US 211/US 17/29 Bus (Broadview Avenue) Access Management Improvements

September 2015 Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St US 211/US 17/29 Bus (Broadview Avenue) Access Management Improvements rom South of rost Avenue to South of Winchester Street Town of Warrenton auquier County, Virginia

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 XCUTIV SUMMARY xisting and future traffic volumes and operations of the Broadview/ Shirley Avenue at rost Avenue/ Waterloo Street intersection were evaluated to identify operational deficiencies and recommend geometric improvements to reduce congestion as part of the Broadview Avenue Access Management Improvements project. Operational analyses using future 2040 AM, PM and Saturday peak hour volumes indicated the study intersection will operate at a deficient LOS during all peak hours, with significant delay and queues experienced along the Broadview/ Shirley Avenue and eastbound rost Avenue approaches under existing geometric conditions and signal control. Various alternative intersection improvements were evaluated to mitigate the operational deficiencies: 1. Alternative 1 Providing a single free southbound Broadview Avenue right-turn with a westbound rost Avenue acceleration/ weave lane and a second northbound Shirley Avenue left-turn lane under signal control 2. Alternative 2 Providing a double signalized southbound Broadview Avenue right-turn and a second northbound Shirley Avenue left-turn lane under signal control 3. Alternative 3 Reconstruct the intersection as a two-lane roundabout Alternatives 1 and 2 produce similar LOS at the study intersection, and not providing the northbound geometric improvements resulted in unacceptable LOS during the PM peak hour. Alternative 3 resulted in acceptable LOS during all peak hour when using the SIRA Standard Capacity Model; however it resulted in unacceptable LOS during the PM and Saturday peak hours when using the 2015 HCM Capacity Model calibrations in SIRA. Alternative 1 requires less base widening along Broadview and less signal impacts; however it requires base widening along rost Avenue, produces unsafe weaving and access conditions to Rappahannock Street and commercial driveways along westbound rost Avenue, and does not improve pedestrian safety across the southbound Broadview Avenue right-turn movement. Alternative 2 requires more base widening along Broadview and more significant modifications to the existing signal at the study intersection; however it has minimal impacts to westbound rost Avenue and improves pedestrian safety across the southbound Broadview Avenue right-turn movement with signal control. Alternative 3 has significant right-of-way impacts to adjacent properties from base widening of the east leg along Waterloo Street. Ingress to Rappahannock Street would be significantly impacted from westbound rost Avenue, and some commercial driveways would be impacted at the intersection. Pedestrian safety is a concern with uncontrolled marked pedestrian crossings at every intersection approach. Construction costs and the complexity of maintenance of traffic phasing would be significantly more for a two-lane roundabout than Alternatives 1 and 2. It is recommended to construct the southbound Alternative 2 geometric improvements for the Broadview Avenue Access Management project (if the budget allows), designed to accommodate the northbound improvements in the future. This alternative provides more safety for pedestrians and access along westbound rost Avenue while improving operations at the study intersection. Page i

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 AA/ Access Management/ Traffic Assessment Report Broadview Avenue Access Management Improvements XCUTIV SUMMARY... I I. INTROUCTION... 1 A. PROJCT SCRIPTION... 1 B. PROPOS IMPROVMNTS... 1 II. XISTING CONITIONS... 2 A. XISTING INTRSCTION CONTROL... 2 B. XISTING VOLUMS... 3 C. XISTING OPRATIONS... 3 III. UTUR CONITIONS... 5 A. UTUR VOLUMS... 5 B. UTUR NO-BUIL OPRATIONS... 6 IV. ALTRNATIV GOMTRIC IMPROVMNTS... 8 A. ALTRNATIV 1 SOUTHBOUN R RIGHT-TURN AN SCON NORTHBOUN LT- TURN... 8 B. ALTRNATIV 2 SCON SOUTHBOUN SIGNALIZ RIGHT-TURN AN SCON NORTHBOUN LT-TURN... 9 C. ALTRNATIVS 1 AN 2 INTRSCTION IMPROVMNT OPRATIONS... 10. ALTRNATIV 3 TWO-LAN ROUNABOUT... 14. AITIONAL INTRSCTION IMPROVMNT CONSIRATIONS... 18 V. SUMMARY AN RCOMMNATIONS... 19 APPNICS Appendix A Appendix B Appendix C Appendix Appendix Appendix Appendix G xisting Intersection Photographs xisting Signal Timing and Plans Turning Movement Counts xisting Operational Analyses uture No-Build Operational Analyses Proposed Alternative Improvements Concept Plans Proposed Alternative Improvements Operational Analyses Page ii

