 1 46 10 0 1 0 0 0 0 0 0 0 0 0 0 58 11:30 0 44 12 0 0 0 1 0 0 0 0 0 0 0 0 57 11:45 0 62 17 0 1 0 0 0 2 0 0 0 0 0 0 82 12:00 0 55 20 0 1 0 0 0 0 0 0 0 0 0 0 76 ------------------------------------------------------------------------------------------------------------ Hour Total 1 207 59 0 3 0 1 0 2 0 0 0 0 0 0 273 12:15 0 50 19 0 2 0 0 0 1 0 0 0 0 0 0 72 12:30 1 47 13 0 0 0 0 0 0 0 0 0 0 0 0 61 12:45 2 58 15 0 0 0 0 0 0 0 0 0 0 0 0 75 13:00 1 60 19 0 0 0 0 1 0 0 0 0 0 0 0 81 ------------------------------------------------------------------------------------------------------------ Hour Total 4 215 66 0 2 0 0 1 1 0 0 0 0 0 0 289 13:15 0 54 11 0 1 0 0 0 0 0 0 0 0 0 0 66 13:30 4 64 13 0 1 0 0 1 0 0 0 0 0 0 0 83 13:45 1 62 15 0 1 0 0 0 0 0 0 0 0 0 0 79 14:00 0 55 22 0 0 0 0 0 1 0 0 0 0 0 0 78 ------------------------------------------------------------------------------------------------------------ Hour Total 5 235 61 0 3 0 0 1 1 0 0 0 0 0 0 306 14:15 0 49 19 0 1 0 0 1 0 0 0 0 0 0 0 70 14:30 2 55 12 0 1 0 0 0 1 0 0 0 0 0 0 71 14:45 1 64 20 0 2 0 0 0 2 0 0 0 0 0 0 89 15:00 0 72 18 0 1 1 0 0 0 0 0 0 0 0 0 92 ------------------------------------------------------------------------------------------------------------ Hour Total 3 240 69 0 5 1 0 1 3 0 0 0 0 0 0 322 15:15 2 69 23 1 1 0 0 1 0 0 0 0 0 0 0 97 15:30 0 73 23 0 2 0 0 0 1 0 0 0 0 0 0 99 15:45 3 69 18 0 1 0 0 1 0 0 0 0 0 0 0 92 16:00 0 60 14 0 0 1 0 0 0 0 0 0 0 0 0 75 ------------------------------------------------------------------------------------------------------------ Hour Total 5 271 78 1 4 1 0 2 1 0 0 0 0 0 0 363 16:15 2 94 20 0 2 0 0 0 0 0 0 0 0 0 0 118 16:30 3 87 23 0 1 0 0 0 0 0 0 0 0 0 0 114 16:45 0 72 23 0 1 0 0 0 0 0 0 0 0 0 0 96 17:00 2 71 19 0 1 0 0 0 1 0 0 0 0 0 0 94 ------------------------------------------------------------------------------------------------------------ Hour Total 7 324 85 0 5 0 0 0 1 0 0 0 0 0 0 422 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 6 Wed 3/14/2012 Site Ref: Site M File: D0313014.prn Site ID: 000000009385 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 17:15 4 87 32 0 0 1 0 0 0 0 0 0 0 0 0 124 17:30 0 108 25 0 0 0 0 0 0 0 0 0 0 0 0 133 17:45 2 127 27 0 0 0 0 1 0 0 0 0 0 0 0 157 18:00 4 94 23 0 0 0 0 0 0 0 0 0 0 0 0 121 ------------------------------------------------------------------------------------------------------------ Hour Total 10 416 107 0 0 1 0 1 0 0 0 0 0 0 0 535 18:15 1 88 27 0 0 0 0 0 0 0 0 0 0 0 0 116 18:30 1 60 15 0 1 0 0 0 0 0 0 0 0 0 0 77 18:45 0 56 25 0 0 0 0 0 0 0 0 0 0 0 0 81 19:00 1 44 17 0 0 0 0 0 0 0 0 0 0 0 0 62 ------------------------------------------------------------------------------------------------------------ Hour Total 3 248 84 0 1 0 0 0 0 0 0 0 0 0 0 336 19:15 2 48 11 0 0 0 0 1 0 0 0 0 0 0 0 62 19:30 2 60 14 0 1 0 0 0 0 0 0 0 0 0 0 77 19:45 1 51 16 0 0 0 0 0 0 0 0 0 0 0 0 68 20:00 1 59 9 0 0 0 0 0 0 0 0 0 0 0 0 69 ------------------------------------------------------------------------------------------------------------ Hour Total 6 218 50 0 1 0 0 1 0 0 0 0 0 0 0 276 20:15 0 41 13 0 0 0 0 0 0 0 0 0 0 0 0 54 20:30 0 53 5 0 0 0 0 0 0 0 0 0 0 0 0 58 20:45 0 41 5 0 0 1 0 0 0 0 0 0 0 0 0 47 21:00 0 45 10 0 0 0 0 0 0 0 0 0 0 0 0 55 ------------------------------------------------------------------------------------------------------------ Hour Total 0 180 33 0 0 1 0 0 0 0 0 0 0 0 0 214 21:15 0 38 6 0 0 0 0 0 0 0 0 0 0 0 0 44 21:30 0 40 7 0 0 0 0 0 0 0 0 0 0 0 0 47 21:45 2 30 4 0 0 0 0 0 0 0 0 0 0 0 0 36 22:00 0 23 9 0 0 0 0 0 0 0 0 0 0 0 0 32 ------------------------------------------------------------------------------------------------------------ Hour Total 2 131 26 0 0 0 0 0 0 0 0 0 0 0 0 159 22:15 0 21 3 0 0 0 0 0 0 0 0 0 0 0 0 24 22:30 0 28 4 0 0 0 0 0 0 0 0 0 0 0 0 32 22:45 0 22 1 0 0 0 0 0 0 0 0 0 0 0 0 23 23:00 3 14 2 0 0 0 0 0 0 0 0 0 0 0 0 19 ------------------------------------------------------------------------------------------------------------ Hour Total 3 85 10 0 0 0 0 0 0 0 0 0 0 0 0 98 23:15 0 11 2 0 0 0 0 0 0 0 0 0 0 0 0 13 23:30 0 10 2 0 0 0 0 0 0 0 0 0 0 0 0 12 23:45 0 11 0 0 0 0 0 1 0 0 0 0 0 0 0 12 24:00 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5 ------------------------------------------------------------------------------------------------------------ Hour Total 0 37 4 0 0 0 0 1 0 0 0 0 0 0 0 42 ------------------------------------------------------------------------------------------------------------ DAY TOTAL 81 5307 1432 4 47 13 2 22 22 1 2 15 12 0 0 6960 PERCENTS 1.2% 76.3% 20.6% 0.1% 0.7% 0.2% 0.0% 0.3% 0.3% 0.0% 0.0% 0.2% 0.1% 0.0% 0.0% 100% Passenger Vehicles 98.9% Trucks & Buses 2.0% AM Times 05:45 07:45 08:00 08:00 08:15 08:15 04:45 08:00 08:00 07:45 07:30 08:00 08:00 08:00 AM Peaks 11 744 171 2 9 4 1 9 6 1 2 13 11 970 PM Times 17:15 17:30 17:15 14:30 14:45 14:15 12:45 14:00 17:15 PM Peaks 10 417 107 1 6 1 2 4 535 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 7 Thu 3/15/2012 Site Ref: Site M File: D0313014.prn Site ID: 000000009385 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 00:15 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 00:30 0 11 0 0 0 0 0 0 0 0 0 0 0 0 0 11 00:45 0 8 0 0 0 0 0 0 0 0 0 0 0 0 0 8 01:00 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5 ------------------------------------------------------------------------------------------------------------ Hour Total 0 27 0 0 0 0 0 0 0 0 0 0 0 0 0 27 01:15 0 5 1 0 0 0 0 0 0 0 0 0 0 0 0 6 01:30 1 10 0 0 0 0 0 0 0 0 0 0 0 0 0 11 01:45 0 3 1 0 0 0 0 0 0 0 0 0 0 0 0 4 02:00 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 ------------------------------------------------------------------------------------------------------------ Hour Total 1 22 2 0 0 0 0 0 0 0 0 0 0 0 0 25 02:15 0 1 3 0 0 0 0 0 0 0 0 0 0 0 0 4 02:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45 0 4 0 0 1 0 0 0 0 0 0 0 0 0 0 5 03:00 0 1 3 0 0 0 0 0 0 0 0 0 0 0 0 4 ------------------------------------------------------------------------------------------------------------ Hour Total 0 6 6 0 1 0 0 0 0 0 0 0 0 0 0 13 03:15 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 03:30 0 2 1 0 0 0 0 0 0 0 0 0 0 0 0 3 03:45 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 04:00 0 5 2 0 0 0 0 0 0 0 0 0 0 0 0 7 ------------------------------------------------------------------------------------------------------------ Hour Total 0 12 3 0 0 0 0 0 0 0 0 0 0 0 0 15 04:15 1 9 2 0 0 0 0 0 0 0 0 0 0 0 0 12 04:30 0 11 4 0 0 0 0 0 0 0 0 0 0 0 0 15 04:45 0 14 11 0 0 0 0 0 0 0 0 0 0 0 0 25 05:00 1 15 11 0 0 0 0 0 0 0 0 0 0 0 0 27 ------------------------------------------------------------------------------------------------------------ Hour Total 2 49 28 0 0 0 0 0 0 0 0 0 0 0 0 79 05:15 0 21 12 0 0 0 0 0 0 0 0 0 0 0 0 33 05:30 2 60 26 0 0 0 0 0 0 0 0 0 0 0 0 88 05:45 2 75 33 0 1 0 0 0 0 0 0 0 0 0 0 111 06:00 0 74 31 0 2 1 0 1 0 0 0 0 0 0 0 109 ------------------------------------------------------------------------------------------------------------ Hour Total 4 230 102 0 3 1 0 1 0 0 0 0 0 0 0 341 06:15 2 107 38 0 1 0 0 0 0 0 0 0 0 0 0 148 06:30 2 113 41 0 2 2 0 0 0 0 0 0 0 0 0 160 06:45 3 97 34 1 1 0 0 0 0 0 0 0 0 0 0 136 07:00 2 81 25 0 1 1 0 1 0 0 0 0 0 0 0 111 ------------------------------------------------------------------------------------------------------------ Hour Total 9 398 138 1 5 3 0 1 0 0 0 0 0 0 0 555 07:15 1 112 33 0 1 0 0 0 0 0 0 0 0 0 0 147 07:30 1 133 46 0 1 0 0 0 1 0 0 0 0 0 0 182 07:45 1 122 29 0 2 0 0 0 1 0 0 0 0 0 0 155 08:00 0 94 24 0 1 0 0 2 1 0 0 0 0 0 0 122 ------------------------------------------------------------------------------------------------------------ Hour Total 3 461 132 0 5 0 0 2 3 0 0 0 0 0 0 606 08:15 0 90 23 0 0 0 0 0 0 0 0 1 0 0 0 114 08:30 1 88 15 0 1 1 0 0 0 0 0 0 0 0 0 106 08:45 1 109 29 0 0 0 0 0 0 0 0 0 0 0 0 139 09:00 0 53 28 0 3 2 0 1 0 0 0 0 0 0 0 87 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 8 Thu 3/15/2012 Site Ref: Site M File: D0313014.prn Site ID: 000000009385 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------ Hour Total 2 340 95 0 4 3 0 1 0 0 0 1 0 0 0 446 09:15 0 82 26 0 1 1 0 0 0 0 0 0 0 0 0 110 09:30 0 62 13 0 0 1 0 0 0 0 0 0 0 0 0 76 09:45 0 57 16 0 1 0 2 0 0 0 0 0 0 0 0 76 10:00 0 54 18 0 2 0 0 2 1 0 0 0 0 0 0 77 ------------------------------------------------------------------------------------------------------------ Hour Total 0 255 73 0 4 2 2 2 1 0 0 0 0 0 0 339 10:15 1 45 13 0 0 1 0 0 0 0 0 0 0 0 0 60 10:30 0 40 18 0 2 0 0 1 0 0 0 0 0 0 0 61 10:45 0 65 22 0 0 0 0 1 0 0 0 0 0 0 0 88 11:00 2 56 12 0 1 1 0 1 0 0 0 0 0 0 0 73 ------------------------------------------------------------------------------------------------------------ Hour Total 3 206 65 0 3 2 0 3 0 0 0 0 0 0 0 282 11:15 1 41 14 0 4 0 0 1 0 0 0 0 0 0 0 61 11:30 0 62 15 0 0 1 0 0 1 0 0 0 0 0 0 79 11:45 1 56 27 0 1 0 0 0 2 0 0 0 0 0 0 87 12:00 0 54 19 0 1 2 0 0 0 0 0 0 0 0 0 76 ------------------------------------------------------------------------------------------------------------ Hour Total 2 213 75 0 6 3 0 1 3 0 0 0 0 0 0 303 12:15 4 53 15 0 0 0 0 0 0 0 0 0 0 0 0 72 12:30 1 60 18 0 1 0 0 0 0 0 0 0 0 0 0 80 12:45 1 70 12 0 0 1 1 0 2 0 0 0 0 0 0 87 13:00 0 57 21 0 1 2 0 0 0 0 0 0 0 0 0 81 ------------------------------------------------------------------------------------------------------------ Hour Total 6 240 66 0 2 3 1 0 2 0 0 0 0 0 0 320 13:15 4 49 14 0 0 0 0 0 0 0 0 0 0 0 0 67 13:30 2 60 20 1 1 0 0 0 1 0 0 0 0 0 0 85 13:45 1 61 14 0 4 2 0 0 0 0 0 0 0 0 0 82 14:00 0 59 17 0 2 0 0 0 0 0 0 0 0 0 0 78 ------------------------------------------------------------------------------------------------------------ Hour Total 7 229 65 1 7 2 0 0 1 0 0 0 0 0 0 312 14:15 1 63 22 0 0 1 0 1 0 0 0 0 0 0 0 88 14:30 1 72 16 0 0 0 0 0 0 0 0 0 0 0 0 89 14:45 0 70 21 0 2 0 0 0 0 0 0 0 0 0 0 93 15:00 2 74 11 0 0 0 0 0 0 0 0 0 0 0 0 87 ------------------------------------------------------------------------------------------------------------ Hour Total 4 279 70 0 2 1 0 1 0 0 0 0 0 0 0 357 15:15 1 78 19 1 0 0 0 0 0 0 0 0 0 0 0 99 15:30 1 96 34 0 0 0 0 1 1 0 0 0 0 0 0 133 15:45 0 88 25 0 4 0 0 0 0 0 0 0 0 0 0 117 16:00 5 85 24 0 2 1 0 0 0 0 0 0 0 0 0 117 ------------------------------------------------------------------------------------------------------------ Hour Total 7 347 102 1 6 1 0 1 1 0 0 0 0 0 0 466 16:15 4 99 28 0 0 0 0 0 0 0 0 0 0 0 0 131 16:30 1 83 20 0 2 0 0 0 1 0 0 0 0 0 0 107 16:45 2 85 23 0 2 0 0 0 0 0 0 0 0 0 0 112 17:00 1 98 26 0 0 0 0 0 0 0 0 0 0 0 0 125 ------------------------------------------------------------------------------------------------------------ Hour Total 8 365 97 0 4 0 0 0 1 0 0 0 0 0 0 475 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 9 Thu 3/15/2012 Site Ref: Site M File: D0313014.prn Site ID: 000000009385 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NI) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 17:15 3 121 25 0 0 0 0 0 1 0 0 1 0 0 0 151 17:30 0 100 17 0 0 1 0 0 0 0 0 0 0 0 0 118 17:45 3 112 21 0 0 0 0 0 0 0 0 0 0 0 0 136 18:00 0 89 16 0 1 0 0 1 0 0 0 0 0 0 0 107 ------------------------------------------------------------------------------------------------------------ Hour Total 6 422 79 0 1 1 0 1 1 0 0 1 0 0 0 512 18:15 2 85 19 0 0 0 0 0 2 0 0 0 0 0 0 108 18:30 2 70 23 0 0 0 0 0 0 0 0 0 0 0 0 95 18:45 1 88 15 0 0 0 0 1 0 0 0 0 0 0 0 105 19:00 0 59 14 1 0 0 0 0 0 0 0 0 0 0 0 74 ------------------------------------------------------------------------------------------------------------ Hour Total 