GLEBE 672 TRAFFIC IMPACT ANALYSIS ARLINGTON COUNTY, VIRGINIA. Section 1 INTRODUCTION 1

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1 GLEBE 672 TRAFFIC IMPACT ANALYSIS ARLINGTON COUNTY, VIRGINIA TABLE OF CONTENTS Page Section 1 INTRODUCTION 1 Section 2 BACKGROUND INFORMATION 6 Public Road Network... 6 Non Auto Facilities and Services... 6 General Land Use Plan (GLUP) Site Access Concept Existing Traffic Counts Other Approved Developments Section 3 TRANSPORTATION IMPACT ANALYSIS 21 Study Scope Existing Conditions Operational Analysis Other Development Traffic Background Development Trip Distribution Analysis Background Traffic Growth Background Future Traffic Forecasts Background Future Intersection Levels of Service Background Future Queues Site Vehicle Trip Generation Analysis Site Trip Distribution Analysis Total Future Traffic Forecasts Total Future Intersection Levels of Service Total Future Queues Section 4 CONCLUSIONS 37 FINAL TIA 12/5/2013 1

2 GLEBE 672 TRAFFIC IMPACT ANALYSIS ARLINGTON COUNTY, VIRGINIA LIST OF FIGURES FIGURE TITLE Page 1 1 Site Location Map Site Plan Reduction Existing Lane Use and Traffic Controls Transit Facilities Map General Land Use Plan (GLUP) Existing Weekday Peak Hour Vehicular Traffic Volumes (2014) Existing Weekday Peak Hour Pedestrian Volumes (2014) Existing Weekday Peak Hour Bicycle Volumes (2014) Pipeline Development Location Map Pipeline Development Trip Assignments (2017) Regional Growth (2017) Future Traffic Forecasts without Development (2017) Net New Site Trip Assignments and Directional Distributions (2017) Total Future Weekday Peak Hour Traffic Forecasts with Development (2017) LIST OF TABLES TABLE TITLE Page 3 1 Intersection Levels of Service Summary Intersection Queuing Summary Background Development Vehicle Trip Generation Summary Site Trip Generation Summary FINAL TIA 12/5/2013 2

3 GLEBE 672 TRAFFIC IMPACT ANALYSIS ARLINGTON COUNTY, VIRGINIA LIST OF APPENDICES APPENDIX TITLE A Existing Vehicular, Pedestrian, Bicycle Traffic and Saturated Flow Rate Counts (2014) B Scope of Work Agreement C Existing Intersection Levels of Service and Queues (2014) D Description of Levels of Service E Background Future Intersection Levels of Service and Queues (2017) F Total Future Intersection Levels of Service and Queues (2017) FINAL TIA 12/5/2013 3

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5 Glebe 672 SECTION 1 INTRODUCTION This report presents the results of a Transportation Impact Analysis (TIA) for the Glebe 672 redevelopment, in Arlington County, Virginia. As shown on Figure 1 1, the 1.01 acre subject site is located at 670 North Glebe Road, in the southwest quadrant of the North Glebe Road/7 th Street North intersection and in the northwest quadrant of the North Glebe Road/North Carlin Springs Road intersection. The subject site is bounded by 7 th Street North to the north, North Glebe Road to the east, a public alley to the west, and North Carlin Springs Road to the south. The current zoning designation for the site is C 2 (Service Commercial Community Business District) and designated as High Medium Residential Mixed Use use on the Arlington County General Land Use Plan (GLUP). The site is presently developed with an existing gas station with convenience store, a car dealership, and a parking lot. The site is approximately ¼ mile to the Ballston MU Metro station on the Orange Line and Silver Line. In addition, the site is served by several Metro and ART bus lines and a connected network of street, sidewalk and bike routes. The Applicant, The Penrose Group, plans to rezone the property to R C (Apartment Dwelling and Commercial District); raze the gas station, car dealership, and parking lot; and then redevelop the site with the following approximate development program: 178 Residential Dwelling Units 4,510 GSF Retail The proposed uses would be developed in a building with 178 below grade parking spaces. Access to the garage and loading would be provided via 7 th Street North. The project site plan, dated July 15, 2014, is included as Figure 1 2. Sidewalks would be provided along the site s frontage on North Glebe Road, 7 th Street North, and North Carlin Springs Road. Pedestrian access to the residential lobby of the building would be provided from North Glebe Road. Pedestrian access to the retail uses would also be provided from entrances on North Glebe Road. FINAL TIA 12/5/

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8 Tasks undertaken in this study included the following: 1. Review the proposed site plan, development program, previous transportation studies, and other background data. 2. A field reconnaissance of existing roadway and intersection geometrics, lane use and traffic control, traffic signal phasings/timings, speed limits, pedestrian facilities, and transit services and facilities. 3. Discussions with Arlington County staff regarding the scope of this TIA. 4. Counts of existing vehicular and pedestrian traffic at six (6) study intersections and the site driveway(s). 5. Analysis of existing levels of service at each of these intersections. 6. Review of existing Metrobus and ART routes and schedules. 7. The numbers of AM and PM peak hour vehicle trips that would be generated by four (4) background developments were estimated based on previously approved traffic studies. 8. Background future traffic volumes were forecasted based on existing traffic counts, an annual growth rate of 1 (one) percent per year (compounded) on through and turning movements, and traffic that would be generated by other approved but incomplete development projects (i.e., background projects), for build out year 2017 conditions. 9. Background future levels of service were calculated at each key intersection based on background future traffic forecasts and existing traffic controls and intersection geometrics. 10. The numbers of AM and PM peak hour vehicle trips that would be generated by the Glebe 672 redevelopment were estimated based on Institute of Transportation Engineers (ITE) trip generation rates/equations (9th Edition), estimates of transit use/non auto mode splits by residents, patrons and employees, and local knowledge. 11. Review of the Glebe 672 parking and loading requirements. 12. Total future traffic volumes were forecasted based on background future traffic forecasts, minus trips generated by the existing uses on site, plus site traffic assignments from the proposed development. 13. Total future levels of service were calculated at each key intersection based on total future traffic forecasts and proposed future traffic controls and intersection geometrics. 4 FINAL TIA 12/5/2013 4

9 Sources of data for this analysis included traffic counts conducted by Wells + Associates; the Institute of Transportation Engineers (ITE); the Arlington County Department of Environmental Services (DES); the Arlington County General Land Use Plan (GLUP); The Washington Metropolitan Area Transit Authority (WMATA); The Penrose Group; and VIKA. The conclusions of this TIA are as follows: 1. The redevelopment of Glebe 672 would have a minimal overall vehicular impact on the adjacent street network. 2. The Glebe 672 site has strong regional and local vehicular, pedestrian, bicycle, and transit access. It is located within a connected network of arterial and local streets, with sidewalks and on-street bike routes, and within ¼ mile from the Ballston-MU Metro station. 3. The signalized study intersection of North Glebe Road/Wilson Boulevard currently operates at LOS E during the AM peak hour, with some movements operating near or beyond capacity. The North Glebe Road/North Carlin Springs Road intersection currently operates at overall acceptable levels of service during both the AM and PM peak hours, with some movements operating near or beyond capacity. All other turning movements at the other intersections operate at acceptable levels of service. 4. Four (4) approved, but unbuilt, pipeline projects in the study would generate a total of 987 AM peak hour vehicle-trips and 1,044 PM peak hour vehicle-trips, upon completion and full occupancy. 5. In future conditions without redevelopment, the addition of background traffic generated by the pipeline projects and regional traffic growth, the signalized study intersection of North Glebe Road/Wilson Boulevard would continue to operate at LOS E during the AM peak hour, with some movements operating near or beyond capacity. The North Glebe Road/North Carlin Springs Road intersection would continue to at overall acceptable levels of service during both the AM and PM peak hours, with some movements operating near or beyond capacity. All other turning movements at the other intersections would operate at acceptable levels of service. 6. The Glebe 672 project would generate 33 net-new AM peak hour vehicle-trips and 70 netnew PM peak hour vehicle-trips. 7. In future conditions with the redevelopment of subject site, the signalized study intersection of North Glebe Road/Wilson Boulevard would continue to operate at LOS E during the AM peak hour, with some movements operating near or beyond capacity. The North Glebe Road/North Carlin Springs Road intersection would continue to at overall acceptable levels of service during both the AM and PM peak hours, with some movements operating near or beyond capacity. All other turning movements at the other intersections would operate at acceptable levels of service. 8. The proposed Glebe 672 Transportation Management Plan (TMP) would further minimize the project s vehicular traffic impacts. FINAL TIA 12/5/