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 LIST O IGURS igure 1 Study Location Map. 2 igure 2 xisting 2014 Peak Hour Volumes 3 igure 3 uture 2040 Peak Hour Volumes.. 6 igure 4 Alternative 1 Proposed Lane Configurations...... 8 igure 5 Alternative 2 Proposed Lane Configurations...... 10 igure 6 Alternative 3 Roundabout Lane Configurations.. 15 LIST O TABLS Table 1 Level of Service Criteria 4 Table 2 xisting 2014 Intersection LOS Summary. 4 Table 3 xisting 2014 Approach Queuing Summary..... 5 Table 4 uture 2040 No-Build Intersection LOS Summary...... 7 Table 5 uture 2040 Approach Queuing Summary....... 7 Table 6 Proposed Alternatives 1 and 2 Intersection LOS Summary Without Northbound Improvements.... 11 Table 7 Proposed Alternatives 1 and 2 Approach Queuing Summary Without Northbound Improvements.... 12 Table 8 Proposed Alternatives 1 and 2 Intersection LOS Summary With Northbound Improvements.... 13 Table 9 Proposed Alternatives 1 and 2 Approach Queuing Summary With Northbound Improvements.... 14 Table 10 Alternative 3 Proposed Roundabout LOS Summary (SIRA Standard).... 16 Table 11 Alternative 3 Proposed Roundabout Approach Queuing Summary (SIRA Standard)....... 17 Table 12 Alternative 3 Proposed Roundabout LOS Summary (HCM 2015).. 17 Table 13 Alternative 3 Proposed Roundabout Approach Queuing Summary (HCM 2015)...... 18 Page iii

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 I. INTROUCTION As requested by the Virginia epartment of Transportation (VOT), Wallace Montgomery (WM) has developed the following report to evaluate the existing and future intersection capacity and operations of the US 211/ US 17/ 29 Business (Broadview Avenue) and US 211 (rost Avenue)/ US 211 Business (Waterloo Street) intersection in the Town of Warrenton. As part of the Broadview Avenue Access Management Improvement project, this report includes a summary of the existing and future 2040 horizon year traffic volumes and analyses at the study intersection to identify the operational deficiencies. Solutions to improve intersection operations that could be incorporated into the project were then determined. A. Project escription The Project is located in the Town of Warrenton, auquier County, Virginia. The project limits begin south of the US 211 (rost Avenue)/ US 211 Business (Waterloo Street) intersection and the northern limit is south of the US 17/ Winchester Street intersection. This study focuses on the Broadview Avenue (US 211/ US 17/29 Bus)/ Shirley Avenue (US 17/29 Bus) at rost Avenue (US 211)/ Waterloo Street (US 211 Bus) intersection at the southern limits of the project. igure 1 displays a map of the study corridor and intersection. Broadview Avenue, throughout the project limits, is categorized as an Urban Other Principal Arterial. The typical roadway section throughout the majority of the project limits consists of a six-lane cross section with two thru lanes and a striped continuous left-turn lane in each direction, creating corridor-wide opposing left turn lanes. Roadway geometrics vary at the signalized study intersection at US 211 (rost Avenue)/ US 211 Business (Waterloo Street). The posted speed limit is 40 mph along Broadview Avenue and rost Avenue and 25 mph along Waterloo Street. B. Proposed Improvements The focus of the Broadview Avenue Access Management Improvement project is to construct raised medians and dedicated left turn lanes at strategic locations within the project corridor limits to improve safety. Proposed improvements will also include milling and resurfacing of the existing roadway, bicycle and pedestrian improvements (AA upgrades), signing, pavement marking, signalization and lighting modifications. Alternative geometric layouts for the signalized study intersection of Broadview/ Shirley Avenue at rost Avenue/ Waterloo Street are also being investigated by the esign Team. Proposed geometric improvements at this intersection may require base roadway widening, full depth pavement reconstruction, traffic signal modifications or total intersection reconstruction in order to properly address operational deficiencies. Page 1

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 II. XISTING CONITIONS A. xisting Intersection Control igure 1 Study Location Map (Google Maps) Broadview/Shirley Avenue at rost Avenue/ Waterloo Street is a four-legged signalized intersection. The signal control is a NMA six-phase actuated un-coordinated system, with protected left-turn movements along the mainline Broadview/ Shirley Avenue approaches and split phasing along the minor rost Avenue/ Waterloo Street approaches. edicated left-turn lanes are provided along the Broadview/ Shirley Avenue approaches and dedicated channelized right-turn lanes are provided along all four approaches under yield control. Signalized pedestrian-actuated marked crossings are provided across all four legs of the intersection with uncontrolled marked crossing across the channelized right-turn lanes. Photos of the study intersection are provided in Appendix A, and existing signal timings and plans are included in Appendix B. Page 2

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 B. xisting Volumes A thirteen (13) hour turning movement count of vehicular, pedestrian and bicycle traffic was performed on Thursday, October 24, 2014 and Saturday, October 26, 2014 at the Broadview/ Shirley Avenue and rost Avenue/ Waterloo Street study intersections. Public schools were in session during the weekday count, and no special events in Warrenton were taking place during the weekend count. The Virginia Gold Cup Steeplechase was taking place in nearby The Plains that Saturday, which may have slightly increased traffic volumes along Broadview Avenue and rost Avenue. AM, PM and Saturday peak hour volumes are summarized in igure 2, and detailed traffic count data is included in Appendix C. C. xisting Operations igure 2 xisting 2014 Peak Hour Volumes Operational analyses of the existing peak hour volumes were developed for the study intersection in accordance with the Highway Capacity Manual (HCM) technique for signalized intersections using the Synchro 9 and SimTraffic modeling software. The HCM technique quantifies a Level of Service (LOS) grade for an intersection based on average vehicle delay. Table 1 summarizes the meaning of the various LOS grades (A - ) for various types of intersection control. Page 3