5 302 71 1 0 0 0 1 2 0 0 0 0 0 0 382 19:15 0 68 17 0 2 0 0 0 0 0 0 0 0 0 0 87 19:30 1 54 8 0 0 0 0 0 0 0 0 0 0 0 0 63 19:45 0 50 12 0 0 0 0 0 0 0 0 0 0 0 0 62 20:00 1 34 11 0 0 0 0 0 0 0 0 0 0 0 0 46 ------------------------------------------------------------------------------------------------------------ Hour Total 2 206 48 0 2 0 0 0 0 0 0 0 0 0 0 258 20:15 0 38 13 0 0 0 0 0 0 0 0 0 0 0 0 51 20:30 0 45 14 0 0 0 0 0 0 0 0 0 0 0 0 59 20:45 1 42 3 0 0 0 0 0 0 0 0 0 0 0 0 46 21:00 0 34 6 0 0 0 0 0 1 0 0 0 0 0 0 41 ------------------------------------------------------------------------------------------------------------ Hour Total 1 159 36 0 0 0 0 0 1 0 0 0 0 0 0 197 21:15 0 37 5 0 0 0 0 0 0 0 0 0 0 0 0 42 21:30 0 29 6 0 0 0 0 0 0 0 0 0 0 0 0 35 21:45 0 38 5 0 0 0 0 0 1 0 0 0 0 0 0 44 22:00 0 28 8 0 0 0 0 0 0 0 0 0 0 0 0 36 ------------------------------------------------------------------------------------------------------------ Hour Total 0 132 24 0 0 0 0 0 1 0 0 0 0 0 0 157 22:15 0 23 4 0 0 0 0 0 0 0 0 0 0 0 0 27 22:30 1 31 6 0 0 0 0 0 0 0 0 0 0 0 0 38 22:45 0 19 0 0 0 0 0 0 0 0 0 0 0 0 0 19 23:00 0 14 3 0 0 0 0 0 0 0 0 0 0 0 0 17 ------------------------------------------------------------------------------------------------------------ Hour Total 1 87 13 0 0 0 0 0 0 0 0 0 0 0 0 101 23:15 0 8 1 0 0 0 0 0 0 0 0 0 0 0 0 9 23:30 0 18 0 0 0 0 0 0 0 0 0 0 0 0 0 18 23:45 0 5 2 0 0 0 0 0 0 0 0 0 0 0 0 7 24:00 0 14 2 0 0 0 0 0 0 0 0 0 0 0 0 16 ------------------------------------------------------------------------------------------------------------ Hour Total 0 45 5 0 0 0 0 0 0 0 0 0 0 0 0 50 ------------------------------------------------------------------------------------------------------------ DAY TOTAL 73 5032 1395 4 55 22 3 15 17 0 0 2 0 0 0 6618 PERCENTS 1.2% 76.1% 21.1% 0.1% 0.8% 0.3% 0.0% 0.2% 0.2% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100% Passenger Vehicles 98.2% Trucks & Buses 1.7% AM Times 06:15 07:15 06:00 06:00 10:30 08:30 09:00 10:00 07:15 07:30 07:15 AM Peaks 9 461 144 1 7 4 2 4 3 1 606 PM Times 16:00 17:00 15:30 12:45 15:45 13:00 12:15 18:00 12:45 16:30 17:00 PM Peaks 12 431 111 1 8 4 1 2 3 1 530 =================================================================================================================== GRAND TOTAL 180 4194 142 5 53 2 13 0 14882 11 45 53 2 17 0 19599 PERCENTS 1.0% 76.0% 21.4% 0.1% 0.8% 0.3% 0.0% 0.2% 0.2% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100% Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 1 Tue 3/13/2012 Site Ref: Site M File: D0313013.prn Site ID: 000000003725 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 00:15 1 5 1 0 0 0 0 0 0 0 0 0 0 0 0 7 00:30 0 7 3 0 0 0 0 0 0 0 0 0 0 0 0 10 00:45 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 01:00 0 3 1 0 0 0 0 1 1 0 0 0 0 0 0 6 ------------------------------------------------------------------------------------------------------------ Hour Total 1 19 5 0 0 0 0 1 1 0 0 0 0 0 0 27 01:15 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 01:30 0 4 5 0 0 0 0 0 0 0 0 0 0 0 0 9 01:45 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 02:00 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 ------------------------------------------------------------------------------------------------------------ Hour Total 0 14 5 0 0 0 0 0 0 0 0 0 0 0 0 19 02:15 0 1 2 0 0 0 0 0 1 0 0 0 0 0 0 4 02:30 0 4 0 0 1 0 0 0 1 0 0 0 0 0 0 6 02:45 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 03:00 0 6 1 0 0 0 0 0 0 0 0 0 0 0 0 7 ------------------------------------------------------------------------------------------------------------ Hour Total 0 13 3 0 1 0 0 0 2 0 0 0 0 0 0 19 03:15 0 5 1 0 0 0 0 0 0 0 0 0 0 0 0 6 03:30 0 7 1 0 0 0 0 0 1 0 0 0 0 0 0 9 03:45 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 04:00 0 8 3 0 0 0 0 0 2 0 0 0 0 0 0 13 ------------------------------------------------------------------------------------------------------------ Hour Total 0 22 5 0 0 0 0 0 3 0 0 0 0 0 0 30 04:15 0 9 7 0 0 0 0 0 0 0 0 0 0 0 0 16 04:30 0 16 4 0 0 0 0 0 6 0 0 0 0 0 0 26 04:45 0 26 9 0 0 0 0 0 3 0 0 0 0 0 0 38 05:00 0 28 9 0 0 0 0 0 1 0 0 0 0 0 0 38 ------------------------------------------------------------------------------------------------------------ Hour Total 0 79 29 0 0 0 0 0 10 0 0 0 0 0 0 118 05:15 0 49 16 0 1 0 0 0 2 0 0 0 0 0 0 68 05:30 0 72 19 0 0 1 0 1 1 0 0 0 0 0 0 94 05:45 0 78 27 0 0 1 0 0 2 0 0 0 0 0 0 108 06:00 0 78 40 0 1 1 0 0 0 0 0 1 0 0 0 121 ------------------------------------------------------------------------------------------------------------ Hour Total 0 277 102 0 2 3 0 1 5 0 0 1 0 0 0 391 06:15 1 109 44 0 1 1 0 0 4 0 0 1 0 0 0 161 06:30 0 109 29 0 1 2 0 0 1 0 0 0 0 0 0 142 06:45 0 93 27 1 0 0 0 0 1 0 0 0 0 0 0 122 07:00 0 87 26 0 0 0 0 0 1 0 0 0 0 0 0 114 ------------------------------------------------------------------------------------------------------------ Hour Total 1 398 126 1 2 3 0 0 7 0 0 1 0 0 0 539 07:15 0 95 24 0 0 0 0 1 2 0 0 1 0 0 0 123 07:30 0 108 34 0 1 0 0 0 4 0 0 0 0 0 0 147 07:45 0 114 32 0 3 0 0 2 2 0 0 0 0 0 0 153 08:00 0 92 21 1 0 0 0 0 4 2 0 0 0 0 0 120 ------------------------------------------------------------------------------------------------------------ Hour Total 0 409 111 1 4 0 0 3 12 2 0 1 0 0 0 543 08:15 1 67 22 3 1 1 0 0 3 0 0 1 0 0 0 99 08:30 0 67 25 0 0 0 0 0 1 0 0 1 0 0 0 94 08:45 0 62 21 0 0 1 1 2 2 1 0 0 0 0 0 90 09:00 0 61 21 0 1 1 0 0 4 0 0 0 0 0 0 88 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 8 Thu 3/15/2012 Site Ref: Site M File: D0313013.prn Site ID: 000000003725 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------ Hour Total 4 282 101 3 7 7 2 4 18 0 1 1 0 0 0 430 09:15 0 66 18 0 2 0 1 2 2 0 0 0 0 0 0 91 09:30 0 47 11 0 1 2 1 1 4 0 0 0 0 0 0 67 09:45 1 47 23 1 1 0 1 2 7 0 0 0 0 0 0 83 10:00 1 44 21 0 2 3 1 0 3 0 0 0 0 0 0 75 ------------------------------------------------------------------------------------------------------------ Hour Total 2 204 73 1 6 5 4 5 16 0 0 0 0 0 0 316 10:15 1 32 15 0 1 0 1 0 7 0 0 1 0 0 0 58 10:30 1 46 18 0 4 0 0 1 3 0 0 0 0 0 0 73 10:45 1 52 19 0 2 0 0 2 3 0 0 0 0 0 0 79 11:00 0 53 7 0 1 2 1 0 3 0 0 0 0 0 0 67 ------------------------------------------------------------------------------------------------------------ Hour Total 3 183 59 0 8 2 2 3 16 0 0 1 0 0 0 277 11:15 0 40 11 1 1 0 0 0 9 1 0 0 0 0 0 63 11:30 1 57 21 0 2 2 1 0 1 0 0 0 0 0 0 85 11:45 1 56 23 0 0 2 0 1 3 0 0 0 0 0 0 86 12:00 0 44 17 0 4 1 3 1 2 0 0 1 0 0 0 73 ------------------------------------------------------------------------------------------------------------ Hour Total 2 197 72 1 7 5 4 2 15 1 0 1 0 0 0 307 12:15 0 42 27 0 4 1 0 0 5 0 0 0 0 0 0 79 12:30 0 48 17 0 3 2 0 0 2 0 0 0 0 0 0 72 12:45 0 57 9 0 4 2 1 1 3 0 0 0 0 0 0 77 13:00 1 48 17 0 1 1 0 0 3 0 0 0 0 0 0 71 ------------------------------------------------------------------------------------------------------------ Hour Total 1 195 70 0 12 6 1 1 13 0 0 0 0 0 0 299 13:15 0 47 14 1 0 0 0 0 4 0 0 1 0 0 0 67 13:30 1 55 18 0 3 2 1 1 3 0 0 0 0 0 0 84 13:45 1 52 29 0 5 1 0 2 1 0 0 0 0 0 0 91 14:00 1 46 19 0 1 0 2 2 6 0 0 1 0 0 0 78 ------------------------------------------------------------------------------------------------------------ Hour Total 3 200 80 1 9 3 3 5 14 0 0 2 0 0 0 320 14:15 2 58 18 0 1 2 0 2 1 0 0 0 0 0 0 84 14:30 2 51 20 0 2 0 1 0 1 0 0 0 0 0 0 77 14:45 2 56 23 0 2 2 2 0 4 0 0 0 0 0 0 91 15:00 1 60 7 0 2 1 2 2 2 0 0 0 0 0 0 77 ------------------------------------------------------------------------------------------------------------ Hour Total 7 225 68 0 7 5 5 4 8 0 0 0 0 0 0 329 15:15 3 54 20 1 0 0 3 0 2 0 1 0 0 0 0 84 15:30 1 93 31 0 2 2 1 1 2 0 0 0 0 0 0 133 15:45 1 77 16 0 2 1 1 1 1 0 0 0 0 0 0 100 16:00 0 67 20 1 0 1 1 0 1 0 0 0 0 0 0 91 ------------------------------------------------------------------------------------------------------------ Hour Total 5 291 87 2 4 4 6 2 6 0 1 0 0 0 0 408 16:15 3 66 19 2 3 1 0 0 2 0 0 1 0 0 0 97 16:30 0 71 16 0 1 0 0 1 3 0 0 0 0 0 0 92 16:45 1 60 19 0 0 1 0 0 3 0 0 1 0 0 0 85 17:00 0 79 21 1 1 0 0 0 1 0 0 0 0 0 0 103 ------------------------------------------------------------------------------------------------------------ Hour Total 4 276 75 3 5 2 0 1 9 0 0 2 0 0 0 377 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 2 Tue 3/13/2012 Site Ref: Site M File: D0313013.prn Site ID: 000000003725 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------ Hour Total 1 257 89 3 2 3 1 2 10 1 0 2 0 0 0 371 09:15 0 55 17 0 3 1 3 2 6 1 1 0 0 0 0 89 09:30 0 60 15 0 0 0 0 1 5 0 0 0 0 0 0 81 09:45 0 52 17 0 1 2 0 1 1 0 0 0 0 0 0 74 10:00 1 41 16 0 1 0 0 1 3 0 0 0 0 0 0 63 ------------------------------------------------------------------------------------------------------------ Hour Total 1 208 65 0 5 3 3 5 15 1 1 0 0 0 0 307 10:15 0 32 16 0 2 0 1 1 2 0 0 0 0 0 0 54 10:30 0 45 15 0 0 2 0 0 4 0 0 0 0 0 0 66 10:45 0 59 5 0 2 0 0 1 2 0 0 0 1 0 0 70 11:00 1 52 15 0 2 0 1 0 3 0 0 0 0 0 0 74 ------------------------------------------------------------------------------------------------------------ Hour Total 1 188 51 0 6 2 2 2 11 0 0 0 1 0 0 264 11:15 0 51 18 0 2 1 0 1 5 0 0 0 0 0 0 78 11:30 0 37 13 0 1 1 1 0 0 0 0 0 0 0 0 53 11:45 1 53 12 0 1 0 0 0 1 0 0 0 0 0 0 68 12:00 1 37 19 0 5 0 0 0 3 0 0 1 0 0 0 66 ------------------------------------------------------------------------------------------------------------ Hour Total 2 178 62 0 9 2 1 1 9 0 0 1 0 0 0 265 12:15 1 45 13 0 2 1 0 0 2 1 0 1 0 0 0 66 12:30 0 57 14 0 3 1 0 0 6 1 0 0 0 0 0 82 12:45 0 41 11 0 1 0 0 0 4 0 0 1 0 0 0 58 13:00 0 35 17 1 1 2 0 0 4 0 0 0 0 0 0 60 ------------------------------------------------------------------------------------------------------------ Hour Total 1 178 55 1 7 4 0 0 16 2 0 2 0 0 0 266 13:15 0 35 17 0 1 0 0 1 2 0 0 0 0 0 0 56 13:30 0 50 17 0 0 0 0 0 2 0 0 0 0 0 0 69 13:45 1 46 15 0 2 1 0 2 3 0 0 1 0 0 0 71 14:00 1 51 12 0 1 1 1 0 4 0 0 0 0 0 0 71 ------------------------------------------------------------------------------------------------------------ Hour Total 2 182 61 0 4 2 1 3 11 0 0 1 0 0 0 267 14:15 0 55 11 0 2 0 0 1 4 0 0 0 0 0 0 73 14:30 0 49 14 0 2 1 0 1 4 0 0 0 0 0 0 71 14:45 0 49 26 0 1 0 0 0 4 0 0 0 0 0 0 80 15:00 1 51 17 0 0 0 0 1 0 0 0 0 0 0 0 70 ------------------------------------------------------------------------------------------------------------ Hour Total 1 204 68 0 5 1 0 3 12 0 0 0 0 0 0 294 15:15 0 48 18 1 1 0 0 0 4 0 0 1 0 0 0 73 15:30 0 41 18 0 1 0 0 0 4 0 0 0 0 0 0 64 15:45 1 53 16 0 2 1 0 1 2 0 0 0 0 0 0 76 16:00 1 51 15 0 4 0 0 0 3 0 0 0 0 0 0 74 ------------------------------------------------------------------------------------------------------------ Hour Total 2 193 67 1 8 1 0 1 13 0 0 1 0 0 0 287 16:15 1 51 9 2 0 2 0 0 2 0 0 0 0 0 0 67 16:30 0 52 17 0 3 0 0 0 3 0 0 0 0 0 0 75 16:45 0 62 16 0 1 0 0 0 2 0 0 0 0 0 0 81 17:00 0 59 14 1 1 0 0 1 1 0 0 0 0 0 0 77 ------------------------------------------------------------------------------------------------------------ Hour Total 1 224 56 3 5 2 0 1 8 0 0 0 0 0 0 300 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 3 Tue 3/13/2012 Site Ref: Site M File: D0313013.prn Site ID: 000000003725 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 17:15 0 63 15 0 1 0 0 0 3 0 0 1 0 0 0 83 17:30 1 67 21 0 0 0 0 1 4 0 0 0 0 0 0 94 17:45 1 68 22 0 1 0 0 0 1 0 0 0 0 0 0 93 18:00 0 63 17 0 1 0 0 0 0 0 0 0 0 0 0 81 ------------------------------------------------------------------------------------------------------------ Hour Total 2 261 75 0 3 0 