10 SECTION 2 BACKGROUND INFORMATION Public Road Network Existing Network. Interstate 66 (I 66), Wilson Boulevard (Route 6811), and Arlington Boulevard (Route 50) provide regional access to the Ballston area via North Glebe Road (Route 120). 7 th Street North provides direct access to the existing site. Currently one (1) curb cut exists on 7 th Street North along the site frontage, which provides access to a parking lot. The entrance to the parking lot is opposite to a driveway serving a car rental service. Existing intersection lane use and traffic control at the study intersections are shown on Figure 2 1. Non Auto Facilities and Services Overview. The Glebe 672 site is served by Metrorail, Metrobus, Arlington Transit (ART), carsharing, Capital Bikeshare, and an on street bike route on North Vermont Street. These facilities are all generally within ¼ mile from the site. Figure 2 2 shows the existing transit facilities in the site area. Metrorail. The Glebe 672 site is approximately 1,260 feet (straight line distance) from the Ballston MU Metro station, which serves the Orange Line and Silver Line. Currently, the Orange Line and Silver Line directly serve Arlington County and Fairfax County in Virginia; the District of Columbia; and Prince George s County in Maryland. Metro passengers can transfer to the Blue Line at Rosslyn station, to the Red Line at Metro Center, and to the Green and Yellow Lines at L Enfant Plaza. The Silver Line is a newly operating Metro route between Largo Town Center and Wiehle Reston East stations, whose second phase will ultimately connect Dulles International Airport with the larger Metrorail system. The second phase of the Silver Line is currently under construction and is projected to operate in Metrobus. The North Glebe Road/7 th Street North Metrobus stop, which serves routes 25A, 25B, and 25E, is immediately adjacent to the Glebe 672 site. The site is also approximately 1,500 feet walking distance from the Wilson Boulevard/North Taylor Street Metrobus stop which serves routes 1A, 1B, 1E, 2A, 25B, and 38B. The North Glebe Road/North Henderson Road Metrobus stop is approximately 1,300 feet walking distance from the site, and serves routes 10B, 22A, 22B, 23A, 23B, and 23T. The Wilson Boulevard Vienna Line (1A, 1B, and 1E) connects passengers from Ballston MU station to the Vienna Metrorail station, including stops in the Seven Corners area and the Dunn Loring Metrorail station. Service on 1A is provided every day; service on 1B is provided Monday through Saturday; and service on 1E is provided Monday through Friday. 6 FINAL TIA 12/5/2013 6

11 The Wilson Boulevard Dunn Loring Line (2A) connects passengers from Ballston MU station to the Dunn Loring Metrorail station, including stops at the East Falls Church Metrorail station. Service on 2A is provided every day. The Hunting Point Ballston Line (10B) connects passengers from Ballston MU station to Fairfax County at Hunting Point, including stops in the Shirlington area. Service on 10B is provided every day. The Barcroft South Fairlington Line (22A) connects passengers from Ballston MU station to Pentagon Station with stops in the Shirlington and Fairlington areas. The 22B bus line connects passengers from Ballston MU station to Columbia Pike. Service on 22A is provided Monday through Saturday; and service on 22B is provided Monday through Friday. The McLean Crystal City Line (23A, 23B, and 23T) connects passengers from Crystal City station to Tysons Corner Westpark Transit Station via the Ballston MU station. Metrobus line 23B provides service from the Crystal City station to the Ballston MU station while Metrobus line 23T provides service from the Shirlington area to the Tysons Corner Westpark Transit Station. Service on 23A is provided every day; and service on 23B and 23T is provided Monday through Friday. The Ballston Bradley Pentagon Line (25A, 25B, and 25E) connects passengers from the Ballston MU station to Pentagon station via Bailey s Crossroad and Shirlington. The Landmark Ballston Line (25B) connects passengers from the Ballston MU station to the Van Dorn Street station (route 25B) via Bailey s Crossroads and Landmark. Service on 25A is provided every day; service on 25B is provided Monday through Saturday; and service on 25E is provided Monday through Friday. The Ballston Farragut Square Line (38B) connects passengers from the Ballston MU station to Farragut Square in downtown Washington, DC via the Rosslyn Ballston corridor and Georgetown. Service on 38B is provided every day. FINAL TIA 12/5/

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14 ART. The North Glebe Road/North Henderson Road stop, which serves Arlington Transit (ART) bus route 41, is approximately 1,300 feet walking distance from the site. Route 41 operates between Court House station and Columbia Pike via North Glebe Road. Service on route 41 is provided every day. The Wilson Boulevard/North Taylor Street stop, which serves Arlington Transit (ART) bus route 75, is approximately 1,500 feet walking distance from the site. Route 75 operates between Shirlington Station and the Virginia Square Metro station. Service on route 75 is provided Monday through Friday. Carshare. Carsharing spaces are located throughout the Ballston area near the site. Two (2) on street Zipcar spaces are located along 9th Street North between North Stafford Street and North Randolph Street. Six (6) on street Zipcar spaces are along North Stuart Street adjacent to the Ballston MU station. Bikeshare. Capital Bikeshare stations are located in the vicinity of the site, including one on North Stuart Street at 9th Street North next to the Ballston MU station and one within the cul de sac of 5th Street North to the east of N. Quincy Street. Bicycle Facilities. In addition to the Capital Bikeshare stations previously mentioned, in the vicinity of the site, bicycle connectivity is provided via on street bike lanes on North Quincy Street and Fairfax Drive. In addition, on street bike routes are provided on North Vermont Street, North Taylor Street, 9 th Street North, and North Henderson Road. Pedestrian Facilities. Sidewalks exist on both the east and west sides of North Glebe Road, both the north and south sides of North Carlin Springs Road, and both the north and south sides of 7 th Street North. Crosswalks with pedestrian signals are present on all legs of the following signalized intersections: 1. Wilson Boulevard/North Glebe Road 2. North Glebe Road/North Carlin Springs Road General Land Use Plan (GLUP) The General Land Use Plan (GLUP) is an element of Arlington County s Comprehensive Plan and is the primary policy guide for future development within the County. The GLUP is used to establish the overall character, extent and location of various land uses. It serves as a guide to communicate the policy of the County Board to citizens, the business community, developers and others in the development of Arlington County. As shown on Figure 2 3, the GLUP designates the site location area as High Medium Residential Mixed Use. 10 FINAL TIA 12/5/

15 Site Access Concept Pedestrian Access. Sidewalks would be provided along the site s frontage on North Glebe Road, 7 th Street North, and North Carlin Springs Road. Pedestrians would be given access to the lobby of the building from North Glebe Road. Pedestrian access to the retail uses would be provided from entrances on North Glebe Road. A sidewalk with 6 foot minimum clearance width would be provided on the site frontage along 7 th Street North, and a sidewalk with 8 foot minimum clearance would be provided on the site frontage along North Carlin Springs Road. Bicycle Access. A service corridor via the loading on 7 th Street North and the residential lobby would provide access to the bicycle storage for residents. The storage facility would be located on the ground level of the building. FINAL TIA 12/5/