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 LOS Signalized Control elay (sec/veh) Table 1 Level of Service Criteria Stop/ Roundabout Control elay Characteristics (sec/veh) A <= 10.0 <= 10.0 ree traffic flow with high level of maneuverability B 10.1 20.0 10.1 15.0 C 20.1 35.0 15.1 25.0 35.1 55.0 25.1 35.0 55.1 80.0 35.1 50.0 > 80.0 > 50.0 Stable traffic flow with maneuverability affected by other users within traffic stream Stable traffic flow with maneuverability affected by other users within traffic stream High density but stable traffic flow with speed and freedom to maneuver in traffic stream severely restricted Unstable traffic flow with freedom to maneuver in traffic stream very difficult Breakdown in traffic flow with queues forming and operations within traffic stream characterized by stop and go Overall LOS Table 2 summarizes the HCM LOS results, Table 3 summarizes the resulting 95 th percentile queues based on SimTraffic analyses, and detailed analysis worksheets are included in Appendix. Currently the rost Avenue/ Waterloo Street intersection operates at a deficient LOS during the PM and Saturday peak hours, with significant delay and queues experienced along the Broadview/ Shirley Avenue and eastbound rost Avenue approaches. The eastbound rost Avenue and northbound Shirley Avenue left-turn and southbound Broadview Avenue right-turn movements exhibit most of the operational deficiencies. Table 2 xisting 2014 Intersection LOS Summary Level of Service Per Movement By Approach (elay in sec/veh) astbound rost Westbound Waterloo Northbound Shirley Southbound Broadview LT TH RT LT TH RT LT TH RT LT TH RT AM Peak Hour (46.4) (112.4) (102.2) (40.7) (96.5) (246.4) (40.4) (96.3) (248.9) C (28.1) (49.0) (41.2) (59.1) (56.9) (60.7) (49.3) (113.8) (355.3) (248.7) (46.1) C (28.9) C (21.8) (40.2) C (23.3) B (17.9) (87.2) (61.7) (57.0) (43.0) (38.5) (58.2) (67.1) (39.4) (83.3) (53.2) PM Peak Hour (49.0) (91.5) (77.8) (145.5) (113.3) SATURAY Peak Hour B (19.6) (213.3) (51.4) (87.2) (55.8) C (25.4) (158.0) (75.0) Page 4

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 Table 3 xisting 2014 Intersection Queuing Summary irection Movement Storage Length Available (ft) 95th Percentile Queue Length (ft) AM PM SAT B WB NB SB Southbound PM thru queues include right turn queues spilling back into the thru lane. III. UTUR CONITIONS A. uture Volumes L - 472 420 857 LT - 471 392 825 R 605 194-623 LT 290 149 279 172 TH - 77 260 54 R 225 43 43 80 L 585 264 565 543 TH - 187 418 317 R 250 18 141 - L 825 163 117 184 TH - 162 639 200 R 400-446 - uture 2040 volumes were developed by increasing the 2014 volumes along Broadview Avenue, Shirley Avenue and rost Avenue using a nominal 0.70% annual growth rate as directed by VOT. Volumes along Waterloo Street were not adjusted as development along this roadway has saturated conditions and future traffic growth will be negligible. The AA/ Access Management/ Traffic Assessment Report proposed a raised median along Broadview Avenue, which will result in additional left-turn and U-turn movements anticipated at the rost Avenue/ Waterloo Street intersection. The additional turning movements were included in the future volumes for this study. uture AM, PM and Saturday peak hour volumes are summarized in igure 3. Page 5

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 B. uture No-Build Operations igure 3 uture 2040 Peak Hour Volumes Operational analyses of the future 2040 peak hour volumes were developed for the study intersection under existing geometric and signal control (no-build) in accordance with the HCM technique. Signal timing and splits were optimize to adjust for the revised volumes. Table 4 summarizes the LOS results, Table 5 summarizes the resulting queues, and detailed analysis worksheets are included in Appendix. The rost Avenue/ Waterloo Street intersection will operate at a deficient LOS during all peak hours, with continued significant delays and queues experienced along the Broadview/ Shirley Avenue and eastbound rost Avenue approaches. Page 6

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 Table 4 uture 2040 No-Build Intersection LOS Summary Overall LOS Level of Service Per Movement By Approach (elay in sec/veh) astbound rost Westbound Waterloo Northbound Shirley Southbound Broadview LT TH RT LT TH RT LT TH RT LT TH RT AM Peak Hour (59.0) (56.8) (55.3) C (30.0) (59.7) (57.0) (167.8) (48.4) (40.9) (73.4) (48.7) (51.7) (58.6) (85.4) (50.7) (46.5) PM Peak Hour (192.7) (173.9) (373.7) (415.5) (373.5) (422.8) (54.2) (52.8) (84.7) (61.1) (54.9) (57.5) (620.3) (290.5) C (28.7) C (32.5) C (22.0) C (25.5) (73.7) (74.9) (27.7) (340.8) (192.7) (238.6) (135.5) SATURAY Peak Hour C (26.6) (358.2) (59.4) (106.5) (139.2) (211.8) (211.7) Table 5 uture 2040 No-Build Approach Queuing Summary irection Movement Storage Length Available (ft) 95th Percentile Queue Length (ft) AM PM SAT L - 540 412 951 B LT - 532 402 954 R 605 - - 859 LT 290 178 333 200 WB TH - 135 260 145 R 225 43 272 67 L 585 382 681 448 NB TH - 207 898 281 R 250 18 123 64 L 825 144 132 198 SB TH - 229 1010 761 R 400 186 254 294 Southbound PM and Saturday thru queues include right turn queues spilling back into the thru lane. Page 7