0 1 8 0 0 1 0 0 0 351 18:15 1 43 11 0 1 1 0 0 1 0 0 0 0 0 0 58 18:30 0 75 12 0 0 0 0 0 2 0 0 0 0 0 0 89 18:45 2 49 17 0 0 0 0 0 1 0 0 0 0 0 0 69 19:00 2 47 12 0 2 0 0 0 2 0 0 0 0 0 0 65 ------------------------------------------------------------------------------------------------------------ Hour Total 5 214 52 0 3 1 0 0 6 0 0 0 0 0 0 281 19:15 1 48 10 0 1 0 0 0 1 0 0 0 0 0 0 61 19:30 0 46 10 0 1 0 0 1 1 0 0 0 0 0 0 59 19:45 0 23 6 0 0 0 0 0 1 0 0 0 0 0 0 30 20:00 0 31 13 0 1 0 0 0 2 0 0 0 0 0 0 47 ------------------------------------------------------------------------------------------------------------ Hour Total 1 148 39 0 3 0 0 1 5 0 0 0 0 0 0 197 20:15 0 37 6 0 0 0 0 0 3 0 0 0 0 0 0 46 20:30 0 22 8 0 2 1 0 0 1 0 0 0 0 0 0 34 20:45 0 28 10 0 0 0 0 0 0 0 0 0 0 0 0 38 21:00 0 23 5 0 0 0 0 0 1 0 0 0 0 0 0 29 ------------------------------------------------------------------------------------------------------------ Hour Total 0 110 29 0 2 1 0 0 5 0 0 0 0 0 0 147 21:15 0 23 2 0 0 0 0 0 1 0 0 0 0 0 0 26 21:30 0 15 3 0 0 0 0 0 0 0 0 0 0 0 0 18 21:45 0 20 2 0 0 1 0 0 0 0 0 0 0 0 0 23 22:00 0 20 7 0 0 0 0 0 0 0 0 0 0 0 0 27 ------------------------------------------------------------------------------------------------------------ Hour Total 0 78 14 0 0 1 0 0 1 0 0 0 0 0 0 94 22:15 0 20 7 0 0 0 0 0 1 0 0 0 0 0 0 28 22:30 0 23 6 0 0 0 0 0 2 0 0 0 0 0 0 31 22:45 0 20 2 0 0 0 0 0 1 0 0 0 0 0 0 23 23:00 0 12 2 0 0 0 0 0 0 0 0 0 0 0 0 14 ------------------------------------------------------------------------------------------------------------ Hour Total 0 75 17 0 0 0 0 0 4 0 0 0 0 0 0 96 23:15 0 13 2 0 0 0 0 0 0 0 0 0 0 0 0 15 23:30 0 6 1 0 0 0 0 0 1 0 0 0 0 0 0 8 23:45 0 8 2 0 0 0 0 1 1 0 0 0 0 0 0 12 24:00 0 3 3 0 0 0 0 0 1 0 0 0 0 0 0 7 ------------------------------------------------------------------------------------------------------------ Hour Total 0 30 8 0 0 0 0 1 3 0 0 0 0 0 0 42 ------------------------------------------------------------------------------------------------------------ DAY TOTAL 22 3959 1194 10 71 29 8 26 177 6 1 11 1 0 0 5515 PERCENTS 0.4% 71.8% 21.7% 0.2% 1.3% 0.6% 0.2% 0.4% 3.2% 0.1% 0.0% 0.1% 0.0% 0.0% 0.0% 100% Passenger Vehicles 93.8% Trucks & Buses 6.1% AM Times 11:00 07:15 05:45 07:30 11:15 05:45 08:30 08:45 08:45 08:00 08:30 05:30 10:00 06:00 AM Peaks 2 409 140 4 9 5 4 5 17 3 1 2 1 546 PM Times 18:15 17:15 14:45 16:15 15:45 12:15 13:15 13:45 12:15 12:15 12:15 17:15 PM Peaks 5 261 79 3 9 4 1 4 16 2 2 351 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 4 Wed 3/14/2012 Site Ref: Site M File: D0313013.prn Site ID: 000000003725 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 00:15 0 1 2 0 0 0 0 0 2 0 0 0 0 0 0 5 00:30 0 3 1 0 0 0 0 0 1 0 0 0 0 0 0 5 00:45 0 4 1 0 0 0 0 0 0 0 0 0 0 0 0 5 01:00 0 3 3 0 0 0 0 0 0 0 0 0 0 0 0 6 ------------------------------------------------------------------------------------------------------------ Hour Total 0 11 7 0 0 0 0 0 3 0 0 0 0 0 0 21 01:15 0 1 2 0 0 0 0 0 2 0 0 0 0 0 0 5 01:30 0 2 0 0 0 0 0 0 1 0 0 0 0 0 0 3 01:45 1 4 1 0 0 0 0 0 1 0 0 0 0 0 0 7 02:00 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 ------------------------------------------------------------------------------------------------------------ Hour Total 1 10 3 0 0 0 0 0 4 0 0 0 0 0 0 18 02:15 0 5 1 0 0 0 0 0 2 0 0 0 0 0 0 8 02:30 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 02:45 0 1 2 0 0 0 0 0 1 0 0 0 0 0 0 4 03:00 0 1 1 0 1 0 0 0 1 0 0 0 0 0 0 4 ------------------------------------------------------------------------------------------------------------ Hour Total 0 9 4 0 1 0 0 0 4 0 0 0 0 0 0 18 03:15 0 8 0 0 0 0 0 0 0 0 0 0 0 0 0 8 03:30 0 4 1 0 0 1 0 0 0 0 0 0 0 0 0 6 03:45 1 4 0 0 0 0 0 0 2 0 0 0 0 0 0 7 04:00 0 5 1 0 0 0 0 0 0 0 0 0 0 0 0 6 ------------------------------------------------------------------------------------------------------------ Hour Total 1 21 2 0 0 1 0 0 2 0 0 0 0 0 0 27 04:15 0 9 7 0 0 1 0 0 0 0 0 0 0 0 0 17 04:30 1 16 10 0 0 0 0 0 0 0 0 0 0 0 0 27 04:45 1 21 16 0 0 0 0 0 1 0 0 0 0 0 0 39 05:00 1 24 5 0 0 0 0 0 4 0 0 0 0 0 0 34 ------------------------------------------------------------------------------------------------------------ Hour Total 3 70 38 0 0 1 0 0 5 0 0 0 0 0 0 117 05:15 0 44 22 0 0 0 0 0 1 0 0 0 0 0 0 67 05:30 0 72 13 0 0 0 0 0 2 0 0 0 0 0 0 87 05:45 1 59 32 0 0 2 0 0 2 0 0 0 0 0 0 96 06:00 1 78 37 0 0 0 0 0 1 0 0 0 0 0 0 117 ------------------------------------------------------------------------------------------------------------ Hour Total 2 253 104 0 0 2 0 0 6 0 0 0 0 0 0 367 06:15 3 92 49 0 0 0 0 0 4 0 0 0 0 0 0 148 06:30 2 107 34 0 1 1 0 0 7 0 0 0 0 0 0 152 06:45 6 94 32 1 1 0 0 0 3 0 0 0 0 0 0 137 07:00 4 79 26 0 1 1 0 0 1 0 0 0 0 0 0 112 ------------------------------------------------------------------------------------------------------------ Hour Total 15 372 141 1 3 2 0 0 15 0 0 0 0 0 0 549 07:15 3 96 20 0 0 0 0 0 5 0 0 0 0 0 0 124 07:30 3 130 27 0 1 0 1 1 4 0 0 0 0 0 0 167 07:45 1 147 30 0 4 1 3 2 1 0 0 0 0 0 0 189 08:00 5 166 43 2 4 0 0 1 11 1 0 4 0 0 0 237 ------------------------------------------------------------------------------------------------------------ Hour Total 12 539 120 2 9 1 4 4 21 1 0 4 0 0 0 717 08:15 4 150 18 0 1 0 0 2 25 0 0 7 5 0 0 212 08:30 11 92 10 1 0 0 0 2 22 0 1 11 11 0 0 161 08:45 4 128 9 0 1 0 0 0 28 0 0 9 6 0 0 185 09:00 1 95 30 0 1 1 3 0 8 0 0 1 1 0 0 141 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 5 Wed 3/14/2012 Site Ref: Site M File: D0313013.prn Site ID: 000000003725 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------ Hour Total 20 465 67 1 3 1 3 4 83 0 1 28 23 0 0 699 09:15 1 72 19 0 4 3 1 2 5 0 0 0 0 0 0 107 09:30 0 56 18 2 3 0 2 0 7 0 0 0 0 0 0 88 09:45 1 57 14 0 2 2 0 1 3 0 0 0 0 0 0 80 10:00 1 56 16 0 1 1 1 1 4 0 0 0 0 0 0 81 ------------------------------------------------------------------------------------------------------------ Hour Total 3 241 67 2 10 6 4 4 19 0 0 0 0 0 0 356 10:15 1 45 20 1 2 0 0 2 7 0 0 0 0 0 0 78 10:30 0 45 21 0 1 0 0 1 3 0 0 0 0 0 0 71 10:45 0 45 16 0 1 0 1 1 1 0 0 0 0 0 0 65 11:00 1 44 19 0 3 1 0 0 9 0 0 0 0 0 0 77 ------------------------------------------------------------------------------------------------------------ Hour Total 2 179 76 1 7 1 1 4 20 0 0 0 0 0 0 291 11:15 0 32 16 0 1 3 3 0 1 0 0 0 0 0 0 56 11:30 0 42 13 0 7 3 0 0 5 0 0 0 0 0 0 70 11:45 0 50 22 0 1 2 2 2 7 0 1 0 0 0 0 87 12:00 1 36 17 1 0 0 1 1 2 0 0 0 0 0 0 59 ------------------------------------------------------------------------------------------------------------ Hour Total 1 160 68 1 9 8 6 3 15 0 1 0 0 0 0 272 12:15 0 41 17 0 3 2 0 2 5 0 0 1 0 0 0 71 12:30 1 52 12 0 1 0 0 0 1 0 0 0 0 0 0 67 12:45 0 48 11 2 3 3 1 1 0 0 0 0 0 0 0 69 13:00 0 37 19 1 3 3 1 2 1 0 0 0 0 0 0 67 ------------------------------------------------------------------------------------------------------------ Hour Total 1 178 59 3 10 8 2 5 7 0 0 1 0 0 0 274 13:15 0 41 13 0 2 1 0 0 2 0 0 0 0 0 0 59 13:30 1 55 14 0 1 0 2 0 6 0 0 0 0 0 0 79 13:45 1 42 16 0 0 0 0 2 0 0 0 0 0 0 0 61 14:00 3 56 17 0 0 1 3 0 1 0 0 0 0 0 0 81 ------------------------------------------------------------------------------------------------------------ Hour Total 5 194 60 0 3 2 5 2 9 0 0 0 0 0 0 280 14:15 1 41 19 0 1 3 0 0 2 0 0 0 0 0 0 67 14:30 0 47 25 0 1 0 0 0 0 0 0 0 0 0 0 73 14:45 0 64 22 0 1 0 0 1 1 0 0 0 0 0 0 89 15:00 1 55 15 1 1 2 0 1 3 0 0 0 0 0 0 79 ------------------------------------------------------------------------------------------------------------ Hour Total 2 207 81 1 4 5 0 2 6 0 0 0 0 0 0 308 15:15 3 54 16 0 1 3 2 1 2 0 0 0 0 0 0 82 15:30 1 46 20 0 1 1 1 0 3 0 0 0 0 0 0 73 15:45 3 40 20 1 1 0 1 1 6 0 0 0 0 0 0 73 16:00 2 45 19 0 1 2 0 0 2 0 0 0 0 0 0 71 ------------------------------------------------------------------------------------------------------------ Hour Total 9 185 75 1 4 6 4 2 13 0 0 0 0 0 0 299 16:15 1 47 19 2 2 0 1 0 2 0 0 0 0 0 0 74 16:30 0 56 21 0 0 0 0 1 2 0 0 0 0 0 0 80 16:45 3 69 15 1 0 1 0 0 0 0 0 0 0 0 0 89 17:00 5 68 14 1 0 0 0 1 1 0 0 0 0 0 0 90 ------------------------------------------------------------------------------------------------------------ Hour Total 9 240 69 4 2 1 1 2 5 0 0 0 0 0 0 333 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 6 Wed 3/14/2012 Site Ref: Site M File: D0313013.prn Site ID: 000000003725 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 17:15 1 78 23 3 4 1 0 2 0 0 0 0 0 0 0 112 17:30 3 64 18 0 4 1 0 0 0 0 0 1 0 0 0 91 17:45 2 84 22 0 1 0 0 0 1 0 0 0 0 0 0 110 18:00 1 67 21 0 0 0 0 0 0 0 0 0 0 0 0 89 ------------------------------------------------------------------------------------------------------------ Hour Total 7 293 84 3 9 2 0 2 1 0 0 1 0 0 0 402 18:15 2 69 17 0 1 0 0 3 1 0 0 0 0 0 0 93 18:30 1 51 19 0 1 0 0 0 0 0 0 0 0 0 0 72 18:45 3 53 8 0 0 0 0 0 1 0 0 0 0 0 0 65 19:00 0 54 14 0 0 0 0 0 2 0 0 0 0 0 0 70 ------------------------------------------------------------------------------------------------------------ Hour Total 6 227 58 0 2 0 0 3 4 0 0 0 0 0 0 300 19:15 2 41 7 0 0 0 0 0 3 0 0 0 0 0 0 53 19:30 1 35 11 0 4 0 0 0 0 0 0 0 0 0 0 51 19:45 0 39 8 0 0 0 0 0 0 0 0 0 0 0 0 47 20:00 3 51 12 0 0 0 0 0 2 0 0 0 0 0 0 68 ------------------------------------------------------------------------------------------------------------ Hour Total 6 166 38 0 4 0 0 0 5 0 0 0 0 0 0 219 20:15 1 34 7 1 1 0 0 0 1 0 0 0 0 0 0 45 20:30 1 37 8 0 0 0 0 0 2 0 0 1 0 0 0 49 20:45 0 22 8 0 0 0 0 0 2 0 0 0 0 0 0 32 21:00 0 30 6 1 1 0 0 0 0 0 0 0 0 0 0 38 ------------------------------------------------------------------------------------------------------------ Hour Total 2 123 29 2 2 0 0 0 5 0 0 1 0 0 0 164 21:15 0 35 5 0 0 0 0 0 1 0 0 0 0 0 0 41 21:30 1 22 10 1 1 0 0 0 1 0 0 0 0 0 0 36 21:45 1 22 3 0 0 0 0 0 1 0 0 0 0 0 0 27 22:00 0 16 4 0 0 0 0 0 1 0 0 0 0 0 0 21 ------------------------------------------------------------------------------------------------------------ Hour Total 2 95 22 1 1 0 0 0 4 0 0 0 0 0 0 125 22:15 0 22 1 0 0 0 0 0 2 0 0 0 0 0 0 25 22:30 0 24 9 0 0 0 0 0 2 0 0 0 0 0 0 35 22:45 0 15 4 0 0 0 0 0 1 0 0 0 0 0 0 20 23:00 1 9 2 0 0 0 0 0 1 0 0 0 0 0 0 13 ------------------------------------------------------------------------------------------------------------ Hour Total 1 70 16 0 0 0 0 0 6 0 0 0 0 0 0 93 23:15 0 8 2 0 0 0 0 0 1 0 0 0 0 0 0 11 23:30 0 13 2 0 0 0 0 0 2 0 0 0 0 0 0 17 23:45 0 8 2 0 0 0 0 0 0 0 0 0 0 0 0 10 24:00 0 7 3 0 1 0 0 0 1 0 0 0 0 0 0 12 ------------------------------------------------------------------------------------------------------------ Hour Total 0 36 9 0 1 0 0 0 4 0 0 0 0 0 0 50 ------------------------------------------------------------------------------------------------------------ DAY TOTAL 110 4344 1297 23 84 47 30 37 266 1 2 35 23 0 0 6299 PERCENTS 1.8% 69.0% 20.6% 0.4% 1.4% 0.8% 0.5% 0.5% 4.2% 0.0% 0.0% 0.5% 0.3% 0.0% 0.0% 100% Passenger Vehicles 91.3% Trucks & Buses 8.6% AM Times 08:00 07:30 05:45 07:45 10:45 11:00 08:45 07:45 08:00 07:15 07:45 08:00 08:15 07:30 AM Peaks 24 593 152 3 12 9 6 7 86 1 1 31 23 805 PM Times 16:45 17:00 17:15 16:30 12:15 12:15 13:15 12:15 15:00 12:15 17:00 PM Peaks 12 294 84 5 10 8 5 5 14 1 403 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 7 Thu 3/15/2012 Site Ref: Site M File: D0313013.prn Site ID: 000000003725 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 00:15 0 7 3 0 0 0 0 0 0 0 0 0 0 0 0 10 00:30 0 4 1 0 0 0 0 0 2 0 0 0 0 0 0 7 00:45 0 2 3 0 0 0 0 0 3 0 0 0 0 0 0 8 01:00 0 5 1 0 0 0 0 0 2 0 0 0 0 0 0 8 ------------------------------------------------------------------------------------------------------------ Hour Total 0 18 8 0 0 0 0 0 7 0 0 0 0 0 0 33 01:15 0 0 2 0 0 0 0 0 2 0 0 0 0 0 0 4 01:30 0 4 3 0 0 0 0 0 0 0 0 0 0 0 0 7 01:45 0 4 1 0 0 0 0 0 1 0 0 0 0 0 0 6 02:00 0 8 1 0 0 0 0 0 0 0 0 0 0 0 0 9 ------------------------------------------------------------------------------------------------------------ Hour Total 0 16 7 0 0 0 0 0 3 0 0 0 0 0 0 26 02:15 0 3 1 0 0 0 0 0 0 0 0 0 0 0 0 4 02:30 0 1 0 0 1 0 0 0 1 0 0 1 0 0 0 4 02:45 0 4 0 0 0 0 0 0 1 0 0 0 0 0 0 5 03:00 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 ------------------------------------------------------------------------------------------------------------ Hour Total 0 11 1 0 1 0 0 0 2 0 0 1 0 0 0 16 03:15 0 5 1 0 0 0 0 0 1 0 0 0 0 0 0 7 03:30 0 1 1 0 0 0 0 0 3 0 0 0 0 0 0 5 03:45 1 5 1 0 0 0 0 0 0 0 0 0 0 0 0 7 04:00 0 6 3 0 0 0 0 0 0 0 0 0 0 0 0 9 ------------------------------------------------------------------------------------------------------------ Hour Total 1 17 6 0 0 0 0 0 4 0 0 0 0 0 0 28 04:15 0 13 6 0 0 0 0 0 1 0 0 0 0 0 0 20 04:30 1 14 5 0 0 0 0 0 0 0 0 0 0 0 0 20 04:45 2 24 8 0 0 0 0 0 0 0 0 0 0 0 0 34 05:00 0 34 8 0 0 0 0 0 1 0 0 0 0 0 0 43 ------------------------------------------------------------------------------------------------------------ Hour Total 3 85 27 0 0 0 0 0 2 0 0 0 0 0 0 117 05:15 0 48 16 0 0 0 0 0 1 0 0 0 0 0 0 65 05:30 1 67 24 0 1 0 0 0 3 0 0 0 0 0 0 96 05:45 3 79 33 0 0 0 1 0 5 0 0 0 0 0 0 121 06:00 0 91 30 0 0 0 0 0 0 0 0 0 0 0 0 121 ------------------------------------------------------------------------------------------------------------ Hour Total 4 285 103 0 1 0 1 0 9 0 0 0 0 0 0 403 06:15 2 102 47 0 1 1 0 1 3 0 0 0 0 0 0 157 06:30 6 113 29 0 2 1 0 0 5 0 0 0 0 0 0 156 06:45 1 96 32 1 0 1 0 0 4 0 0 1 0 0 0 136 07:00 3 91 23 0 0 0 0 0 1 0 0 0 0 0 0 118 ------------------------------------------------------------------------------------------------------------ Hour Total 12 402 131 1 3 3 0 1 13 0 0 1 0 0 0 567 07:15 4 93 27 0 0 0 1 0 5 0 0 0 0 0 0 130 07:30 2 107 30 0 1 1 2 0 3 0 0 0 1 0 0 147 07:45 0 118 35 0 0 0 1 0 6 0 0 1 0 0 0 161 08:00 1 78 24 2 0 2 0 1 3 0 0 0 0 0 0 111 ------------------------------------------------------------------------------------------------------------ Hour Total 7 396 116 2 1 3 4 1 17 0 0 1 1 0 0 549 08:15 1 63 23 2 2 2 1 1 6 0 1 0 0 0 0 102 08:30 1 79 23 1 0 2 1 1 4 0 0 0 0 0 0 112 08:45 1 79 30 0 4 1 0 2 3 0 0 0 0 0 0 120 09:00 1 61 25 0 1 2 0 0 5 0 0 1 0 0 0 96 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 9 Thu 3/15/2012 Site Ref: Site M File: D0313013.prn Site ID: 000000003725 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (NO) GPS: 36.94533 76.53757 Direction: NORTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 17:15 2 68 28 1 2 0 0 1 1 0 0 0 0 0 0 103 17:30 0 83 22 0 0 0 0 0 0 0 0 0 0 0 0 105 17:45 4 66 17 0 0 0 0 0 3 0 0 0 0 0 0 90 18:00 1 69 18 0 1 0 0 1 1 0 0 0 0 0 0 91 ------------------------------------------------------------------------------------------------------------ Hour Total 7 286 85 1 3 0 0 2 5 0 0 0 0 0 0 389 18:15 4 73 12 0 1 0 0 0 2 0 0 0 0 0 0 92 18:30 0 53 27 0 1 0 0 0 1 0 0 0 0 0 0 82 18:45 1 62 15 1 0 0 0 0 2 0 0 0 0 0 0 81 19:00 0 48 17 0 2 0 0 0 1 0 0 0 0 0 0 68 ------------------------------------------------------------------------------------------------------------ Hour Total 5 236 71 1 4 0 0 0 6 0 0 0 0 0 0 323 19:15 0 45 12 0 0 0 0 0 1 1 0 0 0 0 0 59 19:30 2 40 16 0 1 0 0 1 1 0 0 0 0 0 0 61 19:45 0 28 15 0 0 0 0 1 0 0 0 0 0 0 0 44 20:00 0 37 12 0 2 0 0 0 2 0 0 0 0 0 0 53 ------------------------------------------------------------------------------------------------------------ Hour Total 2 150 55 0 3 0 0 2 4 1 0 0 0 0 0 217 20:15 0 43 9 1 0 0 0 0 0 0 0 0 0 0 0 53 20:30 0 28 9 0 0 0 0 0 3 0 0 0 0 0 0 40 20:45 0 38 6 0 0 1 0 0 1 0 0 0 0 0 0 46 21:00 0 31 6 0 0 0 0 1 0 0 0 0 0 0 0 38 ------------------------------------------------------------------------------------------------------------ Hour Total 0 140 30 1 0 1 0 1 4 0 0 0 0 0 0 177 21:15 0 22 5 0 2 0 0 0 1 0 0 0 0 0 0 30 21:30 0 39 12 0 0 0 0 0 0 0 0 0 0 0 0 51 21:45 0 30 8 0 0 0 0 0 2 0 0 0 0 0 0 40 22:00 0 16 6 0 0 0 0 0 0 0 0 0 0 0 0 22 ------------------------------------------------------------------------------------------------------------ Hour Total 0 107 31 0 2 0 0 0 3 0 0 0 0 0 0 143 22:15 0 22 8 0 1 0 0 0 0 0 0 0 0 0 0 31 22:30 0 28 4 0 0 0 0 0 4 0 0 0 0 0 0 36 22:45 1 16 4 0 1 0 0 0 1 0 0 0 0 0 0 23 23:00 0 11 5 0 0 0 0 0 0 0 0 0 0 0 0 16 ------------------------------------------------------------------------------------------------------------ Hour Total 1 77 21 0 2 0 0 0 5 0 0 0 0 0 0 106 23:15 0 7 3 0 0 0 0 0 2 0 0 0 0 0 0 12 23:30 0 14 4 0 0 0 0 0 1 0 0 0 0 0 0 19 23:45 0 11 5 0 1 0 0 1 2 0 0 0 0 0 0 20 24:00 0 5 3 0 0 0 0 0 0 0 0 0 0 0 0 8 ------------------------------------------------------------------------------------------------------------ Hour Total 0 37 15 0 1 0 0 1 5 0 0 0 0 0 0 59 ------------------------------------------------------------------------------------------------------------ DAY TOTAL 73 4316 1392 17 86 46 32 35 204 2 2 10 1 0 0 6216 PERCENTS 1.2% 69.5% 22.4% 0.3% 1.4% 0.8% 0.6% 0.5% 3.2% 0.0% 0.0% 0.1% 0.0% 0.0% 0.0% 100% Passenger Vehicles 93.0% Trucks & Buses 6.9% AM Times 06:30 07:00 05:45 07:45 10:00 08:00 07:00 08:00 09:30 10:30 07:30 01:45 06:45 06:00 AM Peaks 14 409 139 5 9 7 4 5 21 1 1 1 1 570 PM Times 17:30 15:30 16:45 15:30 12:15 12:15 14:30 13:30 13:15 18:30 14:30 13:15 15:30 PM Peaks 9 303 90 3 12 6 8 7 14 1 1 2 421 =================================================================================================================== GRAND TOTAL 205 3883 241 70 647 5 25 0 12619 50 122 98 9 56 0 18030 PERCENTS 1.2% 70.0% 21.6% 0.3% 1.4% 0.7% 0.4% 0.5% 3.5% 0.0% 0.0% 0.3% 0.1% 0.0% 0.0% 100% Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 1 Tue 3/13/2012 Site Ref: Site M File: D0313016.prn Site ID: 000000009388 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 00:15 0 3 1 0 0 0 0 0 0 0 0 0 0 0 0 4 00:30 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5 00:45 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------------------------------------ Hour Total 0 9 1 0 0 0 0 0 0 0 0 0 0 0 0 10 01:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------------------------------------ Hour Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------------------------------------ Hour Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 03:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------------------------------------ Hour Total 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 04:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 04:45 1 3 0 0 0 0 0 0 0 0 0 0 0 0 0 4 05:00 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 ------------------------------------------------------------------------------------------------------------ Hour Total 1 3 3 0 0 0 0 0 0 0 0 0 0 0 0 7 05:15 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 05:30 0 8 3 0 0 0 0 0 0 0 0 0 0 0 0 11 05:45 0 7 0 0 0 0 0 1 0 0 0 0 0 0 0 8 06:00 0 20 3 1 0 0 0 0 0 0 0 0 0 0 0 24 ------------------------------------------------------------------------------------------------------------ Hour Total 0 38 6 1 0 0 0 1 0 0 0 0 0 0 0 46 06:15 1 23 8 0 0 0 0 0 0 0 0 0 0 0 0 32 06:30 0 24 10 0 0 0 0 0 0 0 0 0 0 0 0 34 06:45 0 20 3 0 0 0 0 0 0 0 0 0 0 0 0 23 07:00 0 19 5 0 0 0 0 0 0 0 0 0 0 0 0 24 ------------------------------------------------------------------------------------------------------------ Hour Total 1 86 26 0 0 0 0 0 0 0 0 0 0 0 0 113 07:15 0 28 4 0 1 0 0 0 0 0 0 0 0 0 0 33 07:30 0 20 8 0 0 0 0 0 0 0 0 0 0 0 0 28 07:45 0 36 9 0 0 0 0 0 1 0 0 0 0 0 0 46 08:00 1 27 4 0 1 0 0 0 1 0 0 0 0 0 0 34 ------------------------------------------------------------------------------------------------------------ Hour Total 1 111 25 0 2 0 0 0 2 0 0 0 0 0 0 141 08:15 1 27 6 1 0 0 0 0 1 0 0 0 0 0 0 36 08:30 0 29 8 0 0 0 0 0 2 0 0 0 0 0 0 39 08:45 0 30 9 0 0 0 0 0 2 0 0 0 0 0 0 41 09:00 0 15 6 0 3 0 0 0 0 0 0 0 0 0 0 24 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 2 Tue 3/13/2012 Site Ref: Site M File: D0313016.prn Site ID: 000000009388 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------ Hour Total 1 101 29 1 3 0 0 0 5 0 0 0 0 0 0 140 09:15 1 18 6 0 1 0 0 0 1 0 0 0 0 0 0 27 09:30 0 7 10 0 0 0 0 0 1 0 0 0 0 0 0 18 09:45 0 10 2 1 0 0 0 0 0 0 0 0 0 0 0 13 10:00 1 14 9 0 1 1 0 0 2 0 0 0 0 0 0 28 ------------------------------------------------------------------------------------------------------------ Hour Total 2 49 27 1 2 1 0 0 4 0 0 0 0 0 0 86 10:15 0 20 3 0 0 1 0 0 2 0 0 0 0 0 0 26 10:30 0 20 6 0 0 1 0 1 0 0 0 0 0 0 0 28 10:45 0 17 5 2 0 0 0 0 0 0 0 0 0 0 0 24 11:00 0 18 9 0 0 0 0 0 2 0 0 0 0 0 0 29 ------------------------------------------------------------------------------------------------------------ Hour Total 0 75 23 2 0 2 0 1 4 0 0 0 0 0 0 107 11:15 0 17 9 0 0 1 0 0 2 0 0 0 0 0 0 29 11:30 0 20 2 0 0 0 0 0 0 0 0 0 0 0 0 22 11:45 0 33 7 0 1 0 0 0 1 0 0 0 0 0 0 42 12:00 0 16 5 0 0 0 0 0 0 0 0 0 0 0 0 21 ------------------------------------------------------------------------------------------------------------ Hour Total 0 86 23 0 1 1 0 0 3 0 0 0 0 0 0 114 12:15 0 18 8 0 0 0 0 1 0 0 0 0 0 0 0 27 12:30 0 15 6 0 0 0 0 0 0 0 0 0 0 0 0 21 12:45 0 15 4 0 2 2 0 0 1 0 0 0 0 0 0 24 13:00 0 19 5 0 1 1 0 0 0 0 0 0 0 0 0 26 ------------------------------------------------------------------------------------------------------------ Hour Total 0 67 23 0 3 3 0 1 1 0 0 0 0 0 0 98 13:15 0 18 4 0 1 1 0 0 1 0 0 0 0 0 0 25 13:30 0 19 6 0 0 0 0 0 3 0 0 0 0 0 0 28 13:45 1 22 5 0 0 0 0 0 1 0 0 0 0 0 0 29 14:00 0 18 10 0 0 0 0 0 1 0 0 0 0 0 0 29 ------------------------------------------------------------------------------------------------------------ Hour Total 1 77 25 0 1 1 0 0 6 0 0 0 0 0 0 111 14:15 0 6 1 1 0 0 0 0 0 0 0 0 0 0 0 8 14:30 2 20 10 0 0 1 0 0 0 0 0 0 0 0 0 33 14:45 0 19 6 0 0 0 0 0 0 0 0 0 0 0 0 25 15:00 0 33 13 1 1 0 0 1 0 0 0 0 0 0 0 49 ------------------------------------------------------------------------------------------------------------ Hour Total 2 78 30 2 1 1 0 1 0 0 0 0 0 0 0 115 15:15 1 25 12 0 0 0 0 2 0 0 0 0 0 0 0 40 15:30 1 11 11 0 0 1 0 0 0 0 0 0 0 0 0 24 15:45 0 82 25 0 0 1 0 0 1 0 0 0 0 0 0 109 16:00 0 48 14 1 0 0 0 0 0 0 0 0 0 0 0 63 ------------------------------------------------------------------------------------------------------------ Hour Total 2 166 62 1 0 2 0 2 1 0 0 0 0 0 0 236 16:15 0 39 18 0 0 0 0 0 0 0 0 0 0 0 0 57 16:30 0 29 6 1 0 0 0 0 1 0 0 0 0 0 0 37 16:45 1 66 24 1 1 0 0 1 0 0 0 0 0 0 0 94 17:00 1 96 27 0 0 0 0 1 1 0 0 0 0 0 0 126 ------------------------------------------------------------------------------------------------------------ Hour Total 2 230 75 2 1 0 0 2 2 0 0 0 0 0 0 314 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 3 Tue 3/13/2012 Site Ref: Site M File: D0313016.prn Site ID: 000000009388 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 17:15 0 94 21 0 0 0 0 0 1 0 0 0 0 0 0 116 17:30 1 102 22 0 0 0 0 0 0 0 0 0 0 0 0 125 17:45 0 79 13 0 1 1 0 0 1 0 0 1 0 0 0 96 18:00 0 90 20 1 0 0 1 0 1 0 0 0 0 0 0 113 ------------------------------------------------------------------------------------------------------------ Hour Total 1 365 76 1 1 1 1 0 3 0 0 1 0 0 0 450 18:15 3 58 22 1 0 0 0 0 2 0 0 0 1 0 0 87 18:30 2 53 11 0 1 0 0 0 0 0 0 0 0 0 0 67 18:45 1 42 11 1 0 0 0 0 2 0 0 0 0 0 0 57 19:00 0 27 9 1 0 0 0 0 1 0 0 0 0 0 0 