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17 Driveways/Vehicular Access. Vehicular access to the underground parking would be provided via a full movement entrance on 7 th Street North. A lay by lane for pick up and drop off on the site frontage along North Glebe Road would provide storage for up to two (2) vehicles. Vehicle Parking. The development program includes 178 multi family residential units and 4,510 SF of retail uses. The standard Arlington County vehicle parking ratios are as follows: Multi family residential uses: o vehicle parking spaces per unit, for the first 200 units, and one (1) vehicle parking space for each additional unit Retail uses: o One (1) vehicle parking space for each 580 SF of retail space. Based on these parking requirements, 201 vehicle parking spaces would be required for 178 multi family residential units. The 4,510 SF of retail space would require 8 vehicle parking spaces. Therefore, a total of 209 vehicle parking spaces would be required. According to site plan, the Applicant proposes 178 parking spaces. Therefore, a reduction in the number of parking spaces is requested, from 209 to 178. Bicycle Parking. The standard Arlington County bicycle parking ratios are as follows: Multi family residential uses: o Three (3) bicycle parking space per ten (10) units Retail uses: o Two (2) retail bicycle parking spaces for every 10,000 SF of retail floor area Based on these parking ratio requirements, a total of 55 bicycle parking spaces would be required for the site, as currently proposed. Of the 55 bicycle parking spaces, 54 bicycle spaces would be required for the residential uses, and one (1) space would be required for the retail patrons and employees. According to site plan, the Applicant proposes 60 bicycle parking spaces. Loading Area. The standard Arlington County off street loading requirements are as follows: Multi family residential uses: o One (1) loading space for each 200 units, when over 50 units Retail uses: FINAL TIA 12/5/

18 o One (1) loading space for over 3,000 SF and up to 15,000 Sf; one (1) additional space for over 15,000 SF and up to 50,000 SF; one (1) additional space for over 50,000 SF of retail uses Based on the off street loading requirements, one (1) loading bay would be required for the residential units and one (1) bay would be required for the retail space. Existing Traffic Counts Existing AM and PM peak hour counts of vehicular, pedestrian, and bicycle traffic were conducted by Wells + Associates on Thursday, April 3, 2014 and Tuesday, June 10, 2014, at the following intersections: 1. North Glebe Road/Wilson Boulevard 2. North Glebe Road/7 th Street North 3. North Glebe Road/North Carlin Springs Road 4. Wilson Boulevard/North Vermont Street 5. North Tazewell Street/7 th Street North 6. North Tazewell Street/North Carlin Springs Road 7. 7 th Street North/Site Entrance/Car Rental Driveway 8. All existing site entrances The traffic counts are included in Appendix A. Vehicular, pedestrian, and bicycle traffic counts are summarized on Figures 2 4, 2 5, and 2 6, respectively. Based on the results of these traffic counts, the peak hours of the surrounding street network occur between 8:00 and 9:00 AM and 5:15 and 6:15 PM and were assumed as the common peak hours for purposes of this study. Figure 2 4 indicates that North Glebe Road north of Wilson Boulevard presently carries 2,421 AM peak hour trips and 2,302 PM peak hour trips. North Glebe Road south of Wilson Boulevard presently carries 2,193 AM peak hour trips and 2,150 PM peak hour trips. Wilson Boulevard east of North Glebe Road presently carries 2,037 AM peak hour trips and 1,665 PM peak hour trips. Wilson Boulevard west of North Glebe Road presently carries 1,987 AM peak hour trips and 1,667 PM peak hour trips. North Glebe Road north of 7 th Street North presently carries 1,969 AM peak hour trips and 2,444 PM peak hour trips. North Glebe Road south of 7 th Street North presently carries 1,969 AM peak hour trips and 2,380 PM peak hour trips. 7 th Street North east of North Glebe Road presently carries 6 AM peak hour trips and 84 PM peak hour trips. 7 th Street North west of North Glebe Road presently carries 50 AM peak hour trips and 96 PM peak hour trips. Figure 2 5 indicates that 35 and 108 pedestrians cross North Glebe Road at the Wilson Boulevard intersection during the AM and PM peak hours, respectively. This same figure 14 FINAL TIA 12/5/

19 also indicates that 70 and 132 pedestrians cross Wilson Boulevard at the North Glebe Road intersection during the AM and PM peak hours, respectively. At the North Glebe Road/North Carlin Springs Road intersection, 230 and 225 pedestrians cross North Glebe Road during the AM and PM peak hours, respectively; 139 and 211 pedestrians cross North Carlin Springs Road during the AM and PM peak hours, respectively. FINAL TIA 12/5/

20 Other Approved Developments Four (4) other planned but unbuilt projects are located in the immediate study area: 1. The Springs North Glebe Road 3. Founders Square 4. Marymount Ballston Center The traffic impacts of these projects were taken into explicit account in this TIA. The location of each background development is depicted on Figure FINAL TIA 12/5/

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25 SECTION 3 TRANSPORTATION IMPACT ANALYSIS Study Scope Based on discussions with Arlington County staff, the Glebe 672 traffic impact study includes the seven (7) intersections listed previously. A copy of the approved scoping agreement is included in Appendix B. It was assumed that the existing parking lot entrance on the south leg of the 7th Street North/Site Entrance/Car Rental Driveway intersection would remain aligned with the north leg of the intersection after the site build out. Thus, this intersection is analyzed as a four legged intersection throughout. For purposes of this traffic study, the build out year was assumed to be 2017 based on the anticipated construction schedule. Existing Conditions Operational Analysis Existing peak hour levels of service (LOS) were estimated at the seven (7) study intersections based on: the existing lane use and traffic control shown on Figure 2 1; existing traffic signal phasings/timings obtained from Arlington County; the existing vehicular, pedestrian, and bicycle traffic counts shown on Figures 2 4 to 2 6; and the Highway Capacity Manual (HCM) 2000 methodologies, using Synchro Software, version 7 (build 773 rev 8). The results are presented in Appendix C and summarized in Table 3 1. Descriptions of levels of service (LOS) A through F for signalized and unsignalized intersections are included in Appendix D. Saturated Flow Rate. Based on discussions with Arlington County staff after the scoping meeting, the saturated flow rate was field measured on Wilson Boulevard and Glebe Road based on methodologies presented in the Institute of Transportation Engineers Traffic Engineering Handbook, 6 th Edition and are summarized in Appendix A. The saturated flow rate of Wilson Boulevard was determined to be 1,520 passenger cars per hour per lane (pcphpl) and the saturated flow rate of Glebe Road was determined to be 1,610 pcphpl. A review of the Synchro analysis determined factors such as pedestrians, lane widths, CBD area type, parking maneuvers, and bus blockages sufficiently reduced calculated saturated flow rates below field verified values. Therefore no further adjustments were made to the ideal saturated flow rate coded into the Synchro model. Levels of Service. As shown in Table 3 1, the signalized intersection of North Glebe Road and Wilson Boulevard currently operates at an overall level of service (LOS) E during the AM peak hour and LOS D during the PM peak hour. The eastbound left turn operates at LOS F during both the AM and PM peak hour, and the eastbound through and northbound through right lane groups operate at LOS E during the AM peak hour. The North Glebe Road/North Carlin Springs Road intersection would operate at acceptable overall levels of service during the peak periods, however the eastbound left turn operates at LOS F during the AM peak, and the southbound left turn operates at LOS E during both the AM and PM peak hour. The northbound left turn at the unsignalized Wilson Boulevard/North FINAL TIA 12/5/

26 Vermont Street intersection would operate at LOS E during the AM peak hour. All other turning movements at the other intersections operate at acceptable levels of service. 22 FINAL TIA 12/5/