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 IV. ALTRNATIV GOMTRIC IMPROVMNTS The Broadview/ Shirley Avenue and rost Avenue/ Waterloo Street intersection was further evaluated to determine the geometric improvements required to mitigate the operational deficiencies. Various alternative lane configurations, signal phases/ timings and intersection control were reviewed to increase capacity and traffic flow through the intersection. A. Alternative 1 Southbound ree Right-Turn and Second Northbound Left-Turn Providing an acceleration lane serving the existing southbound Broadview Avenue rightturn lane and a second northbound Shirley Avenue left-turn lane will address most of the capacity deficiencies. The addition of the acceleration lane for the southbound right-turn movement would reduce the need for right-turn traffic to yield, thereby reducing the delay and resulting queues that impact the adjacent southbound travel lanes. The addition of a second northbound left-turn lane would provide additional capacity through the intersection for this high volume movement. The northbound Shirley Avenue separate channelized right-turn lane can be removed, providing a shared thru-right turn lane without adversely impacting the intersection operations. The signal timing cycle length and approach splits would require to be optimized to efficiently accommodate the proposed configurations. The existing and proposed lane configuration improvements and recommended dedicated turn lane lengths are displayed in igure 4, and a conceptual design plan is provided in Appendix. igure 4 Alternative 1 Lane Configurations Providing an acceleration lane for the southbound Broadview Avenue right-turn would require base widening along westbound rost Avenue, west of the study intersection. An acceleration lane and taper length of approximately 300 feet each can be accommodated without impacting the existing culvert along westbound rost Avenue. These lengths are AASHTO compliant based on an entrance design speed of 30 mph merging into a travel lane at 40 mph (the posted speed along rost Avenue that is introduced downstream at the culvert). It is recommended to reconstruct the southbound channelized right-turn island with a smaller 30 mph design radius (275 feet) to accommodate the base widening and create additional acceleration length. Page 8

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 xisting access to Rappahannock Street and two commercial driveways are located along westbound rost Avenue within the limits of the proposed acceleration lane. The installation of the acceleration would eliminate the dedicated auxiliary lane conditions to these access points, where the taper for the acceleration lane would be located within the commercial driveways. The proposed conditions would create a weave condition between the southbound Broadview Avenue right-turn traffic and traffic accessing to/from the commercial driveway, which produces a potentially unsafe condition for the access points. Providing a second left-turn lane along northbound Shirley Avenue would require the south leg median to be reconstructed, and the existing southbound dedicated left-turn lanes to access the commercial driveways along northbound Shirley Avenue, south of the study intersection, would be impacted. Signal modifications would be required to accommodate a second northbound left-turn lane signal, and removing the Shirley Avenue channelized island would require replacing the existing mast arm pole. However the southbound right-turn lane improvements would not impact the existing signal. The existing pedestrian marked crossings across the southbound right-turn lane would remain uncontrolled. B. Alternative 2 Second Southbound Signalized Right-Turn and Second Northbound Left-Turn Providing a second southbound Broadview Avenue right-turn lane and a second northbound Shirley Avenue left-turn lane will also address most of the capacity deficiencies. The addition of the second southbound right-turn lane would require the right turn movement to be signalized with permissive right-turn overlap phasing concurrent with the eastbound rost Avenue phase. The left-most right turn lane would be prohibited to turn on a red signal indication. The northbound Shirley Avenue improvements and impacts are the same as Alternative 1. The signal timing cycle length and approach splits would require to be optimized to efficiently accommodate the proposed configurations. The existing and proposed lane configuration improvements and recommended dedicated turn lane lengths are displayed in igure 5, and a conceptual design plan is provided in Appendix. igure 5 Alternative 2 Lane Configurations Page 9

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 Providing a second southbound Broadview Avenue right-turn lane would require southbound base widening that will impact the adjacent commercial driveways, and the right-turn channelization island would need to be significantly reduced. In addition to the signal impacts as described for Alternative 1; Alternative 2 would impact the existing signal controller cabinet, signal poles, junction boxes, conduit and associated cable within the southbound right-turn channelization island. The signalization for the southbound double right-turn lanes would require an additional mast arm. The existing signal would need to be reconstructed to accommodate the additional signalization and impacts to the channelized island. The proposed southbound Broadview Avenue right-turn improvements will improve pedestrian accommodations by providing a controlled marked crossing with the signalization. C. Alternatives 1 and 2 Intersection Improvement Operations Operational analyses of the alternative signalized intersection improvements using future 2040 peak hour volumes were developed for the study intersection in accordance with the 2010 HCM technique. It is understood that fully incorporating the proposed improvements to northbound Shirley Avenue may not fit within the intended scope of the project. Therefore analyses were developed with and without the inclusion of northbound Shirley Avenue improvements to understand the operational effects if these improvements were not included in the project. Tables 6 and 7 summarize the LOS and resulting queues without the northbound improvements, Tables 8 and 9 summarize the LOS and resulting queues with the northbound improvements, and detailed analysis worksheets are included in Appendix G. Both alternatives provide similar operational results, both with and without the northbound improvements. The northbound improvement has the most impact on the PM operations, resulting in acceptable northbound approach and overall LOS during this peak hour if implemented. The overall LOS during the Saturday peak period will be at unacceptable levels due to significant delays along the eastbound rost Avenue approach for both alternatives. Page 10