38 ------------------------------------------------------------------------------------------------------------ Hour Total 6 180 53 3 1 0 0 0 5 0 0 0 1 0 0 249 19:15 1 25 4 0 0 0 0 0 1 0 0 0 0 0 0 31 19:30 0 27 4 0 0 0 0 0 0 0 0 0 0 0 0 31 19:45 0 17 4 0 0 0 0 0 0 0 0 0 0 0 0 21 20:00 1 16 3 0 1 0 0 0 0 0 0 0 0 0 0 21 ------------------------------------------------------------------------------------------------------------ Hour Total 2 85 15 0 1 0 0 0 1 0 0 0 0 0 0 104 20:15 0 19 8 1 0 0 0 0 0 0 0 0 0 0 0 28 20:30 1 19 5 0 0 0 0 0 0 0 0 0 0 0 0 25 20:45 0 17 3 0 0 0 0 1 0 0 0 0 0 0 0 21 21:00 0 14 3 0 0 0 0 0 0 0 0 0 0 0 0 17 ------------------------------------------------------------------------------------------------------------ Hour Total 1 69 19 1 0 0 0 1 0 0 0 0 0 0 0 91 21:15 0 17 3 0 0 0 0 0 0 0 0 0 0 0 0 20 21:30 0 14 2 0 0 0 0 0 0 0 0 0 0 0 0 16 21:45 1 9 3 0 0 0 0 0 0 0 0 0 0 0 0 13 22:00 0 8 3 0 0 0 0 0 0 0 0 0 0 0 0 11 ------------------------------------------------------------------------------------------------------------ Hour Total 1 48 11 0 0 0 0 0 0 0 0 0 0 0 0 60 22:15 0 8 2 0 0 0 0 0 0 0 0 0 0 0 0 10 22:30 0 2 1 0 0 0 0 0 1 0 0 0 0 0 0 4 22:45 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 23:00 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 ------------------------------------------------------------------------------------------------------------ Hour Total 0 14 3 0 0 0 0 0 1 0 0 0 0 0 0 18 23:15 0 4 1 0 0 0 0 0 0 0 0 0 0 0 0 5 23:30 0 1 1 0 0 0 0 2 0 0 0 0 0 0 0 4 23:45 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 24:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------------------------------------ Hour Total 0 6 2 0 0 0 0 2 0 0 0 0 0 0 0 10 ------------------------------------------------------------------------------------------------------------ DAY TOTAL 24 1943 557 16 17 12 1 11 38 0 0 1 1 0 0 2621 PERCENTS 1.0% 74.2% 21.3% 0.7% 0.6% 0.4% 0.0% 0.4% 1.4% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100% Passenger Vehicles 96.2% Trucks & Buses 3.7% AM Times 07:30 07:45 08:45 10:00 08:30 09:45 05:00 08:00 07:45 AM Peaks 2 119 31 2 4 3 1 6 155 PM Times 18:00 17:00 16:45 16:00 12:30 12:30 17:15 14:30 13:15 17:00 17:30 17:00 PM Peaks 6 371 94 3 4 4 1 3 6 1 1 463 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 4 Wed 3/14/2012 Site Ref: Site M File: D0313016.prn Site ID: 000000009388 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 00:15 0 6 4 0 0 0 0 0 1 0 0 0 0 0 0 11 00:30 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 00:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------------------------------------ Hour Total 0 8 4 0 0 0 0 0 1 0 0 0 0 0 0 13 01:15 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 01:30 0 3 0 0 0 0 0 0 1 0 0 0 0 0 0 4 01:45 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------------------------------------ Hour Total 0 3 1 0 0 0 0 1 1 0 0 0 0 0 0 6 02:15 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 02:30 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 02:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 ------------------------------------------------------------------------------------------------------------ Hour Total 0 1 0 0 0 0 0 1 1 0 0 0 0 0 0 3 03:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 03:45 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 04:00 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 ------------------------------------------------------------------------------------------------------------ Hour Total 0 1 1 0 0 0 0 1 0 0 0 0 0 0 0 3 04:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 ------------------------------------------------------------------------------------------------------------ Hour Total 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 05:15 0 7 2 0 0 0 0 0 0 0 0 0 0 0 0 9 05:30 0 12 2 0 0 0 0 0 2 0 0 0 0 0 0 16 05:45 0 8 2 0 0 0 0 0 0 0 0 0 0 0 0 10 06:00 0 24 2 0 0 0 0 0 2 0 0 0 0 0 0 28 ------------------------------------------------------------------------------------------------------------ Hour Total 0 51 8 0 0 0 0 0 4 0 0 0 0 0 0 63 06:15 0 16 4 0 0 0 0 0 0 0 0 0 0 0 0 20 06:30 0 19 12 0 1 0 0 0 0 0 0 0 0 0 0 32 06:45 1 24 4 0 0 0 0 0 0 0 0 0 0 0 0 29 07:00 2 24 4 0 1 0 0 0 0 0 0 0 0 0 0 31 ------------------------------------------------------------------------------------------------------------ Hour Total 3 83 24 0 2 0 0 0 0 0 0 0 0 0 0 112 07:15 1 28 4 0 1 0 0 0 1 0 0 0 0 0 0 35 07:30 0 28 6 0 0 0 0 0 1 0 0 0 0 0 0 35 07:45 0 30 13 0 0 0 0 0 0 0 0 0 0 0 0 43 08:00 0 35 11 0 0 0 0 0 0 0 0 0 0 0 0 46 ------------------------------------------------------------------------------------------------------------ Hour Total 1 121 34 0 1 0 0 0 2 0 0 0 0 0 0 159 08:15 1 28 11 0 0 1 0 0 0 0 0 0 0 0 0 41 08:30 0 30 6 0 0 0 0 0 0 0 0 0 0 0 0 36 08:45 0 20 9 0 0 1 0 0 1 0 0 0 0 0 0 31 09:00 0 13 6 1 0 0 0 0 0 0 0 0 0 0 0 20 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 5 Wed 3/14/2012 Site Ref: Site M File: D0313016.prn Site ID: 000000009388 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------ Hour Total 1 91 32 1 0 2 0 0 1 0 0 0 0 0 0 128 09:15 0 15 10 0 0 0 0 1 1 0 0 0 0 0 0 27 09:30 0 13 6 0 0 0 0 0 0 0 0 0 0 0 0 19 09:45 0 24 4 0 0 0 0 0 0 0 0 0 0 0 0 28 10:00 0 16 2 0 0 0 0 0 2 0 0 0 0 0 0 20 ------------------------------------------------------------------------------------------------------------ Hour Total 0 68 22 0 0 0 0 1 3 0 0 0 0 0 0 94 10:15 0 21 7 0 1 0 1 0 0 0 0 0 0 0 0 30 10:30 0 19 5 0 0 0 0 0 0 0 0 0 0 0 0 24 10:45 0 20 4 0 0 1 0 0 0 0 0 0 0 0 0 25 11:00 0 18 8 0 1 0 0 0 2 0 0 0 0 0 0 29 ------------------------------------------------------------------------------------------------------------ Hour Total 0 78 24 0 2 1 1 0 2 0 0 0 0 0 0 108 11:15 1 25 8 0 0 1 0 1 2 0 0 0 0 0 0 38 11:30 0 16 5 0 1 0 0 0 1 0 0 0 0 0 0 23 11:45 0 6 3 0 0 0 0 0 0 0 0 0 0 0 0 9 12:00 1 29 4 0 0 1 0 0 2 0 0 0 0 0 0 37 ------------------------------------------------------------------------------------------------------------ Hour Total 2 76 20 0 1 2 0 1 5 0 0 0 0 0 0 107 12:15 0 16 9 0 0 0 0 1 0 0 0 0 0 0 0 26 12:30 0 13 10 1 0 0 0 0 0 0 0 0 0 0 0 24 12:45 3 13 6 0 0 0 0 1 1 0 0 0 0 0 0 24 13:00 1 24 5 0 0 0 0 0 1 0 0 0 0 0 0 31 ------------------------------------------------------------------------------------------------------------ Hour Total 4 66 30 1 0 0 0 2 2 0 0 0 0 0 0 105 13:15 1 17 6 0 0 0 0 0 0 0 0 0 0 0 0 24 13:30 3 7 6 1 0 1 0 1 0 0 0 0 0 0 0 19 13:45 0 17 5 1 0 0 0 1 0 0 0 0 0 0 0 24 14:00 1 19 7 1 0 0 0 0 2 0 0 0 0 0 0 30 ------------------------------------------------------------------------------------------------------------ Hour Total 5 60 24 3 0 1 0 2 2 0 0 0 0 0 0 97 14:15 1 23 10 0 1 0 0 1 1 0 0 0 0 0 0 37 14:30 1 21 7 1 0 1 0 0 1 0 0 0 0 0 0 32 14:45 1 15 11 0 0 1 0 0 0 0 0 0 0 0 0 28 15:00 1 32 11 1 0 0 0 0 0 0 0 0 0 0 0 45 ------------------------------------------------------------------------------------------------------------ Hour Total 4 91 39 2 1 2 0 1 2 0 0 0 0 0 0 142 15:15 2 49 10 0 0 0 0 0 0 0 0 0 0 0 0 61 15:30 3 42 14 2 0 1 0 2 0 0 0 0 2 0 0 66 15:45 2 69 29 1 0 1 0 0 0 0 0 0 0 0 0 102 16:00 2 65 16 0 0 0 0 0 0 0 0 0 2 0 0 85 ------------------------------------------------------------------------------------------------------------ Hour Total 9 225 69 3 0 2 0 2 0 0 0 0 4 0 0 314 16:15 5 58 28 1 0 1 0 0 1 0 0 0 0 0 0 94 16:30 2 56 19 0 0 0 0 0 0 1 0 0 0 0 0 78 16:45 4 58 27 1 0 0 0 0 2 0 0 0 1 0 0 93 17:00 3 67 25 2 0 0 0 0 0 0 0 0 0 0 0 97 ------------------------------------------------------------------------------------------------------------ Hour Total 14 239 99 4 0 1 0 0 3 1 0 0 1 0 0 362 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 6 Wed 3/14/2012 Site Ref: Site M File: D0313016.prn Site ID: 000000009388 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 17:15 2 88 15 0 0 1 0 0 1 0 0 0 0 0 0 107 17:30 1 70 19 1 1 0 0 0 0 0 0 0 0 0 0 92 17:45 2 58 7 2 1 0 0 0 0 0 0 0 0 0 0 70 18:00 2 69 17 0 0 0 0 1 0 0 0 0 0 0 0 89 ------------------------------------------------------------------------------------------------------------ Hour Total 7 285 58 3 2 1 0 1 1 0 0 0 0 0 0 358 18:15 1 33 5 0 0 0 0 0 1 0 0 0 0 0 0 40 18:30 1 31 14 0 0 0 0 0 0 0 0 0 0 0 0 46 18:45 0 26 8 1 0 0 0 0 0 0 0 0 0 0 0 35 19:00 0 13 11 0 0 0 0 0 0 0 0 0 0 0 0 24 ------------------------------------------------------------------------------------------------------------ Hour Total 2 103 38 1 0 0 0 0 1 0 0 0 0 0 0 145 19:15 1 29 4 0 0 0 0 0 1 0 0 0 0 0 0 35 19:30 1 15 7 0 0 0 0 0 0 0 0 0 0 0 0 23 19:45 1 34 5 2 0 0 0 0 0 0 0 0 0 0 0 42 20:00 0 21 3 0 0 0 0 0 0 0 0 0 0 0 0 24 ------------------------------------------------------------------------------------------------------------ Hour Total 3 99 19 2 0 0 0 0 1 0 0 0 0 0 0 124 20:15 0 13 5 0 0 0 0 0 0 0 0 0 0 0 0 18 20:30 0 22 3 1 0 0 0 0 0 0 0 0 0 0 0 26 20:45 0 27 9 1 0 0 0 0 0 0 0 0 0 0 0 37 21:00 1 23 6 0 0 0 0 0 0 0 0 0 0 0 0 30 ------------------------------------------------------------------------------------------------------------ Hour Total 1 85 23 2 0 0 0 0 0 0 0 0 0 0 0 111 21:15 2 11 7 0 0 0 0 0 2 0 0 0 0 0 0 22 21:30 0 18 4 0 0 0 0 0 1 0 0 0 0 0 0 23 21:45 0 8 1 0 0 0 0 0 0 0 0 0 0 0 0 9 22:00 0 5 2 1 0 0 0 1 0 0 0 1 0 0 0 10 ------------------------------------------------------------------------------------------------------------ Hour Total 2 42 14 1 0 0 0 1 3 0 0 1 0 0 0 64 22:15 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 22:30 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 2 22:45 0 7 2 0 0 0 0 0 0 0 0 0 0 0 0 9 23:00 1 4 0 0 0 0 0 0 1 0 0 0 0 0 0 6 ------------------------------------------------------------------------------------------------------------ Hour Total 1 14 3 0 0 0 0 0 1 0 0 0 0 0 0 19 23:15 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 23:30 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 2 23:45 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 24:00 0 3 1 0 0 0 0 0 1 0 0 0 0 0 0 5 ------------------------------------------------------------------------------------------------------------ Hour Total 0 8 3 0 0 0 0 0 1 0 0 0 0 0 0 12 ------------------------------------------------------------------------------------------------------------ DAY TOTAL 59 1900 589 23 9 12 1 14 37 1 0 1 5 0 0 2651 PERCENTS 2.3% 71.7% 22.3% 0.9% 0.4% 0.5% 0.0% 0.5% 1.3% 0.0% 0.0% 0.0% 0.1% 0.0% 0.0% 100% Passenger Vehicles 96.1% Trucks & Buses 3.8% AM Times 06:30 07:45 07:30 08:15 06:30 08:00 09:30 01:45 10:45 07:45 AM Peaks 4 123 41 1 3 2 1 2 5 166 PM Times 16:15 17:15 16:15 17:00 17:00 15:30 13:30 13:45 15:45 21:15 15:15 16:45 PM Peaks 14 285 99 5 2 3 3 4 1 1 4 389 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 7 Thu 3/15/2012 Site Ref: Site M File: D0313016.prn Site ID: 000000009388 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 00:15 0 9 4 0 0 0 0 0 0 0 0 0 0 0 0 13 00:30 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 00:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:00 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 ------------------------------------------------------------------------------------------------------------ Hour Total 0 13 4 0 0 0 0 0 0 0 0 0 0 0 0 17 01:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------------------------------------ Hour Total 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 02:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:30 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 02:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 ------------------------------------------------------------------------------------------------------------ Hour Total 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 03:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 04:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------------------------------------ Hour Total 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 04:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 04:45 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 2 05:00 0 2 1 0 0 0 0 0 0 0 0 0 0 0 0 3 ------------------------------------------------------------------------------------------------------------ Hour Total 0 4 2 0 0 0 0 0 0 0 0 0 0 0 0 6 05:15 0 5 4 0 0 0 0 0 1 0 0 0 0 0 0 10 05:30 0 11 3 0 1 0 0 0 0 0 0 0 0 0 0 15 05:45 0 13 3 0 0 0 0 0 0 0 0 0 0 0 0 16 06:00 0 21 4 0 0 0 0 0 0 0 0 0 0 0 0 25 ------------------------------------------------------------------------------------------------------------ Hour Total 0 50 14 0 1 0 0 0 1 0 0 0 0 0 0 66 06:15 0 16 5 0 0 0 0 0 0 0 0 0 0 0 0 21 06:30 1 23 11 0 0 0 0 0 1 0 0 0 0 0 0 36 06:45 0 36 4 0 0 0 0 0 0 0 0 0 0 0 0 40 07:00 1 21 2 0 0 0 0 0 0 0 0 0 0 0 0 24 ------------------------------------------------------------------------------------------------------------ Hour Total 2 96 22 0 0 0 0 0 1 0 0 0 0 0 0 121 07:15 3 28 7 0 0 0 0 1 0 0 0 0 0 0 0 39 07:30 0 29 5 0 0 0 0 0 0 0 0 0 0 0 0 34 07:45 0 31 11 0 0 1 0 0 1 0 0 0 0 0 0 44 08:00 0 29 14 0 0 0 0 0 1 0 0 0 0 0 0 44 ------------------------------------------------------------------------------------------------------------ Hour Total 3 117 37 0 0 1 0 1 2 0 0 0 0 0 0 161 08:15 1 24 8 0 0 0 0 0 0 0 0 0 0 0 0 33 08:30 1 22 7 0 0 0 0 0 1 0 0 0 0 0 0 31 08:45 0 24 6 0 0 0 0 0 0 0 0 0 0 0 0 30 09:00 0 23 3 0 1 0 0 0 1 0 0 0 0 0 0 28 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 8 Thu 3/15/2012 Site Ref: Site M File: D0313016.prn Site ID: 000000009388 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------ Hour Total 2 93 24 0 1 0 0 0 2 0 0 0 0 0 0 122 09:15 0 18 9 0 1 1 0 1 2 0 0 0 0 0 0 32 09:30 0 19 7 0 0 0 0 0 0 0 0 0 0 0 0 26 09:45 0 22 4 0 0 0 0 0 3 0 0 0 0 0 0 29 10:00 1 20 7 0 1 0 0 0 0 0 0 0 0 0 0 29 ------------------------------------------------------------------------------------------------------------ Hour Total 1 79 27 0 2 1 0 1 5 0 0 0 0 0 0 116 10:15 0 14 3 0 0 0 0 0 1 0 0 0 0 0 0 18 10:30 0 19 5 0 0 0 0 0 1 0 0 0 0 0 0 25 10:45 0 9 1 0 1 0 0 0 1 0 0 0 0 0 0 12 11:00 0 23 13 0 2 3 1 0 3 0 0 0 0 0 0 45 ------------------------------------------------------------------------------------------------------------ Hour Total 0 65 22 0 3 3 1 0 6 0 0 0 0 0 0 100 11:15 1 17 7 0 1 0 0 0 1 0 0 0 0 0 0 27 11:30 0 23 3 0 0 0 0 0 1 0 0 0 0 0 0 27 11:45 0 13 4 0 0 0 1 1 0 0 0 0 0 0 0 19 12:00 1 19 4 0 0 0 0 0 1 0 0 0 0 0 0 25 ------------------------------------------------------------------------------------------------------------ Hour Total 2 72 18 0 1 0 1 1 3 0 0 0 0 0 0 98 12:15 0 16 7 2 0 0 0 0 1 0 0 0 0 0 0 26 12:30 1 23 5 0 0 1 0 0 1 0 0 0 0 0 0 31 12:45 0 23 10 1 1 0 0 0 0 0 0 0 0 0 0 35 13:00 0 19 3 1 0 0 0 0 0 0 0 0 0 0 0 23 ------------------------------------------------------------------------------------------------------------ Hour Total 1 81 25 4 1 1 0 0 2 0 0 0 0 0 0 115 13:15 0 18 6 0 1 1 0 0 1 0 0 0 0 0 0 27 13:30 0 15 5 1 1 0 0 0 0 0 0 0 0 0 0 22 13:45 1 14 8 0 1 0 0 0 0 0 0 0 0 0 0 24 14:00 0 8 0 0 0 0 0 0 1 0 0 0 0 0 0 9 ------------------------------------------------------------------------------------------------------------ Hour Total 1 55 19 1 3 1 0 0 2 0 0 0 0 0 0 82 14:15 2 30 12 0 2 1 0 0 0 0 0 0 0 0 0 47 14:30 2 18 14 0 2 1 0 0 0 0 0 0 0 0 0 37 14:45 3 21 2 2 0 1 0 0 1 0 0 0 0 0 0 30 15:00 0 31 10 0 0 0 0 0 0 0 0 0 0 0 0 41 ------------------------------------------------------------------------------------------------------------ Hour Total 7 100 38 2 4 3 0 0 1 0 0 0 0 0 0 155 15:15 1 35 11 0 0 0 0 1 0 0 0 0 0 0 0 48 15:30 1 53 23 1 1 0 0 0 0 0 0 0 0 0 0 79 15:45 3 74 26 0 0 0 0 0 0 0 0 0 0 0 0 103 16:00 0 84 18 1 0 0 0 1 0 0 0 0 0 0 0 104 ------------------------------------------------------------------------------------------------------------ Hour Total 5 246 78 2 1 0 0 2 0 0 0 0 0 0 0 334 16:15 0 70 18 0 1 1 0 1 1 0 0 0 0 0 0 92 16:30 2 65 25 2 0 0 0 0 1 0 0 0 0 0 0 95 16:45 0 74 24 1 0 0 0 0 2 0 0 0 0 0 0 101 17:00 2 54 17 0 1 0 0 1 2 0 0 0 0 0 0 77 ------------------------------------------------------------------------------------------------------------ Hour Total 4 263 84 3 2 1 0 2 6 0 0 0 0 0 0 365 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 9 Thu 3/15/2012 Site Ref: Site M File: D0313016.prn Site ID: 000000009388 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SI) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 17:15 1 53 21 0 0 0 0 0 1 0 0 1 0 0 0 77 17:30 0 77 18 0 0 0 0 0 0 0 0 0 0 0 0 95 17:45 0 63 19 1 1 0 0 0 0 0 0 0 0 0 0 84 18:00 1 51 16 1 0 1 0 0 0 0 0 1 0 0 0 71 ------------------------------------------------------------------------------------------------------------ Hour Total 2 244 74 2 1 1 0 0 1 0 0 2 0 0 0 327 18:15 2 62 18 0 0 0 0 0 1 0 0 0 0 0 0 83 18:30 0 43 13 0 0 0 0 0 1 0 0 0 0 0 0 57 18:45 2 45 19 0 0 0 0 0 0 0 0 0 0 0 0 66 19:00 0 35 7 0 0 0 0 0 0 0 0 0 0 0 0 42 ------------------------------------------------------------------------------------------------------------ Hour Total 4 185 57 0 0 0 0 0 2 0 0 0 0 0 0 248 19:15 0 35 11 0 0 0 0 0 1 0 0 0 0 0 0 47 19:30 0 28 3 0 0 0 0 0 0 0 0 0 0 0 0 31 19:45 0 16 4 0 0 0 0 0 1 0 0 0 0 0 0 21 20:00 0 18 3 1 0 0 0 0 1 0 0 0 0 0 0 23 ------------------------------------------------------------------------------------------------------------ Hour Total 0 97 21 1 0 0 0 0 3 0 0 0 0 0 0 122 20:15 1 24 12 0 0 0 0 0 1 0 0 1 0 0 0 39 20:30 0 27 7 0 0 0 0 0 0 0 0 0 0 0 0 34 20:45 0 18 2 0 0 0 0 0 0 0 0 0 0 0 0 20 21:00 0 18 4 0 0 0 0 0 1 0 0 0 0 0 0 23 ------------------------------------------------------------------------------------------------------------ Hour Total 1 87 25 0 0 0 0 0 2 0 0 1 0 0 0 116 21:15 1 11 6 0 0 0 0 0 0 0 0 0 0 0 0 18 21:30 0 20 1 0 1 0 0 0 0 0 0 0 0 0 0 22 21:45 0 1 1 0 0 0 0 0 1 0 0 0 0 0 0 3 22:00 0 9 3 0 0 0 0 0 0 0 0 0 0 0 0 12 ------------------------------------------------------------------------------------------------------------ Hour Total 1 41 11 0 1 0 0 0 1 0 0 0 0 0 0 55 22:15 0 17 1 0 0 0 0 0 0 0 0 0 0 0 0 18 22:30 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 22:45 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 23:00 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 3 ------------------------------------------------------------------------------------------------------------ Hour Total 0 23 3 0 0 0 0 0 0 0 0 0 0 0 0 26 23:15 0 5 2 0 0 0 0 0 0 0 0 0 0 0 0 7 23:30 1 2 1 0 0 0 0 1 1 0 0 0 0 0 0 6 23:45 1 0 1 0 0 0 0 1 0 0 0 0 0 0 0 3 24:00 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 ------------------------------------------------------------------------------------------------------------ Hour Total 2 9 4 0 0 0 0 2 1 0 0 0 0 0 0 18 ------------------------------------------------------------------------------------------------------------ DAY TOTAL 39 2020 610 15 21 12 2 10 42 0 0 3 0 0 0 2774 PERCENTS 1.5% 72.9% 22.0% 0.6% 0.7% 0.4% 0.0% 0.3% 1.5% 0.0% 0.0% 0.1% 0.0% 0.0% 0.0% 100% Passenger Vehicles 96.2% Trucks & Buses 3.7% AM Times 06:30 07:15 07:45 10:30 10:15 11:00 01:00 09:00 07:15 AM Peaks 5 117 40 4 3 2 1 6 161 PM Times 14:00 15:45 15:45 12:15 13:45 14:00 15:15 16:15 17:15 15:45 PM Peaks 7 293 87 4 5 3 2 6 2 394 =================================================================================================================== GRAND TOTAL 122 1756 47 4 117 0 6 0 5863 54 36 35 1 5 0 8046 PERCENTS 1.6% 72.9% 21.9% 0.7% 0.6% 0.5% 0.0% 0.4% 1.4% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100% Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 1 Tue 3/13/2012 Site Ref: Site M File: D0313015.prn Site ID: 000000003806 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 00:15 0 52 13 0 0 0 0 0 2 0 0 0 0 0 0 67 00:30 1 18 8 0 0 0 0 0 0 0 0 0 0 0 0 27 00:45 0 10 5 0 0 0 0 0 1 0 0 0 0 0 0 16 01:00 0 14 3 0 0 0 0 0 2 0 0 0 0 0 0 19 ------------------------------------------------------------------------------------------------------------ Hour Total 1 94 29 0 0 0 0 0 5 0 0 0 0 0 0 129 01:15 0 13 2 0 0 0 0 0 2 0 0 0 0 0 0 17 01:30 0 6 1 0 0 0 0 0 0 0 0 0 0 0 0 7 01:45 0 6 1 0 1 0 0 0 2 0 0 0 0 0 0 10 02:00 0 2 0 0 0 0 0 0 1 0 0 0 0 0 0 3 ------------------------------------------------------------------------------------------------------------ Hour Total 0 27 4 0 1 0 0 0 5 0 0 0 0 0 0 37 02:15 0 10 1 0 0 0 0 0 0 0 0 0 0 0 0 11 02:30 0 2 2 0 0 0 0 0 1 0 0 0 0 0 0 5 02:45 0 7 1 0 0 0 0 0 1 0 0 0 0 0 0 9 03:00 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 ------------------------------------------------------------------------------------------------------------ Hour Total 0 23 4 0 0 0 0 0 2 0 0 0 0 0 0 29 03:15 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 03:30 0 3 3 0 1 0 0 0 1 0 0 0 0 0 0 8 03:45 0 2 1 0 0 0 0 0 0 0 0 0 0 0 0 3 04:00 0 3 3 0 0 1 0 0 1 0 0 0 0 0 0 8 ------------------------------------------------------------------------------------------------------------ Hour Total 0 11 7 0 1 1 0 0 2 0 0 0 0 0 0 22 04:15 0 3 0 0 0 0 0 0 1 0 0 0 0 0 0 4 04:30 0 18 3 0 0 0 0 0 3 0 0 0 0 0 0 24 04:45 0 8 9 0 2 0 0 0 2 0 0 0 0 0 0 21 05:00 0 22 6 0 0 0 0 0 2 0 0 0 0 0 0 30 ------------------------------------------------------------------------------------------------------------ Hour Total 0 51 18 0 2 0 0 0 8 0 0 0 0 0 0 79 05:15 0 44 5 0 0 0 0 0 1 0 0 0 0 0 0 50 05:30 0 30 17 0 1 0 0 0 1 0 0 0 0 0 0 49 05:45 0 49 8 0 1 0 0 0 3 0 0 0 0 0 0 61 06:00 1 49 18 0 0 0 0 0 2 0 0 0 0 0 0 70 ------------------------------------------------------------------------------------------------------------ Hour Total 1 172 48 0 2 0 0 0 7 0 0 0 0 0 0 230 06:15 0 68 18 0 1 1 0 0 2 0 0 0 0 0 0 90 06:30 0 64 12 0 2 1 0 1 3 0 0 0 0 0 0 83 06:45 0 81 13 1 1 0 0 0 1 0 0 0 0 0 0 97 07:00 1 90 12 1 1 0 0 0 2 0 0 0 0 0 0 107 ------------------------------------------------------------------------------------------------------------ Hour Total 1 303 55 2 5 2 0 1 8 0 0 0 0 0 0 377 07:15 0 86 34 0 0 0 0 0 2 0 0 0 0 0 0 122 07:30 0 78 14 0 3 1 0 0 1 0 0 0 0 0 0 97 07:45 0 91 18 0 1 2 0 1 1 0 0 0 0 0 0 114 08:00 0 72 17 1 1 0 0 1 2 0 0 0 0 0 0 94 ------------------------------------------------------------------------------------------------------------ Hour Total 0 327 83 1 5 3 0 2 6 0 0 0 0 0 0 427 08:15 0 92 28 2 2 1 0 1 0 0 0 0 0 0 0 126 08:30 0 61 20 0 1 3 1 1 2 0 0 0 0 0 0 89 08:45 0 83 19 0 0 0 0 1 6 0 0 0 0 0 0 109 09:00 0 46 19 0 1 1 0 0 1 0 0 0 0 0 0 68 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 9 Thu 3/15/2012 Site Ref: Site M File: D0313015.prn Site ID: 000000003806 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 17:15 3 180 44 2 2 0 0 0 0 0 1 0 2 0 0 234 17:30 3 202 50 2 0 1 0 1 3 0 0 1 0 0 0 263 17:45 3 179 46 0 4 2 0 2 1 0 0 0 0 0 0 237 18:00 2 133 28 1 0 0 0 0 4 0 0 0 0 0 0 168 ------------------------------------------------------------------------------------------------------------ Hour Total 11 694 168 5 6 3 0 3 8 0 1 1 2 0 0 902 18:15 1 144 42 0 2 0 0 0 4 0 0 0 0 0 0 193 18:30 5 121 31 0 1 0 0 0 2 1 2 0 0 0 0 163 18:45 0 128 31 0 2 0 0 0 2 0 0 0 0 0 0 163 19:00 2 100 31 0 1 0 0 0 1 0 0 0 0 0 0 135 ------------------------------------------------------------------------------------------------------------ Hour Total 8 493 135 0 6 0 0 0 9 1 2 0 0 0 0 654 19:15 2 81 38 1 0 0 0 0 1 0 0 0 0 0 0 123 19:30 1 61 18 0 0 0 0 0 0 0 0 0 0 0 0 80 19:45 0 73 34 0 0 0 0 0 1 0 0 0 0 0 0 108 20:00 0 61 25 0 1 0 0 0 0 0 0 0 0 0 0 87 ------------------------------------------------------------------------------------------------------------ Hour Total 3 276 115 1 1 0 0 0 2 0 0 0 0 0 0 398 20:15 0 69 25 0 1 0 0 0 0 0 0 0 0 0 0 95 20:30 0 58 16 0 1 0 0 0 2 0 0 0 0 0 0 77 20:45 0 51 29 0 1 0 0 0 1 0 0 0 0 0 0 82 21:00 0 52 15 0 1 0 0 0 0 0 0 0 0 0 0 68 ------------------------------------------------------------------------------------------------------------ Hour Total 0 230 85 0 4 0 0 0 3 0 0 0 0 0 0 322 21:15 0 53 11 0 0 0 0 0 1 0 0 0 0 0 0 65 21:30 1 46 14 0 0 0 0 0 0 0 0 0 0 0 0 61 21:45 0 48 7 0 0 0 0 0 2 0 0 0 0 0 0 57 22:00 0 34 13 0 0 0 0 0 1 0 0 0 0 0 0 48 ------------------------------------------------------------------------------------------------------------ Hour Total 1 181 45 0 0 0 0 0 4 0 0 0 0 0 0 231 22:15 0 52 5 0 0 0 0 0 0 0 0 0 0 0 0 57 22:30 0 27 7 0 0 1 0 0 0 0 0 0 0 0 0 35 22:45 0 29 6 0 0 0 0 0 0 0 0 0 0 0 0 35 23:00 0 23 4 0 0 0 0 0 1 0 0 0 0 0 0 28 ------------------------------------------------------------------------------------------------------------ Hour Total 0 131 22 0 0 1 0 0 1 0 0 0 0 0 0 155 23:15 0 30 12 0 0 0 0 0 3 0 0 0 0 0 0 45 23:30 2 19 5 0 0 0 0 0 3 0 0 0 0 0 0 29 23:45 0 18 6 0 0 0 0 0 0 0 0 0 0 0 0 24 24:00 0 27 7 0 0 0 0 0 0 0 0 0 0 0 0 34 ------------------------------------------------------------------------------------------------------------ Hour Total 2 94 30 0 0 0 0 0 6 0 0 0 0 0 0 132 ------------------------------------------------------------------------------------------------------------ DAY TOTAL 99 6597 2218 30 124 72 19 28 196 5 4 2 11 0 0 9405 PERCENTS 1.1% 70.2% 23.6% 0.4% 1.4% 0.8% 0.2% 0.2% 2.0% 0.0% 0.0% 0.0% 0.1% 0.0% 0.0% 100% Passenger Vehicles 94.7% Trucks & Buses 5.2% AM Times 05:30 07:00 07:00 07:45 09:15 08:45 08:15 10:15 07:30 06:15 07:00 07:00 AM Peaks 9 328 123 3 18 9 7 5 20 1 1 485 PM Times 17:00 15:30 15:45 15:15 12:30 12:30 13:15 13:00 14:00 13:30 17:45 15:30 16:30 15:30 PM Peaks 14 849 296 7 11 15 5 4 18 2 2 1 4 1174 =================================================================================================================== GRAND TOTAL 216 6285 345 38 549 8 23 0 19177 82 179 86 9 7 0 27004 PERCENTS 0.8% 71.1% 23.3% 0.4% 1.3% 0.7% 0.1% 0.3% 2.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100% Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 2 Tue 3/13/2012 Site Ref: Site M File: D0313015.prn Site ID: 000000003806 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------ Hour Total 0 282 86 2 4 5 1 3 9 0 0 0 0 0 0 392 09:15 0 50 14 0 3 1 0 1 12 0 0 0 0 0 0 81 09:30 0 47 16 0 3 0 0 0 1 0 0 0 0 0 0 67 09:45 0 46 16 0 3 0 0 1 1 0 0 0 0 0 0 67 10:00 0 49 12 0 2 0 0 1 5 0 1 0 0 0 0 70 ------------------------------------------------------------------------------------------------------------ Hour Total 0 192 58 0 11 1 0 3 19 0 1 0 0 0 0 285 10:15 0 56 15 0 2 2 0 1 2 0 0 0 0 0 0 78 10:30 0 52 21 0 0 3 0 1 1 0 0 0 0 0 0 78 10:45 0 52 22 0 0 3 0 1 2 0 0 0 0 0 0 80 11:00 0 46 20 0 1 1 0 1 4 0 0 0 0 0 0 73 ------------------------------------------------------------------------------------------------------------ Hour Total 0 206 78 0 3 9 0 4 9 0 0 0 0 0 0 309 11:15 0 62 15 0 1 0 0 0 3 0 0 0 0 0 0 81 11:30 0 43 14 0 1 0 0 1 1 0 0 0 0 0 0 60 11:45 0 67 31 0 5 1 0 1 11 0 0 0 0 0 0 116 12:00 1 68 35 0 2 2 0 1 4 0 0 0 0 0 0 113 ------------------------------------------------------------------------------------------------------------ Hour Total 1 240 95 0 9 3 0 3 19 0 0 0 0 0 0 370 12:15 0 65 26 0 1 2 0 0 2 0 0 0 0 0 0 96 12:30 1 74 23 0 1 1 0 2 6 0 0 0 0 0 0 108 12:45 0 72 29 0 3 1 0 1 0 0 0 0 0 0 0 106 13:00 0 74 19 0 3 1 0 1 1 0 0 0 0 0 0 99 ------------------------------------------------------------------------------------------------------------ Hour Total 1 285 97 0 8 5 0 4 9 0 0 0 0 0 0 409 13:15 1 57 32 0 2 0 0 0 3 0 0 0 0 0 0 95 13:30 0 60 19 0 2 1 0 1 3 0 0 0 0 0 0 86 13:45 1 90 22 0 3 1 0 1 3 0 0 0 0 0 0 121 14:00 1 70 23 0 0 0 0 3 2 0 0 0 0 0 0 99 ------------------------------------------------------------------------------------------------------------ Hour Total 3 277 96 0 7 2 0 5 11 0 0 0 0 0 0 401 14:15 0 91 28 0 1 0 0 0 4 0 0 0 0 0 0 124 14:30 1 112 24 0 2 0 0 1 3 0 0 0 0 0 0 143 14:45 1 93 27 0 4 0 0 1 2 0 0 0 0 0 0 128 15:00 0 110 40 1 1 2 0 0 1 0 0 0 0 0 0 155 ------------------------------------------------------------------------------------------------------------ Hour Total 2 406 119 1 8 2 0 2 10 0 0 0 0 0 0 550 15:15 1 135 57 1 1 0 0 0 2 0 0 0 0 0 0 197 15:30 0 68 23 1 0 2 0 0 1 0 0 0 0 0 0 95 15:45 1 219 72 0 2 1 0 0 0 1 0 0 1 0 0 297 16:00 2 142 48 1 2 2 0 0 2 0 0 0 0 0 0 199 ------------------------------------------------------------------------------------------------------------ Hour Total 4 564 200 3 5 5 0 0 5 1 0 0 1 0 0 788 16:15 0 120 43 1 2 0 0 1 3 0 0 0 1 0 0 171 16:30 0 136 45 0 1 0 0 0 0 0 1 1 0 0 0 184 16:45 0 218 62 3 2 0 0 0 5 0 0 0 1 0 0 291 17:00 0 227 59 0 0 0 0 0 4 0 0 0 0 0 0 290 ------------------------------------------------------------------------------------------------------------ Hour Total 0 701 209 4 5 0 0 1 12 0 1 1 2 0 0 936 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 3 Tue 3/13/2012 Site Ref: Site M File: D0313015.prn Site ID: 000000003806 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 17:15 0 230 52 0 0 0 0 1 0 0 0 1 1 0 0 285 17:30 0 203 56 0 0 0 0 0 1 0 0 0 0 0 0 260 17:45 0 192 38 0 1 0 0 0 0 0 0 0 0 0 0 231 18:00 0 174 40 0 2 0 0 1 3 0 0 0 2 0 0 222 ------------------------------------------------------------------------------------------------------------ Hour Total 0 799 186 0 3 0 0 2 4 0 0 1 3 0 0 998 18:15 2 138 30 0 0 0 0 0 1 0 0 0 0 0 0 171 18:30 1 109 32 0 0 0 0 1 3 0 0 0 0 0 0 146 18:45 0 105 38 0 1 0 0 0 1 0 0 0 0 0 0 145 19:00 3 74 28 0 1 0 0 0 1 0 0 0 0 0 0 107 ------------------------------------------------------------------------------------------------------------ Hour Total 6 426 128 0 2 0 0 1 6 0 0 0 0 0 0 569 19:15 0 59 26 0 3 0 0 0 1 0 0 0 0 0 0 89 19:30 3 68 21 0 0 0 0 0 2 0 0 0 0 0 0 94 19:45 0 66 21 0 1 1 0 0 0 0 0 0 0 0 0 89 20:00 0 50 20 0 0 0 0 0 1 0 0 0 0 0 0 71 ------------------------------------------------------------------------------------------------------------ Hour Total 3 243 88 0 4 1 0 0 4 0 0 0 0 0 0 343 20:15 0 48 22 0 3 0 0 0 0 0 0 0 0 0 0 73 20:30 0 58 18 0 1 0 0 0 0 0 0 0 0 0 0 77 20:45 1 39 17 0 0 0 0 0 2 0 0 0 0 0 0 59 21:00 0 51 15 0 0 0 0 0 1 0 0 0 0 0 0 67 ------------------------------------------------------------------------------------------------------------ Hour Total 1 196 72 0 4 0 0 0 3 0 0 0 0 0 0 276 21:15 1 53 15 0 0 0 0 0 1 0 0 0 0 0 0 70 21:30 0 52 16 0 0 0 0 0 0 0 0 0 0 0 0 68 21:45 3 41 14 0 0 0 0 0 1 0 0 0 0 0 0 59 22:00 0 34 6 0 0 1 0 0 0 0 0 0 0 0 0 41 ------------------------------------------------------------------------------------------------------------ Hour Total 4 180 51 0 0 1 0 0 2 0 0 0 0 0 0 238 22:15 0 28 7 0 0 1 0 0 1 0 0 0 0 0 0 37 22:30 0 23 9 0 0 0 0 0 0 0 0 0 0 0 0 32 22:45 0 31 6 0 0 0 0 0 0 0 0 0 0 0 0 37 23:00 0 18 3 0 0 0 0 0 0 0 0 0 0 0 0 21 ------------------------------------------------------------------------------------------------------------ Hour Total 0 100 25 0 0 1 0 0 1 0 0 0 0 0 0 127 23:15 0 28 15 0 0 1 0 0 0 0 0 0 0 0 0 44 23:30 1 12 6 0 0 1 0 0 2 0 0 0 0 0 0 22 23:45 0 11 3 0 0 0 0 0 0 0 0 0 0 0 0 14 24:00 0 22 9 0 0 0 0 0 0 0 0 0 0 0 0 31 ------------------------------------------------------------------------------------------------------------ Hour Total 1 73 33 0 0 2 0 0 2 0 0 0 0 0 0 111 ------------------------------------------------------------------------------------------------------------ DAY TOTAL 29 6178 1869 13 89 43 1 31 168 1 2 2 6 0 0 8432 PERCENTS 0.4% 73.3% 22.2% 0.2% 1.1% 0.6% 0.0% 0.3% 1.9% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100% Passenger Vehicles 95.7% Trucks & Buses 4.2% AM Times 00:45 07:00 11:15 07:30 09:15 10:15 07:45 07:45 08:30 09:15 07:00 AM Peaks 1 345 95 3 11 9 1 4 21 1 440 PM Times 18:15 16:45 16:45 16:00 12:45 12:15 13:15 13:30 15:00 15:45 16:30 17:15 16:45 PM Peaks 6 878 229 5 10 5 5 12 1 1 2 3 1126 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 4 Wed 3/14/2012 Site Ref: Site M File: D0313015.prn Site ID: 000000003806 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 00:15 0 55 15 0 0 0 0 0 0 0 0 0 0 0 0 70 00:30 0 19 7 0 0 0 0 0 2 0 0 0 0 0 0 28 00:45 0 12 5 0 0 0 0 0 0 0 0 0 0 0 0 17 01:00 1 11 3 0 0 0 0 0 0 0 0 0 0 0 0 15 ------------------------------------------------------------------------------------------------------------ Hour Total 1 97 30 0 0 0 0 0 2 0 0 0 0 0 0 130 01:15 0 13 5 0 0 0 0 0 0 0 0 0 0 0 0 18 01:30 0 4 4 0 0 0 0 0 0 0 0 0 0 0 0 8 01:45 0 7 1 0 1 0 0 0 0 0 0 0 0 0 0 9 02:00 0 6 3 0 0 0 0 0 0 0 0 0 0 0 0 9 ------------------------------------------------------------------------------------------------------------ Hour Total 0 30 13 0 1 0 0 0 0 0 0 0 0 0 0 44 02:15 0 9 4 0 0 0 0 0 0 0 0 0 0 0 0 13 02:30 1 2 1 0 1 1 0 0 0 0 0 0 0 0 0 6 02:45 0 1 1 0 0 0 0 0 2 0 0 0 0 0 0 4 03:00 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 ------------------------------------------------------------------------------------------------------------ Hour Total 1 16 6 0 1 1 0 0 2 0 0 0 0 0 0 27 03:15 0 5 1 0 0 0 0 0 1 0 0 0 0 0 0 7 03:30 0 4 2 0 0 0 0 0 0 0 0 0 0 0 0 6 03:45 0 1 2 0 0 0 0 0 1 0 0 0 0 0 0 4 04:00 0 6 2 0 0 0 0 0 2 0 0 0 0 0 0 10 ------------------------------------------------------------------------------------------------------------ Hour Total 0 16 7 0 0 0 0 0 4 0 0 0 0 0 0 27 04:15 0 9 1 0 0 0 0 0 1 0 0 0 0 0 0 11 04:30 0 11 2 0 0 0 0 0 2 0 0 0 0 0 0 15 04:45 0 11 6 0 2 0 0 0 1 0 0 0 0 0 0 20 05:00 2 25 10 0 1 0 0 0 0 0 0 0 0 0 0 38 ------------------------------------------------------------------------------------------------------------ Hour Total 2 56 19 0 3 0 0 0 4 0 0 0 0 0 0 84 05:15 0 30 7 0 0 0 0 0 0 0 0 0 0 0 0 37 05:30 1 43 13 0 2 0 0 0 0 0 0 0 0 0 0 59 05:45 1 41 14 0 0 0 0 0 1 0 0 0 0 0 0 57 06:00 2 50 18 0 1 0 0 0 2 0 0 0 0 0 0 73 ------------------------------------------------------------------------------------------------------------ Hour Total 4 164 52 0 3 0 0 0 3 0 0 0 0 0 0 226 06:15 0 60 16 0 2 1 0 2 0 0 0 0 0 0 0 81 06:30 1 79 32 0 1 0 0 0 3 0 0 0 0 0 0 116 06:45 0 63 15 1 1 0 0 0 2 0 0 0 0 0 0 82 07:00 1 74 13 1 0 1 0 0 1 0 0 0 0 0 0 91 ------------------------------------------------------------------------------------------------------------ Hour Total 2 276 76 2 4 2 0 2 6 0 0 0 0 0 0 370 07:15 1 77 35 0 1 1 1 0 2 0 0 0 0 0 0 118 07:30 1 67 23 0 2 0 0 1 2 0 0 0 0 0 0 96 07:45 0 78 24 0 2 3 0 1 6 0 1 0 0 0 0 115 08:00 0 59 25 1 1 2 1 0 1 0 0 0 0 0 0 90 ------------------------------------------------------------------------------------------------------------ Hour Total 2 281 107 1 6 6 2 2 11 0 1 0 0 0 0 419 08:15 1 75 34 1 4 2 0 0 7 0 0 0 0 0 0 124 08:30 1 66 25 1 2 2 0 1 3 0 0 0 0 0 0 101 08:45 0 63 17 0 1 2 0 0 4 0 0 0 0 0 0 87 09:00 0 45 25 0 2 2 0 1 5 0 0 0 0 0 0 80 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 5 Wed 3/14/2012 Site Ref: Site M File: D0313015.prn Site ID: 000000003806 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------ Hour Total 2 249 101 2 9 8 0 2 19 0 0 0 0 0 0 392 09:15 0 64 26 1 4 2 0 