27 Table 3-1 Glebe 672 Intersection Level of Service Summary Future 2017 Conditions without Future 2017 Conditions with the Existing 2014 Conditions the Development Development Intersection Intersection Control Critical Movement AM PM AM PM AM PM 1. Wilson Boulevard/North Glebe Road Signal EBL F (86.1) F (176.0) F (119.0) F (162.1) F (119.0) F (162.1) EBT E (73.8) D (39.5) E (76.1) D (36.6) E (76.1) D (36.6) EBR C (26.9) C (33.1) C (27.2) C (31.4) C (27.2) C (31.5) WBL C (34.3) D (52.8) D (35.7) D (46.9) D (35.7) D (54.3) WBT C (34.3) D (42.6) C (34.4) D (40.1) C (34.4) D (40.1) WBR D (39.1) D (45.7) D (45.9) E (71.9) D (45.9) E (71.9) NBL B (13.0) D (36.5) B (14.3) D (49.1) B (14.4) D (50.0) NBTR E (69.2) B (16.1) F (100.1) C (21.4) F (107.0) C (21.8) SBL D (47.7) B (18.7) F (109.6) C (24.7) F (109.6) C (25.6) SBTR C (30.2) C (32.8) C (31.3) D (39.9) C (31.3) D (40.5) OVERALL E (60.1) D (40.8) E (76.2) D (43.8) E (78.6) D (44.3) 2. North Glebe Road/7th Street North STOP EB B [10.2] C [16.5] A [10.0] B [14.9] B [10.7] C [22.0] WB A [0.0] B [12.7] A [0.0] B [12.1] A [0.0] B [12.2] NB A [0.2] A [1.2] A [0.2] A [1.2] A [0.2] A [1.6] SB [0.0] A [0.1] [0.0] A [0.1] [0.0] A [0.1] 3. North Glebe Road/North Carlin Springs Road Signal EBL F (82.3) D (41.6) F (122.5) D (50.2) F (122.5) D (50.2) EBT C (32.2) C (30.0) C (32.1) C (30.0) C (32.1) C (30.0) EBR C (34.9) C (34.1) D (36.0) C (34.8) D (36.0) C (34.8) WBL C (29.6) C (33.2) C (29.5) C (33.0) C (29.5) C (33.0) WBT C (29.4) C (33.3) C (29.4) C (33.0) C (29.4) C (33.0) WBR C (31.6) C (34.0) C (31.5) C (33.6) C (31.5) C (33.6) NBL A (2.0) D (54.4) A (3.2) F (80.8) A (3.3) F (85.8) NBTR B (11.1) D (44.2) B (12.8) D (45.7) B (12.8) D (45.8) SBL E (65.8) E (69.6) E (65.3) E (67.8) E (65.4) E (67.2) SBTR B (12.3) B (16.4) B (12.4) B (17.5) B (12.5) B (17.7) OVERALL C (25.5) C (32.6) C (30.4) D (36.4) C (30.4) D (37.0) 4. Wilson Boulevard/North Vermont Street STOP WB A [0.6] A [2.0] A [0.6] A [2.1] A [0.6] A [2.1] NBL E [42.3] D [26.5] E [46.1] D [31.6] E [47.2] D [32.1] NBR B [14.8] B [10.4] B [15.0] B [10.5] B [15.0] B [10.5] 5. 7th Street North/North Tazewell Street STOP EB A [9.2] A [9.8] A [9.2] A [9.8] A [9.2] A [9.9] WB A [9.5] A [9.3] A [9.5] A [9.2] A [9.5] A [9.2] NB A [0.2] A [2.0] A [0.2] A [2.0] A [0.2] A [1.8] 6. North Carlin Springs Road/North Tazewell Street STOP EB A [0.5] A [0.9] A [0.5] A [0.8] A [0.5] A [0.9] WB A [0.5] A [0.3] A [0.4] A [0.2] A [0.4] A [0.2] NB C [22.0] D [28.0] C [22.7] D [27.7] C [22.7] D [28.2] 7. 7th Street North/Site Entrance/Car Rental Driveway STOP EB A [0.2] A [0.2] A [0.2] A [0.2] A [0.2] A [0.2] WB [0.0] [0.0] [0.0] [0.0] [0.0] A [3.2] NB A [0.0] A [0.0] A [0.0] A [0.0] A [8.6] A [8.7] SB A [8.8] A [9.0] A [8.8] A [9.0] A [9.2] A [9.8] Notes: (1) Numbers in parentheses indicate average delay in seconds per vehicle for signal controlled intersections. (2) Numbers in brackets indicate average delay in seconds per vehicle for unsignalized intersections. 23

28 Table 3-2 Glebe th Percentile Queue Summary Intersection Intersection Control Critical Movement Available Storage Existing 2014 Conditions Does 95th percentile Future 2017 Conditions without the Development Does 95th percentile Future 2017 Conditions with the Development queue exceed queue exceed AM PM storage? AM PM storage? AM PM Does 95th percentile queue exceed storage? 1. Wilson Boulevard/North Glebe Road Signal EBL YES YES YES EBT YES YES YES EBR NO NO NO WBL NO NO YES WBT NO NO NO WBR YES YES YES NBL NO NO NO NBTR NO NO NO SBL NO YES YES SBTR YES YES YES 2. North Glebe Road/7th Street North STOP EB NO 4 9 NO 8 23 NO WB NO 0 13 NO 0 14 NO NB NO 0 3 NO 0 4 NO SB NO 0 0 NO 0 0 NO 3. North Glebe Road/North Carlin Springs Road Signal EBL YES YES YES EBT NO NO NO EBR YES YES YES WBL YES YES YES WBT YES YES YES WBR YES YES YES NBL YES YES YES NBTR NO NO NO SBL NO NO NO SBTR NO NO NO 4. Wilson Boulevard/North Vermont Street STOP WB NO 1 6 NO 1 6 NO NBL NO 7 13 NO 9 14 NO NBR NO 33 6 NO 33 6 NO 5. 7th Street North/North Tazewell Street STOP EB NO 1 1 NO 1 1 NO WB NO 3 6 NO 4 7 NO NB NO 0 1 NO 0 1 NO 6. North Carlin Springs Road/North Tazewell Street STOP EB NO 1 2 NO 1 2 NO WB NO 1 1 NO 1 1 NO NB NO 5 3 NO 5 3 NO 7. 7th Street North/Site Entrance STOP EB NO 0 0 NO 0 0 NO WB NO 0 0 NO 0 2 NO NB NO 0 0 NO 3 2 NO SB NO 0 0 NO 0 0 NO 24

29 Queues. Existing peak hour queues for the turning movements were determined using the 95 th percentile queues estimated by Synchro Software, version 7 (build 773 rev 8). The results are presented in Appendix C and summarized in Table 3 2. The table shows that the estimated 95 th percentile queues exceed the available storage at the North Glebe Road/Wilson Boulevard intersection for the eastbound left, eastbound through, westbound right, and southbound through right lane groups. At the North Glebe Road/North Carlin Springs Road intersection, the 95 th percentile queue exceeds storage for the eastbound left, eastbound right, westbound left, westbound through, westbound right, and northbound left turn lanes. Other Development Traffic The number of peak hour trips that would be generated by the four (4) background projects was obtained from the approved traffic impact studies for these projects where available and the most current available development activity in the Arlington County Quarterly Development Tracking Reports. In general, site trips were estimated based on peak hour rates/equations included in the Institute of Transportation Engineers' (ITE) Trip Generation, and estimates of transit, rideshare, and non auto mode splits. As shown in Table 3 3, it is estimated that these projects would generate a total of 987 AM peak hour vehicle trips and 1,044 PM peak hour vehicle trips, upon completion and full occupancy. Background Development Trip Distribution Analysis The distribution of peak hour trips that would be generated by the approved background projects was determined based on previous approved traffic impact studies. The trips generated by the background projects shown in Table 3 3 were assigned to the public road network, and the resulting traffic assignments are shown on Figure 3 1. Background Traffic Growth Increases in traffic associated with regional growth from 2014 to 2017 were estimated at one (1) percent per year compounded annually for movements on Wilson Boulevard, North Glebe Road, North Carlin Springs Road, North Vermont Street, North Tazewell Street, and 7 th Street North. This growth rate accounts for increases in traffic resulting from potential development and influences outside of the immediate study area. Increases as a result of regional growth are shown on Figure 3 2. Background Future Traffic Forecasts (2017) In order to forecast background future traffic volumes at the study intersections, the background development traffic assignments (Figure 3 1) were added to the existing traffic counts (Figure 2 4), with a one (1) percent annual growth rate on through and turning movements (Figure 3 2). The resulting background future traffic forecasts are shown on Figure 3 3. FINAL TIA 12/5/