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 Table 6 Proposed Alternatives 1 and 2 Intersection LOS Summary Without Northbound Improvements Proposed Alternative Overall LOS Level of Service Per Movement By Approach (elay in sec/veh) astbound rost Westbound Waterloo Northbound Shirley Southbound Broadview LT TH RT LT TH RT LT TH RT LT TH RT AM Peak Hour Alternative 1 Single ree SB RT Alternative 2 ouble SB RT Alternative 1 Single ree SB RT Alternative 2 ouble SB RT Alternative 1 Single ree SB RT Alternative 2 ouble SB RT (46.2) (47.7) (69.8) (84.3) (68.3) (73.0) (46.9) (46.9) (76.3) (63.6) (209.2) (209.2) (46.1) (46.1) (76.3) (63.9) (211.8) (211.8) C (27.4) C (27.4) (42.1) (39.6) (37.0) (37.0) (63.7) (60.5) (60.5) (56.0) (56.0) SATURAY Peak Hour (55.4) (49.1) (49.1) (109.9) (109.9) (303.6) (424.9) (72.0) (72.0) (48.7) (48.7) (49.5) (53.6) C (31.6) C (31.6) (41.1) (41.1) (36.8) (39.3) C (24.3) C (24.3) (73.4) (73.4) (100.9) (80.3) (62.9) (62.9) (52.0) (43.3) (62.4) (67.5) C (32.1) (63.7) (43.3) (62.4) PM Peak Hour (72.4) (72.8) (68.4) (72.4) (61.3) (68.4) (52.0) (67.5) (36.0) (59.8) (143.9) C (22.7) (58.9) (185.1) (42.2) C (33.3) (181.6) (52.4) (43.0) B (19.8) (181.6) (55.4) C (33.3) (52.4) (43.0) C (30.3) Since a left-most signalized double right-turn lane is prohibited to turn under a red indication and Synchro cannot accurately model this condition, Alternative 2 was modelled with the southbound double right-turn movement prohibited to turn on red as a worse-case scenario. A (0.5) A (11.0) A (3.9) C (26.6) A (4.6) C (22.5) Page 11

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 Table 7 Proposed Alternatives 1 and 2 Approach Queuing Summary Without Northbound Improvements Proposed Alternative Alternative 1 Single ree SB RT Alternative 2 ouble SB RT irection B WB NB SB B WB NB SB Movement Storage Length Available (ft) 95th Percentile Queue Length (ft) AM PM SAT L - 508 537 804 LT - 511 526 779 R 605 - - 549 LT 290 153 382 204 TH - 114 329 94 R 225 72 55 75 L 585 285 697 339 TH - 211 1335 284 R 250-142 - L 250 213 214 275 TH - 247 865 371 R 400 - - - L - 513 508 862 LT - 444 472 839 R 605 - - 685 LT 290 185 386 204 TH - 129 329 177 R 225 38 72 64 L 585 347 641 372 TH - 230 1461 266 R 250-158 257 L 250 191 250 224 TH - 216 363 220 R 400 - - - Page 12

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 Proposed Alternative Table 8 Proposed Alternatives 1 and 2 Intersection LOS Summary With Northbound Improvements Overall LOS astbound rost Level of Service Per Movement By Approach (elay in sec/veh) Westbound Waterloo Northbound Shirley Southbound Broadview LT TH RT LT TH RT LT TH RT LT TH RT AM Peak Hour Alternative 1 Single ree SB RT (42.6) (53.2) (52.2) A (4.6) (67.1) B (15.1) (73.7) (48.3) (80.9) (46.1) (44.6) (46.3) (56.2) C (29.6) A (0.5) Alternative 2 ouble SB RT (44.8) (49.2) (48.2) C (28.1) (63.7) (60.5) (69.3) (45.2) (62.4) (55.0) (48.5) (73.4) (46.1) C (32.6) A (9.0) Alternative 1 Single ree SB RT Alternative 2 ouble SB RT Alternative 1 Single ree SB RT Alternative 2 ouble SB RT (50.6) (55.7) (66.5) (69.6) (77.8) (65.9) (209.2) (209.2) (78.0) (66.0) (211.8) (211.8) (42.3) (40.1) (37.0) (37.0) (73.3) (56.2) (56.2) (49.1) (49.1) (89.1) (98.7) (53.4) (53.4) (49.9) (53.7) C (32.0) C (32.0) (80.3) (80.3) (62.9) (62.9) C (52.9) (74.3) (69.2) (63.8) C (20.1) (181.7) PM Peak Hour (73.3) (63.3) (69.2) (69.7) SATURAY Peak Hour (55.4) (55.4) (52.4) (38.1) (55.7) (40.3) C (27.4) (181.6) (52.4) (38.1) B (18.0) C (27.4) C (24.9) Since a left-most signalized double right-turn lane is prohibited to turn under a red indication and Synchro cannot accurately model this condition, Alternative 2 was modelled with the southbound double right-turn movement prohibited to turn on red as a worse-case scenario. A (3.9) C (25.4) A (4.6) B (16.4) Page 13