0 7 0 0 0 0 0 0 104 09:30 0 55 22 1 2 0 1 0 2 0 0 0 0 0 0 83 09:45 1 44 28 1 2 0 1 2 4 0 0 0 0 0 0 83 10:00 0 47 20 1 0 0 0 0 4 1 0 0 0 0 0 73 ------------------------------------------------------------------------------------------------------------ Hour Total 1 210 96 4 8 2 2 2 17 1 0 0 0 0 0 343 10:15 0 56 26 0 5 1 1 1 4 0 0 0 0 0 0 94 10:30 1 48 31 1 4 1 1 1 2 0 0 0 0 0 0 90 10:45 0 53 24 1 6 3 0 2 4 0 0 0 0 0 0 93 11:00 0 41 25 0 5 2 0 1 2 0 0 0 0 0 0 76 ------------------------------------------------------------------------------------------------------------ Hour Total 1 198 106 2 20 7 2 5 12 0 0 0 0 0 0 353 11:15 0 75 22 0 2 0 0 0 0 0 0 0 1 0 0 100 11:30 2 72 29 0 6 1 1 0 5 0 0 0 0 0 0 116 11:45 0 31 8 0 1 1 0 0 3 0 0 0 0 0 0 44 12:00 0 93 38 5 4 1 1 0 8 0 0 1 0 0 0 151 ------------------------------------------------------------------------------------------------------------ Hour Total 2 271 97 5 13 3 2 0 16 0 0 1 1 0 0 411 12:15 0 81 24 1 3 3 0 0 1 0 0 0 0 0 0 113 12:30 0 71 33 3 3 3 1 0 4 0 0 0 0 0 0 118 12:45 0 63 29 0 5 2 1 0 0 0 0 0 0 0 0 100 13:00 0 89 21 0 0 1 0 0 2 0 0 0 0 0 0 113 ------------------------------------------------------------------------------------------------------------ Hour Total 0 304 107 4 11 9 2 0 7 0 0 0 0 0 0 444 13:15 0 66 31 0 0 1 1 1 1 0 0 0 0 0 0 101 13:30 3 68 29 0 4 3 1 1 3 1 0 0 0 0 0 113 13:45 1 86 26 0 0 1 0 1 1 0 0 0 0 0 0 116 14:00 2 74 37 0 3 0 1 0 6 0 0 0 0 0 0 123 ------------------------------------------------------------------------------------------------------------ Hour Total 6 294 123 0 7 5 3 3 11 1 0 0 0 0 0 453 14:15 0 109 29 0 1 2 0 0 2 0 0 0 0 0 0 143 14:30 1 88 33 0 2 1 2 0 4 0 0 0 0 0 0 131 14:45 4 102 40 0 3 3 0 0 5 0 0 0 0 0 0 157 15:00 3 106 46 0 6 1 0 2 4 0 0 0 1 0 0 169 ------------------------------------------------------------------------------------------------------------ Hour Total 8 405 148 0 12 7 2 2 15 0 0 0 1 0 0 600 15:15 4 142 62 1 4 4 1 0 2 0 0 0 0 0 0 220 15:30 2 159 63 1 3 2 0 1 6 0 1 0 0 0 0 238 15:45 5 228 85 0 1 0 0 0 4 0 0 1 0 0 0 324 16:00 2 201 78 4 4 0 1 0 3 0 0 1 0 0 0 294 ------------------------------------------------------------------------------------------------------------ Hour Total 13 730 288 6 12 6 2 1 15 0 1 2 0 0 0 1076 16:15 5 191 66 0 0 2 0 1 5 0 0 0 1 0 0 271 16:30 3 152 57 5 4 2 0 2 3 0 0 0 0 0 0 228 16:45 1 197 53 2 5 0 1 0 0 0 0 0 0 0 0 259 17:00 2 183 56 2 4 2 0 1 3 0 0 0 0 0 0 253 ------------------------------------------------------------------------------------------------------------ Hour Total 11 723 232 9 13 6 1 4 11 0 0 0 1 0 0 1011 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 6 Wed 3/14/2012 Site Ref: Site M File: D0313015.prn Site ID: 000000003806 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 17:15 1 198 64 0 1 0 0 0 1 0 0 0 0 0 0 265 17:30 2 161 54 0 1 0 0 0 1 0 0 0 0 0 0 219 17:45 1 147 68 4 1 0 0 0 4 0 0 0 0 0 0 225 18:00 3 162 33 0 0 0 0 1 1 0 0 0 0 0 0 200 ------------------------------------------------------------------------------------------------------------ Hour Total 7 668 219 4 3 0 0 1 7 0 0 0 0 0 0 909 18:15 3 125 44 0 0 1 0 0 3 0 0 0 0 0 0 176 18:30 5 120 27 0 0 0 0 0 1 0 0 0 1 0 0 154 18:45 1 115 26 0 0 0 0 1 2 0 0 0 0 0 0 145 19:00 3 67 25 0 0 0 0 0 1 0 0 0 0 0 0 96 ------------------------------------------------------------------------------------------------------------ Hour Total 12 427 122 0 0 1 0 1 7 0 0 0 1 0 0 571 19:15 2 82 25 0 1 0 0 0 2 0 0 0 0 0 0 112 19:30 2 77 28 0 0 0 0 1 2 0 0 0 0 0 0 110 19:45 0 73 13 0 2 1 0 0 1 0 0 0 0 0 0 90 20:00 3 66 18 0 1 0 0 0 2 0 0 0 1 0 0 91 ------------------------------------------------------------------------------------------------------------ Hour Total 7 298 84 0 4 1 0 1 7 0 0 0 1 0 0 403 20:15 0 84 22 0 0 0 0 0 2 0 0 0 0 0 0 108 20:30 2 54 21 0 0 0 0 0 0 0 0 0 0 0 0 77 20:45 0 72 18 0 0 0 0 0 0 0 0 0 0 0 0 90 21:00 0 65 15 0 0 0 0 0 1 0 0 0 0 0 0 81 ------------------------------------------------------------------------------------------------------------ Hour Total 2 275 76 0 0 0 0 0 3 0 0 0 0 0 0 356 21:15 0 71 12 0 0 0 0 0 2 0 0 0 0 0 0 85 21:30 0 56 9 0 0 0 0 0 1 0 0 0 0 0 0 66 21:45 0 51 9 0 0 0 0 0 0 1 0 0 0 0 0 61 22:00 1 32 10 0 1 0 0 0 0 0 0 0 1 0 0 45 ------------------------------------------------------------------------------------------------------------ Hour Total 1 210 40 0 1 0 0 0 3 1 0 0 1 0 0 257 22:15 1 30 7 0 1 0 0 0 0 0 0 0 0 0 0 39 22:30 0 24 4 0 0 0 0 0 1 0 0 0 0 0 0 29 22:45 0 30 5 0 0 0 0 1 1 0 0 0 0 0 0 37 23:00 0 27 3 0 0 0 0 0 0 0 0 0 0 0 0 30 ------------------------------------------------------------------------------------------------------------ Hour Total 1 111 19 0 1 0 0 1 2 0 0 0 0 0 0 135 23:15 1 31 13 0 0 0 0 0 1 0 0 0 0 0 0 46 23:30 1 17 7 0 0 0 0 0 0 0 0 0 0 0 0 25 23:45 0 18 3 0 0 0 0 0 0 0 0 0 0 0 0 21 24:00 0 27 7 0 0 0 0 0 0 0 0 0 0 0 0 34 ------------------------------------------------------------------------------------------------------------ Hour Total 2 93 30 0 0 0 0 0 1 0 0 0 0 0 0 126 ------------------------------------------------------------------------------------------------------------ DAY TOTAL 88 6402 2198 39 132 64 18 27 185 3 2 3 6 0 0 9167 PERCENTS 1.0% 69.9% 24.0% 0.5% 1.5% 0.7% 0.2% 0.2% 2.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100% Passenger Vehicles 94.7% Trucks & Buses 5.2% AM Times 05:00 07:00 07:45 11:15 10:15 07:45 09:30 10:15 08:15 09:15 07:00 11:15 10:30 07:45 AM Peaks 4 296 108 5 20 9 3 5 19 1 1 1 1 430 PM Times 15:45 15:30 15:30 16:00 14:45 14:45 12:30 16:15 15:30 12:45 14:45 15:15 14:15 15:30 PM Peaks 15 779 292 11 16 10 3 4 18 1 1 2 1 1127 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 7 Thu 3/15/2012 Site Ref: Site M File: D0313015.prn Site ID: 000000003806 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ 00:15 0 52 18 0 0 0 0 0 0 0 0 0 0 0 0 70 00:30 0 21 5 0 0 0 0 0 0 0 0 0 0 0 0 26 00:45 0 6 5 0 0 0 0 0 3 0 0 0 0 0 0 14 01:00 0 10 5 0 0 0 0 0 1 0 0 0 0 0 0 16 ------------------------------------------------------------------------------------------------------------ Hour Total 0 89 33 0 0 0 0 0 4 0 0 0 0 0 0 126 01:15 0 15 1 0 0 0 0 0 3 0 0 0 0 0 0 19 01:30 0 10 2 0 1 0 0 0 0 0 0 0 0 0 0 13 01:45 0 9 1 0 0 0 0 0 0 0 0 0 0 0 0 10 02:00 0 8 1 0 0 0 0 0 0 0 0 0 0 0 0 9 ------------------------------------------------------------------------------------------------------------ Hour Total 0 42 5 0 1 0 0 0 3 0 0 0 0 0 0 51 02:15 1 6 1 0 0 1 0 0 1 0 0 0 0 0 0 10 02:30 1 4 4 0 0 0 0 0 2 0 0 0 0 0 0 11 02:45 0 7 1 0 0 0 0 0 0 0 0 0 0 0 0 8 03:00 0 3 2 0 0 0 0 0 1 0 0 0 0 0 0 6 ------------------------------------------------------------------------------------------------------------ Hour Total 2 20 8 0 0 1 0 0 4 0 0 0 0 0 0 35 03:15 0 4 0 0 0 0 0 0 1 0 0 0 0 0 0 5 03:30 0 6 1 0 1 0 0 0 2 0 0 0 0 0 0 10 03:45 0 1 3 0 0 0 0 0 3 0 0 0 0 0 0 7 04:00 0 7 3 0 0 0 0 0 1 0 0 0 0 0 0 11 ------------------------------------------------------------------------------------------------------------ Hour Total 0 18 7 0 1 0 0 0 7 0 0 0 0 0 0 33 04:15 1 14 2 0 0 0 0 0 1 0 0 0 0 0 0 18 04:30 0 10 3 0 1 0 0 0 0 0 0 0 0 0 0 14 04:45 0 11 7 0 2 0 0 0 1 0 0 0 0 0 0 21 05:00 1 20 4 0 0 0 0 0 2 0 0 0 0 0 0 27 ------------------------------------------------------------------------------------------------------------ Hour Total 2 55 16 0 3 0 0 0 4 0 0 0 0 0 0 80 05:15 0 39 12 0 0 0 0 0 4 0 0 0 0 0 0 55 05:30 1 43 16 0 0 0 0 0 0 0 0 0 0 0 0 60 05:45 3 42 18 0 0 0 0 0 0 0 0 0 0 0 0 63 06:00 2 60 19 0 1 0 0 0 1 0 0 0 0 0 0 83 ------------------------------------------------------------------------------------------------------------ Hour Total 6 184 65 0 1 0 0 0 5 0 0 0 0 0 0 261 06:15 3 73 15 0 2 0 0 0 2 0 0 0 0 0 0 95 06:30 1 62 18 0 2 0 0 0 3 0 0 0 0 0 0 86 06:45 0 73 17 1 1 2 0 2 1 0 0 0 0 0 0 97 07:00 2 80 30 1 0 0 0 0 2 1 0 0 0 0 0 116 ------------------------------------------------------------------------------------------------------------ Hour Total 6 288 80 2 5 2 0 2 8 1 0 0 0 0 0 394 07:15 3 86 37 0 0 0 0 0 3 0 0 0 0 0 0 129 07:30 1 83 26 0 0 3 0 0 5 0 0 0 0 0 0 118 07:45 1 79 30 0 0 4 0 1 6 0 0 0 1 0 0 122 08:00 0 76 18 1 1 0 0 1 5 0 0 0 0 0 0 102 ------------------------------------------------------------------------------------------------------------ Hour Total 5 324 111 1 1 7 0 2 19 0 0 0 1 0 0 471 08:15 1 70 25 1 3 0 1 1 4 0 0 0 0 0 0 106 08:30 0 68 26 1 8 1 3 0 4 0 0 0 0 0 0 111 08:45 0 72 28 0 2 0 1 0 7 0 0 0 0 0 0 110 09:00 1 63 19 0 1 2 2 0 1 0 0 0 0 0 0 89 Malone & Associates Inc. CLASSIFICATION SUMMARY Page: 8 Thu 3/15/2012 Site Ref: Site M File: D0313015.prn Site ID: 000000003806 Info: 12-040 TO/RS Max Loc: Carrollton blvd., n/o Benn's Church (SO) GPS: 36.94533 76.53757 Direction: SOUTH Lane: 1 TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total ------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------ Hour Total 2 273 98 2 14 3 7 1 16 0 0 0 0 0 0 416 09:15 0 60 33 0 4 3 0 0 2 0 0 0 0 0 0 102 09:30 1 51 29 0 3 4 0 1 5 0 0 0 0 0 0 94 09:45 0 51 22 1 8 0 0 1 5 0 0 0 1 0 0 89 10:00 0 57 20 1 3 0 1 0 4 0 0 0 0 0 0 86 ------------------------------------------------------------------------------------------------------------ Hour Total 1 219 104 2 18 7 1 2 16 0 0 0 1 0 0 371 10:15 0 43 23 1 3 0 0 0 3 0 0 0 0 0 0 73 10:30 1 50 28 0 2 1 0 2 5 0 0 0 0 0 0 89 10:45 0 35 13 0 1 1 0 1 2 0 0 0 0 0 0 53 11:00 0 83 38 0 3 2 2 2 3 0 0 0 1 0 0 134 ------------------------------------------------------------------------------------------------------------ Hour Total 1 211 102 1 9 4 2 5 13 0 0 0 1 0 0 349 11:15 1 51 27 0 2 2 0 0 3 0 0 0 0 0 0 86 11:30 2 64 17 0 3 0 0 0 4 1 0 0 0 0 0 91 11:45 1 72 20 0 2 0 0 1 3 0 0 0 0 0 0 99 12:00 0 66 29 0 4 2 1 0 2 0 0 0 0 0 0 104 ------------------------------------------------------------------------------------------------------------ Hour Total 4 253 93 0 11 4 1 1 12 1 0 0 0 0 0 380 12:15 2 77 34 1 3 0 0 0 2 0 0 0 0 0 0 119 12:30 2 75 31 1 3 7 1 0 4 0 0 0 0 0 0 124 12:45 3 76 30 0 3 4 0 0 0 0 0 0 0 0 0 116 13:00 2 86 30 1 1 1 0 1 4 0 0 0 0 0 0 126 ------------------------------------------------------------------------------------------------------------ Hour Total 9 314 125 3 10 12 1 1 10 0 0 0 0 0 0 485 13:15 1 72 31 0 4 3 2 0 2 0 0 0 0 0 0 115 13:30 0 60 20 0 1 2 1 2 4 1 0 0 0 0 0 91 13:45 0 85 31 0 3 4 0 1 1 0 0 0 0 0 0 125 14:00 2 49 23 0 2 0 2 0 2 0 0 0 0 0 0 80 ------------------------------------------------------------------------------------------------------------ Hour Total 3 266 105 0 10 9 5 3 9 1 0 0 0 0 0 411 14:15 2 101 39 0 1 4 0 1 6 1 0 0 1 0 0 156 14:30 1 111 42 0 2 2 0 2 7 0 0 0 0 0 0 167 14:45 3 102 48 0 0 3 0 1 3 0 0 0 0 0 0 160 15:00 2 113 40 0 4 3 0 0 1 0 0 0 1 0 0 164 ------------------------------------------------------------------------------------------------------------ Hour Total 8 427 169 0 7 12 0 4 17 1 0 0 2 0 0 647 15:15 3 142 56 2 2 2 0 1 2 0 0 0 1 0 0 211 15:30 5 188 47 2 2 2 1 0 2 0 0 0 0 0 0 249 15:45 3 234 76 2 1 0 0 0 2 0 0 0 0 0 0 318 16:00 1 229 86 1 2 1 0 2 3 0 0 0 1 0 0 326 ------------------------------------------------------------------------------------------------------------ Hour Total 12 793 265 7 7 5 1 3 9 0 0 0 2 0 0 1104 16:15 3 198 71 2 2 1 0 1 1 0 1 1 0 0 0 281 16:30 3 156 63 1 0 1 0 0 1 0 0 0 0 0 0 225 16:45 2 177 47 1 2 0 1 0 2 0 0 0 2 0 0 234 17:00 5 191 51 2 5 0 0 0 3 0 0 0 0 0 0 257 ------------------------------------------------------------------------------------------------------------ Hour Total 13 722 232 6 9 2 1 1 7 0 1 1 2 0 0 997