30 Table 3 3 Glebe 672 Pipeline Trip Generation Summary AM Peak Hour PM Peak Hour Project Name/Land Use ITE Code Size Units IN OUT TOTAL IN OUT TOTAL The Springs (1) Residential Dwelling Units Non Auto Mode Share Reduction 50% Residential Subtotal Office 710 5,630 Square Feet Non Auto Mode Share Reduction 25% Office Subtotal Total The Springs North Glebe Road (2) Multi Family Residential Dwelling Units Retail 820 2,230 Square Feet Total 650 North Glebe Road Founders Square (3) General Office Building ,810 Square Feet Non Auto Mode Share Reduction 30% Office Subtotal Apartments Dwelling Units Non Auto Mode Share Reduction 60% Residential Subtotal Specialty Retail Center (4) ,705 Square Feet Pass by Reduction 15% Retail Subtotal Total Founders Square Marymount University Ballston Center (5) Residential Dwelling Units Non Auto Mode Share Reduction 50% Residential Subtotal Office ,000 Square Feet Non Auto Mode Share Reduction 35% Office Subtotal Retail 826 5,000 Square Feet Non Auto Mode Share Reduction 80% Retail Subtotal Academic 105,000 Square Feet Notes: Total Marymount University Ballston Center Total of Pipeline Developments ,044 (1) Based on previously approved traffic impact study prepared by Wells + Associates, Inc. on March 20, (2) Trip generation calculations based on previously approved traffic study by Wells + Associates, Inc. on March 19, ITE Land Use Codes are as assumed at time of study. (3) Non auto mode share calculations based on previously approved traffic study by Gorove/Slade Associates, Inc. on October 26, (4) ITE Code 826 (Special Retail Center) does not provide AM adjacent street information, therefore AM peak hour trip generation is based on 25% of the peak hour, as assumed in previously approved traffic study by Gorove/Slade Associates, Inc. on October 26, (5) Based on previously approved traffic impact study prepared by Wells + Associates, Inc. on October 16,

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34 Background Future Intersection Levels of Service Future peak hour levels of service without the redevelopment of Glebe 672 in year 2017 were estimated at the seven (7) study intersections based on the existing lane use and traffic control shown on Figure 2 1; existing traffic signal phasings/timings obtained from Arlington County; the background future traffic forecasts shown on Figure 3 3; and the Highway Capacity Manual (HCM) 2000 methodologies, using Synchro Software, version 7 (build 773 rev 8). The results are presented in Appendix E and summarized in Table 3 1. As shown in Table 3 1, after inclusion of the development of the four (4) background developments and regional growth, the signalized intersection of North Glebe Road and Wilson Boulevard would operate at an overall level of service (LOS) E during the AM peak hour and LOS D during the PM peak hour, consistent with existing conditions, but with increased delay. Multiple lane groups at this intersection would continue to operate at LOS E or F during the AM or PM peak hour, consistent with existing conditions. In addition to the lane groups operating at LOS E or F as in existing conditions, the westbound right would operate at LOS E during the PM peak hour, the northbound through right lane group would operate at LOS F during the AM peak hour, and the southbound left would operate at LOS F during the AM peak hour. The North Glebe Road/North Carlin Springs Road signalized intersection would continue to operate at overall acceptable levels of service, but some lane groups would operate at LOS E or F during the AM and PM peak hours, consistent with existing conditions. In addition to the lane groups operating at LOS E or F as in existing conditions, the northbound left would operate at LOS F during the PM peak hour. The northbound left turn at the unsignalized Wilson Boulevard/North Vermont Street intersection would operate at LOS E during the AM peak hour, consistent with existing conditions. All other turning movements at the other intersections would operate at acceptable levels of service. Background Future Queues Background future peak hour queue results for the turning movements are presented in Appendix E and summarized in Table 3 2. The table shows that the estimated 95 th percentile queues continue to exceed the available storage at the North Glebe Road/Wilson Boulevard intersection for the eastbound left, eastbound through, westbound right, and southbound through right lane groups. In addition, the southbound left queue would exceed the available storage. At the North Glebe Road/North Carlin Springs Road intersection, the 95 th percentile queue continues to exceed storage for the eastbound left, eastbound right, westbound left, westbound through, westbound right, and northbound left turn lanes. 30 FINAL TIA 12/5/

35 Site Vehicle Trip Generation Analysis The number of vehicle trips that would be generated by the redevelopment of Glebe 672 was estimated based on rates/equations included in the ITE Trip Generation, 9th Edition, estimates of transit use/non auto mode splits by residents and retail patrons, and existing site driveway counts collected by Wells + Associates on June 10, The trip generation estimates are shown in Table 3 4. Currently, the site is developed with a gasoline/service station with convenience parts. The gasoline station has eight (8) vehicle fueling positions. Based on vehicular traffic counts at each of the existing site driveways that were collected by Wells + Associates on June 10, 2014, 51 AM peak hour and 105 PM peak hour trips were observed entering and existing the gas station entrance points. Since a substantial percentage of these trips were expected to be made as pass by trips, the ITE Trip Generation Manual, 9 th Edition User s Guide and Handbook was consulted to derive a pass by trip reduction for the gas station trips. After inclusion of the pass by trip reduction, it was determined that 19 AM peak hour (11 in, 8 out) and 46 PM peak hour (18 in, 28 out) trips were exclusive to the gasoline station. Based on ITE Trip Generation 9 th Edition rates/equations, the proposed uses of 4,510 SF of retail and 178 multi family residential dwelling units would generate 52 AM peak hour (11 in, 41 out) and 116 PM peak hour (66 in, 50 out) trips. Compared to the existing uses, the proposed uses would therefore generate 33 AM peak hour (0 in, 33 out) and 70 PM peak hour (48 in, 22 out) net new trips. The net new trips added to the road network are shown on Figure 3 4. FINAL TIA 12/5/

36 Table 3 4 Glebe 25 Site Trip Generation Summary (1) AM Peak Hour PM Peak Hour Land Use ITE Code Size Units IN OUT TOTAL IN OUT TOTAL Existing Conditions (2) Gasoline/Service Station with Convenience Mart 8 VFP % AM Pass By Reduction/56% PM Pass By Reduction/60% Weekday Pass By Reduction (3) Subtotal Existing Trips Proposed Use Retail 820 4,510 SF % Transit Reduction (4) Retail Subtotal Multi Family Residential DU % Transit Reduction (4) Residential Subtotal Proposed Trips Proposed Trips minus Existing Trips Notes: (1) Based on ITE Trip Generation 9th Edition rates and/or equations. (2) Existing conditions are based on driveway counts collected at the existing entrances by Wells + Associates on June 10, (3) Based on average pass by trip percentages obtained from ITE's Trip Generation Manual, 9th Edition User's Guide and Handbook. (4) Transit reductions based on 2005 Development Related Ridership Survey Final Report; Washington Metropolitan Area Transit Authority, March

37 Site Trip Distribution Analysis The distribution of peak hour trips that will be generated by the redevelopment of the Glebe 672 was determined based on existing traffic counts, the existing traffic network, previously approved traffic impact studies, and local knowledge. The resulting net new site traffic assignments and directional distributions are shown on Figure 3 4. Total Future Traffic Forecasts The net new trips generated by the Glebe 672 redevelopment, shown in Figure 3 4, were added to the background traffic forecasts (Figure 3 3) in order to yield total future traffic forecasts. The resulting total future traffic forecasts are presented on Figure 3 5. FINAL TIA 12/5/

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40 Total Future Intersection Levels of Service Future peak hour levels of service with the proposed redevelopment in year 2017 were estimated at the seven (7) study intersections based on the existing lane use and traffic controls shown on Figure 2 4; existing traffic signal phasings/timings obtained from Arlington County; the total future traffic forecasts shown on Figure 3 5; and the Highway Capacity Manual (HCM) 2000 methodologies, using Synchro Software, version 7 (build 773 rev 8). The results are presented in Appendix F and summarized in Table 3 1. As shown in Table 3 1, with the redevelopment of Glebe 672, each study intersection would generally operate consistent with background conditions with minimal increases in delays. Consistent with future conditions without the redevelopment, the signalized intersection of North Glebe Road and Wilson Boulevard would operate at an overall level of service (LOS) E during the AM peak hour and LOS D during the PM peak hour. Multiple lane groups at this intersection would continue to operate at LOS E or F during the AM or PM peak hour, consistent with background conditions. The North Glebe Road/North Carlin Springs Road signalized intersection would continue to operate at overall acceptable levels of service, but some lane groups would operate at LOS E or F during the AM and PM peak hours, consistent with background conditions. The northbound left turn at the unsignalized Wilson Boulevard/North Vermont Street intersection would operate at LOS E during the AM peak hour, consistent with background conditions. All other turning movements at the other intersections would operate at acceptable levels of service. Total Future Queues Total future peak hour queue results for the turning movements are presented in Appendix F and summarized in Table 3 2. Consistent with background conditions, the projected 95 th percentile queues would continue to exceed the available storage at the North Glebe Road/Wilson Boulevard intersection for the eastbound left, eastbound through, westbound right, southbound left, and southbound through right lane groups. In addition, the westbound left queue would exceed the available storage. However, with minor adjustments to the timings shifting the splits by two (2) seconds the storage would be able to accommodate the total future queue in this lane. At the North Glebe Road/North Carlin Springs Road intersection, the 95 th percentile queue continues to exceed storage for the eastbound left, eastbound right, westbound left, westbound through, westbound right, and northbound left turn lanes. 36 FINAL TIA 12/5/