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 Table 9 Proposed Alternatives 1 and 2 Approach Queuing Summary With Northbound Improvements Proposed Alternative Alternative 1 Single ree SB RT Alternative 2 ouble SB RT irection B WB NB SB B WB NB SB. Alternative 3 Two-Lane Roundabout Storage Movement Length 95th Percentile Queue Length (ft) Available (ft) AM PM SAT L - 556 585 902 LT - 511 531 888 R 605-194 781 LT 290 193 348 238 TH - 128 318 178 R 225 64 63 68 2L 500 194 472 179 TH - 246 362 280 TR - 209 380 269 L 250 207 258 253 TH - 246 850 478 R 400-500 381 L - 496 539 808 LT - 481 483 775 R 605 - - 507 LT 290 164 355 216 TH - 111 303 165 R 225 64 88 111 2L 500 197 504 212 TH - 259 356 257 TR - 228 348 234 L 250 174 202 265 TH - 217 347 228 2R 400-355 206 A two-lane roundabout was also evaluated at the study intersection to determine if this alternative control would be geometrically and operationally feasible. igure 6 displays the proposed roundabout configuration, and a conceptual design plan is provided in Appendix. The following impacts and concerns are associated with the installation of a two-lane roundabout: Significant right-of-way impacts to the adjacent properties in the northeast and southeast corner from base widening of the east leg along Waterloo Street. Some base widening is required for the north leg along Broadview Avenue. riveway to the adjacent northeast corner property would be impacted. Construction costs and the complexity of maintenance of traffic phasing would be significantly more than Alternatives 1 and 2. There would be more marked pedestrian crossings, where all crossings would be Page 14

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 unprotected. This is a safety concern, when a priority of this project is to improve pedestrian accessibility. Ingress to Rappahannock Street from the circulating lane to westbound rost Avenue requires crossing the southbound Broadview Avenue right-turn entrance lane, which has little weaving room. The diameter of the roundabout shown in Appendix would require large trucks to utilize both lanes in the circle. A larger diameter roundabout with wider circulating lanes would further increase the footprint of the roundabout and increase outside impacts. igure 6 Alternative 3 Roundabout Lane Configuration Operational analyses of the two-lane roundabout using future 2040 peak hour volumes were developed for the study intersection using the SIRA roundabout modeling software, using both the SIRA Standard and the 2015 HCM capacity model methods (updated capacity calibrations to the 2010 HCM model in SIRA). VOT s operational analysis guidelines recommend the SIRA Standard model; however the latest 2015 HCM model was included to compare the resulting delay LOS and queues. Table 10 summarizes the LOS results and Table 11 summarizes the resulting queues based on the SIRA model method, and Tables 12 and 13 summarize the LOS and queue results based on the HCM 2015 model method. Resulting operational analysis worksheets are included in Appendix G. The results of the SIRA Standard model indicate very promising operations with Page 15

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 Overall LOS A (9.0) B (13.6) acceptable LOS and queues along all approaches of the roundabout during all peak hours. By contrast the 2015 HCM model results indicate several operational deficiencies during all peak hours. The northbound Shirley Avenue and eastbound rost Avenue approach exhibit unacceptable LOS during all peak hours, with unacceptable overall intersection LOS during the PM and Saturday peak hours. Westbound Waterloo Street exhibits high delays and queues during the PM peak hour, northbound Shirley Avenue exhibits significant queues during the PM peak hour, and eastbound rost Avenue also exhibits significant queues during the Saturday peak hour. A third circulating lane would be required to mitigate these operational deficiencies, which is not considered a feasible intersection design. Compared to Alternatives 1 and 2 based on the 2015 HCM model, Alternative 3 exhibits similar LOS results during the AM and Saturday peak hours (though with lower delay). However the PM operations are worse with the two-lane roundabout. The SIRA Standard model results for Alternative 3 far exceed Alternative 1 and 2. Table 10 Alternative 3 Roundabout LOS Summary (SIRA Standard) LT TH RT LT TH RT LT TH RT LT TH RT AM Peak Hour B (13.3) C (16.3) C (17.2) B (12.4) B (14.7) C (15.6) Level of Service Per Movement By Approach (elay in sec/veh) astbound rost Westbound Waterloo Northbound Shirley Southbound Broadview B (12.4) B (14.7) C (15.6) A (7.2) (26.5) A (10.0) A (7.2) (26.5) A (10.0) A (8.8) B (13.2) B (14.7) B (12.3) C (22.3) C (21.1) B (10.6) C (19.7) C (18.4) B (10.2) C (19.2) C (17.6) A (5.0) C (15.2) A (7.4) A (4.5) B (13.0) A (7.8) B (11.1) A (2.6) PM Peak Hour B (13.2) C (15.9) C (23.3) C (20.6) A (6.0) SATURAY Peak Hour A (6.5) B (10.5) C (16.7) B (12.2) C (19.2) A (3.1) LOS criteria for roundabouts are same as stop controlled intersections (see Table 1) A (0.0) A (0.0) A (0.0) Page 16