41 SECTION 4 CONCLUSIONS The principal findings of this traffic impact analysis are as follows: 1. The redevelopment of Glebe 672 would have a minimal overall vehicular impact on the adjacent street network. 2. The Glebe 672 site has strong regional and local vehicular, pedestrian, bicycle, and transit access. It is located within a connected network of arterial and local streets, with sidewalks and on-street bike routes, and within ¼ mile from the Ballston-MU Metro station. 3. The signalized study intersection of North Glebe Road/Wilson Boulevard currently operates at LOS E during the AM peak hour, with some movements operating near or beyond capacity. The North Glebe Road/North Carlin Springs Road intersection currently operates at overall acceptable levels of service during both the AM and PM peak hours, with some movements operating near or beyond capacity. All other turning movements at the other intersections operate at acceptable levels of service. 4. Four (4) approved, but unbuilt, pipeline projects in the study would generate a total of 987 AM peak hour vehicle-trips and 1,044 PM peak hour vehicle-trips, upon completion and full occupancy. 5. In future conditions without redevelopment, the addition of background traffic generated by the pipeline projects and regional traffic growth, the signalized study intersection of North Glebe Road/Wilson Boulevard would continue to operate at LOS E during the AM peak hour, with some movements operating near or beyond capacity. The North Glebe Road/North Carlin Springs Road intersection would continue to at overall acceptable levels of service during both the AM and PM peak hours, with some movements operating near or beyond capacity. All other turning movements at the other intersections would operate at acceptable levels of service. 6. The Glebe 672 project would generate 33 net-new AM peak hour vehicle-trips and 70 netnew PM peak hour vehicle-trips. 7. In future conditions with the redevelopment of subject site, the signalized study intersection of North Glebe Road/Wilson Boulevard would continue to operate at LOS E during the AM peak hour, with some movements operating near or beyond capacity. The North Glebe Road/North Carlin Springs Road intersection would continue to at overall acceptable levels of service during both the AM and PM peak hours, with some movements operating near or beyond capacity. All other turning movements at the other intersections would operate at acceptable levels of service. 8. The proposed Glebe 672 Transportation Management Plan (TMP) would further minimize the project s vehicular traffic impacts. FINAL TIA 12/5/

42

43 Appendix A Existing Vehicular, Pedestrian, Bicycle Traffic and Saturated Flow Rate Counts (2014)

44

45 Wells + Associates, Inc. McLean, Virginia Turning Movement Count - All Vehicles PROJECT: Balston Common Mall - Residental Tow DATE: 4/3/2014 SOUTHBOUND ROAD: North Glebe Road W+A JOB NO: 6148 DAY: Thursday NORTHBOUND ROAD: North Glebe Road INTERSECTION: Wilson Blvd. & Glebe Rd. WEATHER: clear WESTBOUND ROAD: Wilson Boulevard LOCATION: Arlington County,VA COUNTED BY: Carmen & Eduvina EASTBOUND ROAD: Wilson Boulevard INPUTED BY: agan Southbound Westbound Northbound Eastbound North East Time North Glebe Road Wilson Boulevard North Glebe Road Wilson Boulevard & & Total Period Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF South West AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-1

46 Wells + Associates, Inc. McLean, Virginia Turning Movement Count - Bicycles PROJECT: Balston Common Mall - Residental Tow DATE: 4/3/2014 SOUTHBOUND ROAD: North Glebe Road DAY: Thursday NORTHBOUND ROAD: North Glebe Road Wilson Blvd. & Glebe Rd. WEATHER: clear WESTBOUND ROAD: Wilson Boulevard Arlington County,VA COUNTED BY: Alba EASTBOUND ROAD: Wilson Boulevard INPUTED BY: agan Southbound Westbound Northbound Eastbound North Time North Glebe Road Wilson Boulevard North Glebe Road Wilson Boulevard Period Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total South West W+A JOB NO: INTERSECTION: LOCATION: East & & Total AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-2

47 Wells + Associates, Inc. McLean, Virginia Pedestrian Volume Survey PROJECT: W+A JOB NO: INTERSECTION: LOCATION: DATE: DAY: WEATHER: COUNTED BY: INPUTED BY: Balston Common Mall - Residental Tow 6148 Wilson Blvd. & Glebe Rd. North Glebe Road Arlington County,VA 2 4/3/ Thursday 7 3 clear 5 Alba 6 agan North Glebe Road Wilson Boulevard Wilson Boulevard North Time Movement Period Total AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-3

48 Wells + Associates, Inc. McLean, Virginia Turning Movement Count - All Vehicles PROJECT: Glebe 25 DATE: 6/10/2014 SOUTHBOUND ROAD: North Glebe Road W+A JOB NO: 6005 DAY: Tueasday NORTHBOUND ROAD: North Glebe Road INTERSECTION: N. Glebe Rd. & 7th Street N. WEATHER: clear WESTBOUND ROAD: 7th Street North LOCATION: Fairfax County,VA COUNTED BY: Jim & Douglas EASTBOUND ROAD: 7th Street North INPUTED BY: agan Southbound Westbound Northbound Eastbound North East Time North Glebe Road 7th Street North North Glebe Road 7th Street North & & Total Period Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF South West AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-4

49 Wells + Associates, Inc. McLean, Virginia Turning Movement Count - Bicycles PROJECT: Glebe 25 DATE: 6/10/2014 SOUTHBOUND ROAD: North Glebe Road 6005 DAY: Tueasday NORTHBOUND ROAD: North Glebe Road N. Glebe Rd. & 7th Street N. WEATHER: clear WESTBOUND ROAD: 7th Street North Fairfax County,VA COUNTED BY: Douglas EASTBOUND ROAD: 7th Street North INPUTED BY: agan Southbound Westbound Northbound Eastbound North Time North Glebe Road 7th Street North North Glebe Road 7th Street North Period Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total South West W+A JOB NO: INTERSECTION: LOCATION: East & & Total AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-5

50 Wells + Associates, Inc. McLean, Virginia Pedestrian Volume Survey PROJECT: W+A JOB NO: INTERSECTION: LOCATION: DATE: DAY: WEATHER: COUNTED BY: INPUTED BY: Glebe N. Glebe Rd. & 7th Street N. North Glebe Road 1 Fairfax County,VA 2 6/10/ Tueasday 7 3 clear 5 Jim 6 agan North Glebe Road 7th Street North 7th Street North North Time Movement Period Total AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM 2 3 Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-6

51 Wells + Associates, Inc. McLean, Virginia Turning Movement Count - All Vehicles PROJECT: Glebe 25 DATE: 6/10/2014 SOUTHBOUND ROAD: North Glebe Road W+A JOB NO: 6005 DAY: Tueasday NORTHBOUND ROAD: North Glebe Road INTERSECTION: N. Glebe Rd. & N. Carlin Spring Rd. WEATHER: clear WESTBOUND ROAD: Garage Entrance LOCATION: Fairfax County,VA COUNTED BY: Vanessa & Kassandra EASTBOUND ROAD: North Carlin Spring Road INPUTED BY: agan Southbound Westbound Northbound Eastbound North East Time North Glebe Road Garage Entrance North Glebe Road North Carlin Spring Road & & Total Period Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF South West AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-7

52 Wells + Associates, Inc. McLean, Virginia Turning Movement Count - Bicycles PROJECT: Glebe 25 DATE: 6/10/2014 SOUTHBOUND ROAD: North Glebe Road 6005 DAY: Tueasday NORTHBOUND ROAD: North Glebe Road N. Glebe Rd. & N. Carlin Spring Rd. WEATHER: clear WESTBOUND ROAD: Garage Entrance Fairfax County,VA COUNTED BY: Kassandra EASTBOUND ROAD: North Carlin Spring Road INPUTED BY: agan Southbound Westbound Northbound Eastbound North Time North Glebe Road Garage Entrance North Glebe Road North Carlin Spring Road Period Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total South West W+A JOB NO: INTERSECTION: LOCATION: East & & Total AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-8

53 Wells + Associates, Inc. McLean, Virginia Pedestrian Volume Survey PROJECT: W+A JOB NO: INTERSECTION: LOCATION: DATE: DAY: WEATHER: COUNTED BY: INPUTED BY: Glebe N. Glebe Rd. & N. Carlin Spring Rd. North Glebe Road 1 Fairfax County,VA 2 6/10/ Tueasday 7 3 clear 5 Vanessa 6 agan North Glebe Road North Carlin Spring Ro Garage Entrance North Time Movement Period Total AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-9

54 Wells + Associates, Inc. McLean, Virginia Turning Movement Count - All Vehicles PROJECT: Glebe 25 DATE: 6/10/2014 SOUTHBOUND ROAD: 0 W+A JOB NO: 6005 DAY: Tueasday NORTHBOUND ROAD: North Vermont Street INTERSECTION: Wilson Blvd. & N. Vermont St. WEATHER: clear WESTBOUND ROAD: Wilson Boulevard LOCATION: Fairfax County,VA COUNTED BY: Salih & Mira EASTBOUND ROAD: Wilson Boulevard INPUTED BY: agan Southbound Westbound Northbound Eastbound North East Time 0 Wilson Boulevard North Vermont Street Wilson Boulevard & & Total Period Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF South West AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-10

55 Wells + Associates, Inc. McLean, Virginia Turning Movement Count - Bicycles PROJECT: Glebe 25 DATE: 6/10/2014 SOUTHBOUND ROAD: DAY: Tueasday NORTHBOUND ROAD: North Vermont Street Wilson Blvd. & N. Vermont St. WEATHER: clear WESTBOUND ROAD: Wilson Boulevard Fairfax County,VA COUNTED BY: Mira EASTBOUND ROAD: Wilson Boulevard INPUTED BY: agan Southbound Westbound Northbound Eastbound North Time 0 Wilson Boulevard North Vermont Street Wilson Boulevard Period Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total South West W+A JOB NO: INTERSECTION: LOCATION: East & & Total AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-11

56 Wells + Associates, Inc. McLean, Virginia Pedestrian Volume Survey PROJECT: W+A JOB NO: INTERSECTION: LOCATION: DATE: DAY: WEATHER: COUNTED BY: INPUTED BY: Glebe Wilson Blvd. & N. Vermont St. 1 Fairfax County,VA 2 6/10/ Tueasday 7 3 clear 5 Salih 6 agan North Vermont Street Wilson Boulevard Wilson Boulevard North Time Movement Period Total AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-12

57 Wells + Associates, Inc. McLean, Virginia Turning Movement Count - All Vehicles PROJECT: Glebe 25 DATE: 6/10/2014 SOUTHBOUND ROAD: North Tazewell Street W+A JOB NO: 6005 DAY: Tueasday NORTHBOUND ROAD: North Tazewell Street INTERSECTION: N. Tazewell St. & 7th Street N. WEATHER: clear WESTBOUND ROAD: 7th Street North LOCATION: Fairfax County,VA COUNTED BY: Felix EASTBOUND ROAD: Driveway INPUTED BY: agan Southbound Westbound Northbound Eastbound North East Time North Tazewell Street 7th Street North North Tazewell Street Driveway & & Total Period Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF South West AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-13

58 Wells + Associates, Inc. McLean, Virginia Turning Movement Count - Bicycles PROJECT: Glebe 25 DATE: 6/10/2014 SOUTHBOUND ROAD: North Tazewell Street 6005 DAY: Tueasday NORTHBOUND ROAD: North Tazewell Street N. Tazewell St. & 7th Street N. WEATHER: clear WESTBOUND ROAD: 7th Street North Fairfax County,VA COUNTED BY: Felix EASTBOUND ROAD: Driveway INPUTED BY: agan Southbound Westbound Northbound Eastbound North Time North Tazewell Street 7th Street North North Tazewell Street Driveway Period Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total South West W+A JOB NO: INTERSECTION: LOCATION: East & & Total AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-14

59 Wells + Associates, Inc. McLean, Virginia Pedestrian Volume Survey PROJECT: W+A JOB NO: INTERSECTION: LOCATION: DATE: DAY: WEATHER: COUNTED BY: INPUTED BY: Glebe N. Tazewell St. & 7th Street N. North Tazewell Street 1 Fairfax County,VA 2 6/10/ Tueasday 7 3 clear 5 Felix 6 agan North Tazewell Street Driveway 7th Street North North Time Movement Period Total AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM 7:00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM 1 7:45 AM - 8:00 AM 1 1 8:00 AM - 8:15 AM :15 AM - 8:30 AM 8:30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-15

60 Wells + Associates, Inc. McLean, Virginia Turning Movement Count - All Vehicles PROJECT: Glebe 25 DATE: 6/10/2014 SOUTHBOUND ROAD: North Tazewell Street W+A JOB NO: 6005 DAY: Tueasday NORTHBOUND ROAD: Driveway INTERSECTION: N. Tazewell St. & N. Carlin Spring Rd. WEATHER: clear WESTBOUND ROAD: North Carlin Spring Road LOCATION: Fairfax County,VA COUNTED BY: Megan EASTBOUND ROAD: North Carlin Spring Road INPUTED BY: agan Southbound Westbound Northbound Eastbound North East Time North Tazewell Street North Carlin Spring Road Driveway North Carlin Spring Road & & Total Period Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF South West AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-16

61 Wells + Associates, Inc. McLean, Virginia Turning Movement Count - Bicycles PROJECT: Glebe 25 DATE: 6/10/2014 SOUTHBOUND ROAD: North Tazewell Street 6005 DAY: Tueasday NORTHBOUND ROAD: Driveway N. Tazewell St. & N. Carlin Spring Rd. WEATHER: clear WESTBOUND ROAD: North Carlin Spring Road Fairfax County,VA COUNTED BY: Megan EASTBOUND ROAD: North Carlin Spring Road INPUTED BY: agan Southbound Westbound Northbound Eastbound North Time North Tazewell Street North Carlin Spring Road Driveway North Carlin Spring Road Period Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total South West W+A JOB NO: INTERSECTION: LOCATION: East & & Total AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-17

62 Wells + Associates, Inc. McLean, Virginia Pedestrian Volume Survey PROJECT: W+A JOB NO: INTERSECTION: LOCATION: DATE: DAY: WEATHER: COUNTED BY: INPUTED BY: Glebe N. Tazewell St. & N. Carlin Spring Rd. North Tazewell Street 1 Fairfax County,VA 2 6/10/ Tueasday 7 3 clear 5 Megan 6 agan Driveway North Carlin Spring Ro North Carlin Spring Ro North Time Movement Period Total AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM 36 2 Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-18

63 Wells + Associates, Inc. McLean, Virginia Turning Movement Count - All Vehicles PROJECT: Glebe 25 DATE: 6/10/2014 SOUTHBOUND ROAD: Rentacar Driveway W+A JOB NO: 6005 DAY: Tueasday NORTHBOUND ROAD: Car Dealership Driveway INTERSECTION: 7th Street N. & Driveways WEATHER: clear WESTBOUND ROAD: 7th Street North LOCATION: Fairfax County,VA COUNTED BY: Dragan EASTBOUND ROAD: 7th Street North INPUTED BY: agan Southbound Westbound Northbound Eastbound North East Time Rentacar Driveway 7th Street North Car Dealership Driveway 7th Street North & & Total Period Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF Right Thru Left Total PHF South West AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-19