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 Table 11 Alternative 3 Roundabout Approach Queuing Summary (SIRA Standard) Storage 95th Percentile Queue Length Length irection Movement (ft) Available (ft) AM PM SAT B L - 100 99 115 LTR - 100 99 115 WB LT - 29 182 50 R 225 23 41 57 NB LT - 60 143 117 TR - 65 155 130 LT - 26 139 56 SB TH - 28 166 62 R 150 0 0 0 Overall LOS (28.4) (74.5) (49.8) Table 12 Alternative 3 Roundabout LOS Summary (HCM 2015) LT TH RT LT TH RT LT TH RT LT TH RT (38.3) (43.9) (101.9) (36.6) (41.6) (99.2) Level of Service Per Movement By Approach (elay in sec/veh) astbound rost Westbound Waterloo Northbound Shirley Southbound Broadview (36.6) (41.6) (99.2) C (23.5) (336.1) (44.7) C (23.5) (336.1) (44.7) AM Peak Hour B (13.4) C (15.7) (52.4) (119.1) SATURAY Peak Hour C (21.9) (93.3) (48.5) (115.9) (89.6) LOS criteria for roundabouts are same as stop controlled intersections (see Table 1) (47.3) (115.1) (88.3) A (7.7) C (21.7) B (13.9) A (7.7) (37.7) C (19.5) (49.7) A (4.2) PM Peak Hour C (21.7) (43.3) (258.5) (117.0) A (9.6) B (13.9) (101.1) (34.0) (90.6) A (6.0) A (0.0) A (0.0) A (0.0) Page 17

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 Table 13 Alternative 3 Roundabout Approach Queuing Summary (HCM 2015) Storage 95th Percentile Queue Length Length irection Movement (ft) Available (ft) AM PM SAT B L - 331 222 854 LTR - 331 222 854 WB LT - 50 1736 97 R 225 24 36 57 NB LT - 167 905 524 TR - 173 998 572 LT - 41 148 106 SB TH - 41 148 106 R 150 0 0 0 The geometric impacts and costs of installing a two-lane roundabout are more significant than Alternatives 1 and 2. Therefore Alternative 3 is not recommended for this project.. Additional Intersection Improvement Considerations Additional intersection improvements were evaluated that did not provide better resulting operational improvements as Alternatives 1-3 for the study intersection and therefore were not carried forward for further study. Other eastbound rost Avenue lane configurations separating the left-turn movements and changing signal phasing and timings proved to be ineffective to improve the Saturday peak hour operations at this intersection without adversely impacting the operations during the weekday peak hours. Providing a southbound Broadview Avenue free right-turn using the right-most (outer) westbound rost Avenue travel lane as an add-lane and limiting a single through movement along the westbound Waterloo Street approach resulted in significant adverse operational impacts during the PM peak hour. A Continuous low Intersection (CI) design would require a much larger footprint that would expand the limits of work and limit access to adjacent businesses. A CI would also create unsafe pedestrian crossing conditions by increasing the crossing lengths, which is counterintuitive to the purpose and need of this project. Additional signalization and interconnect would be required, further increasing the cost of the intersection improvement. A Superstreet or Median U-Turn design would not work operationally with the high leftturn volumes at this intersections. Page 18

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 V. SUMMARY AN RCOMMNATIONS The operations of the Broadview/ Shirley Avenue and rost Avenue/ Waterloo Street intersection were evaluated based on existing and future 2040 volume conditions with proposed raised median improvements along Broadview Avenue. The intersection will operate at an unacceptable LOS under existing geometry and control conditions during peak hour times in the future; and various alternative intersection improvements were evaluated to mitigate the operational deficiencies with minimal impacts to adjacent properties, driveway access and pedestrian accessibility. The following two alternative geometric intersection improvements provided the most desirable results: 1. Alternative 1 Providing a single free southbound Broadview Avenue right-turn with a westbound rost Avenue acceleration/ weave lane and a second northbound Shirley Avenue left-turn lane under signal control 2. Alternative 2 Providing a double signalized southbound Broadview Avenue right-turn and a second northbound Shirley Avenue left-turn lane under signal control Both alternatives produce similar resulting LOS at the study intersection, and not providing the northbound geometric improvements resulted in unacceptable LOS during the PM peak hour. Alternative 1 requires less base widening along southbound Broadview Avenue and less signal impacts. However it requires base widening along rost Avenue, produces unsafe weaving and access conditions to Rappahannock Street and commercial driveways along westbound rost Avenue, and does not improve pedestrian safety across the southbound Broadview Avenue right-turn movement. Alternative 2 requires base widening along southbound Broadview Avenue and more significant modifications to the existing signal at the study intersection. However it has minimal impacts to westbound rost Avenue and improves pedestrian safety across the southbound Broadview Avenue right-turn movement with signal control. It is recommended to construct the northbound and southbound Alternative 2 geometric improvements for the Broadview Avenue Access Management project (if the budget allows). This alternative provides improved safety for pedestrians and access along westbound rost Avenue while improving overall operations at the study intersection. Page 19

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 APPNIX A xisting Intersection Photographs

astbound rost Avenue Approach Looking ast Waterloo Street Approach Looking ast

Shirley Avenue Approach Looking North Broadview Avenue Approach Looking North

Westbound rost Avenue at Rappahannock Street Looking ast Westbound rost Avenue at Broadview Avenue Looking West

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 APPNIX B xisting Signal Timing and Plans