64 Wells + Associates, Inc. McLean, Virginia Turning Movement Count - Bicycles PROJECT: Glebe 25 DATE: 6/10/2014 SOUTHBOUND ROAD: Rentacar Driveway 6005 DAY: Tueasday NORTHBOUND ROAD: Car Dealership Driveway 7th Street N. & Driveways WEATHER: clear WESTBOUND ROAD: 7th Street North Fairfax County,VA COUNTED BY: Dragan EASTBOUND ROAD: 7th Street North INPUTED BY: agan Southbound Westbound Northbound Eastbound North Time Rentacar Driveway 7th Street North Car Dealership Driveway 7th Street North Period Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total South West W+A JOB NO: INTERSECTION: LOCATION: East & & Total AM 15 Minute Volumes 6:30 AM - 6:45 AM :45 AM - 7:00 AM :00 AM - 7:15 AM :15 AM - 7:30 AM :30 AM - 7:45 AM :45 AM - 8:00 AM :00 AM - 8:15 AM :15 AM - 8:30 AM :30 AM - 8:45 AM :45 AM - 9:00 AM :00 AM - 9:15 AM :15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM :15 PM - 4:30 PM :30 PM - 4:45 PM :45 PM - 5:00 PM :00 PM - 5:15 PM :15 PM - 5:30 PM :30 PM - 5:45 PM :45 PM - 6:00 PM :00 PM - 6:15 PM :15 PM - 6:30 PM :30 PM - 6:45 PM :45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-20

65 Wells + Associates, Inc. McLean, Virginia Pedestrian Volume Survey PROJECT: W+A JOB NO: INTERSECTION: LOCATION: DATE: DAY: WEATHER: COUNTED BY: INPUTED BY: Glebe th Street N. & Driveways Rentacar Driveway 1 Fairfax County,VA 2 6/10/ Tueasday 7 3 clear 5 Dragan 6 agan Car Dealership Driveway 7th Street North 7th Street North North Time Movement Period Total AM 15 Minute Volumes 6:30 AM - 6:45 AM 6:45 AM - 7:00 AM 7:00 AM - 7:15 AM 7:15 AM - 7:30 AM 7:30 AM - 7:45 AM 7:45 AM - 8:00 AM 8:00 AM - 8:15 AM 8:15 AM - 8:30 AM 8:30 AM - 8:45 AM 8:45 AM - 9:00 AM 9:00 AM - 9:15 AM 9:15 AM - 9:30 AM Total AM One Hour Volumes 6:30 AM - 7:30 AM :45 AM - 7:45 AM :00 AM - 8:00 AM :15 AM - 8:15 AM :30 AM - 8:30 AM :45 AM - 8:45 AM :00 AM - 9:00 AM :15 AM - 9:15 AM :30 AM - 9:30 AM PM 15 Minute Volumes 4:00 PM - 4:15 PM 4:15 PM - 4:30 PM 4:30 PM - 4:45 PM 4:45 PM - 5:00 PM 5:00 PM - 5:15 PM 5:15 PM - 5:30 PM 5:30 PM - 5:45 PM 5:45 PM - 6:00 PM 6:00 PM - 6:15 PM 6:15 PM - 6:30 PM 6:30 PM - 6:45 PM 6:45 PM - 7:00 PM Total PM One Hour Volumes 4:00 PM - 5:00 PM :15 PM - 5:15 PM :30 PM - 5:30 PM :45 PM - 5:45 PM :00 PM - 6:00 PM :15 PM - 6:15 PM :30 PM - 6:30 PM :45 PM - 6:45 PM :00 PM - 7:00 PM A-21

66 Table A 1 Ballston Common Mall Residential Tower Wilson Boulevard Saturated Flow Measurements Eastbound Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway 4 02: : : : : : : : : : : : : : : : : : : : : : : : : : : :01.80 Total Time (sec): 7.57 Total Time (sec): 7.60 Total Time (sec): 6.53 Total Time (sec): 6.50 Average Headway (sec): 2.52 Average Headway (sec): 2.53 Average Headway (sec): 2.18 Average Headway (sec): 2.17 Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway 4 14: : : : : : : : : : : : : : : : : : : : :01.50 Total Time (sec): 7.43 Total Time (sec): 7.37 Total Time (sec): 6.63 Average Headway (sec): 2.48 Average Headway (sec): 2.46 Average Headway (sec): 2.21 Average Eastbound Headway: 2.36 seconds Calculated Eastbound Saturated Flow Rate: 1,520 pcphpl Westbound Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway 4 08: : : : : : : : : : : : : : : : : : : : :03.37 Total Time (sec): 5.03 Total Time (sec): 8.53 Total Time (sec): 7.73 Average Headway (sec): 1.68 Average Headway (sec): 2.84 Average Headway (sec): 2.58 Average Westbound Headway: 2.37 seconds Calculated Westbound Saturated Flow Rate: 1,520 pcphpl Average Wilson Boulevard Saturated Flow Rate: 1,520 pcphpl (At Intersection with N Randolph Street) Note: Based on measurements by Wells + Associates conducted on Tuesday, June 10, A-22

67 Table A 2 Ballston Common Mall Residential Tower Glebe Road Saturated Flow Measurements Northbound Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time 4 01: : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : :02.77 Total Time (sec): 8.50 Total Time (sec): Total Time (sec): 9.67 Total Time (sec): 9.67 Total Time (sec): 9.47 Total Time (sec): 6.83 Total Time (sec): Average Headway (sec): 2.13 Average Headway (sec): 2.58 Average Headway (sec): 2.42 Average Headway (sec): 2.42 Average Headway (sec): 2.37 Average Headway (sec): 1.71 Average Headway (sec): 2.53 Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time 4 07: : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : :02.47 Total Time (sec): 8.17 Total Time (sec): 9.47 Total Time (sec): 7.63 Total Time (sec): 8.67 Total Time (sec): 8.53 Total Time (sec): 9.37 Total Time (sec): Average Headway (sec): 2.04 Average Headway (sec): 2.37 Average Headway (sec): 1.91 Average Headway (sec): 2.17 Average Headway (sec): 2.13 Average Headway (sec): 2.34 Average Headway (sec): 2.51 Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time 4 14: : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : :02.77 Total Time (sec): 7.80 Total Time (sec): 8.57 Total Time (sec): 9.03 Total Time (sec): 7.07 Total Time (sec): 9.57 Total Time (sec): 8.97 Total Time (sec): 8.90 Average Headway (sec): 1.95 Average Headway (sec): 2.14 Average Headway (sec): 2.26 Average Headway (sec): 1.77 Average Headway (sec): 2.39 Average Headway (sec): 2.24 Average Headway (sec): 2.23 Average Northbound Headway: 2.22 seconds Calculated Northbound Saturated Flow Rate: 1,620 pcphpl Southbound Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway 4 02: : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : :02.47 Total Time (sec): 9.93 Total Time (sec): 9.23 Total Time (sec): Total Time (sec): 9.00 Total Time (sec): Total Time (sec): 7.63 Total Time (sec): 7.80 Average Headway (sec): 2.48 Average Headway (sec): 2.31 Average Headway (sec): 2.52 Average Headway (sec): 2.25 Average Headway (sec): 2.66 Average Headway (sec): 1.91 Average Headway (sec): 1.95 Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway 4 10: : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : :01.73 Total Time (sec): 7.97 Total Time (sec): 9.27 Total Time (sec): 7.30 Total Time (sec): 8.63 Total Time (sec): 9.43 Total Time (sec): 7.77 Total Time (sec): Average Headway (sec): 1.99 Average Headway (sec): 2.32 Average Headway (sec): 1.83 Average Headway (sec): 2.16 Average Headway (sec): 2.36 Average Headway (sec): 1.94 Average Headway (sec): 2.61 Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway Vehicle Time Headway 4 23: : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : :02.33 Total Time (sec): 8.40 Total Time (sec): Total Time (sec): 9.40 Total Time (sec): 8.67 Average Headway (sec): 2.10 Average Headway (sec): 2.72 Average Headway (sec): 2.35 Average Headway (sec): 2.17 Average Southbound Headway: 2.26 seconds Calculated Southbound Saturated Flow Rate: 1,600 pcphpl Average Glebe Road Saturated Flow Rate: 1,610 pcphpl (At Intersection with Wilson Boulevard) Note: Based on measurements by Wells + Associates conducted on Tuesday, June 10, A-23

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69 Appendix B Scope of Work Agreement

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