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 APPNIX C Turning Movement Counts

Request No.: Job No.: Location: Broadview Avenue/ W. Shirley Avenue @ rost Avenue/ Waterloo Street County: auquier, VA ate: 10/23/2014 Thursday Town: Warrenton Recorder: LCM JM Weather: Clear, Cool Interval (dd) : 15 (In Minutes) PAK AM PRIO Start nd Volume PM PRIO Start nd Volume HOURS 6:00AM-12:00PM 07:00 08:00 2623 12:00PM-7:00PM 16:45 17:45 3712 Street Name--> Broadview Avenue W. Shirley Avenue Waterloo Street rost Avenue HOUR rom North rom South rom ast rom West GRAN NING L T R TOT L T R TOT L T R TOT L T R TOT TOTAL 00:15 0 0 0 0 0 00:30 0 0 0 0 0 00:45 0 0 0 0 0 01:00 0 0 0 0 0 01:15 0 0 0 0 0 01:30 0 0 0 0 0 01:45 0 0 0 0 0 02:00 0 0 0 0 0 02:15 0 0 0 0 0 02:30 0 0 0 0 0 02:45 0 0 0 0 0 03:00 0 0 0 0 0 03:15 0 0 0 0 0 03:30 0 0 0 0 0 03:45 0 0 0 0 0 04:00 0 0 0 0 0 04:15 0 0 0 0 0 04:30 0 0 0 0 0 04:45 0 0 0 0 0 05:00 0 0 0 0 0 05:15 0 0 0 0 0 05:30 0 0 0 0 0 05:45 0 0 0 0 0 06:00 0 0 0 0 0 06:15 1 31 15 47 7 51 1 59 2 5 2 9 142 5 2 149 264 06:30 0 49 24 73 12 53 0 65 3 1 8 12 166 11 14 191 341 06:45 6 59 37 102 16 50 2 68 7 5 7 19 135 15 18 168 357 07:00 6 84 53 143 25 58 4 87 8 15 7 30 157 26 32 215 475 07:15 22 74 127 223 63 70 6 139 4 53 17 74 142 29 41 212 648 07:30 30 64 139 233 56 91 8 155 7 25 36 68 223 39 52 314 770 07:45 9 102 46 157 24 90 7 121 9 5 18 32 178 50 37 265 575 08:00 20 98 55 173 30 101 6 137 10 16 15 41 170 59 50 279 630 08:15 11 136 71 218 32 101 2 135 13 17 19 49 138 45 33 216 618 08:30 18 113 54 185 27 71 8 106 11 15 18 44 121 35 33 189 524 08:45 25 105 69 199 26 107 11 144 5 8 8 21 167 42 32 241 605 09:00 11 119 67 197 28 94 9 131 15 22 14 51 133 40 37 210 589 09:15 19 122 65 206 38 106 6 150 12 22 30 64 94 25 18 137 557 09:30 18 97 66 181 33 112 5 150 12 21 15 48 116 39 1 156 535 09:45 13 106 63 182 36 113 9 158 18 18 20 56 97 16 17 130 526 10:00 13 100 57 170 28 100 13 141 13 17 27 57 123 34 32 189 557 10:15 9 100 65 174 35 112 4 151 7 14 11 32 97 14 12 123 480 10:30 9 95 104 208 27 100 10 137 12 23 14 49 99 20 38 157 551 10:45 11 116 76 203 36 93 5 134 21 16 19 56 105 31 26 162 555 11:00 30 134 103 267 43 143 8 194 14 17 24 55 94 23 20 137 653 11:15 22 89 74 185 43 123 8 174 10 24 27 61 86 17 22 125 545 11:30 15 136 88 239 42 134 6 182 14 19 36 69 104 16 30 150 640 11:45 19 147 95 261 49 173 9 231 12 26 32 70 92 23 22 137 699 12:00 17 141 105 263 37 152 10 199 9 9 35 53 90 25 31 146 661 12:15 20 132 83 235 52 179 9 240 15 34 45 94 86 23 21 130 699 12:30 19 129 113 261 43 110 8 161 10 20 38 68 95 22 27 144 634 12:45 23 151 103 277 56 136 9 201 12 22 27 61 110 15 55 180 719 13:00 24 153 109 286 40 137 9 186 16 28 29 73 81 32 15 128 673 13:15 29 170 117 316 46 122 6 174 21 30 17 68 97 33 16 146 704 13:30 26 138 115 279 53 133 6 192 25 24 18 67 76 20 36 132 670 13:45 18 159 105 282 56 121 10 187 9 17 32 58 83 20 20 123 650 14:00 35 155 113 303 44 127 8 179 18 22 32 72 90 27 33 150 704 14:15 26 125 116 267 50 127 9 186 11 20 33 64 106 19 29 154 671 14:30 23 141 138 302 73 144 6 223 15 33 29 77 88 31 19 138 740 14:45 23 127 145 295 55 123 8 186 15 42 28 85 111 31 39 181 747 15:00 31 158 174 363 65 135 4 204 17 51 38 106 170 50 49 269 942 15:15 23 119 174 316 56 112 8 176 8 43 36 87 139 46 27 212 791 15:30 12 153 201 366 66 140 6 212 21 64 43 128 116 19 43 178 884 15:45 25 143 189 357 67 144 13 224 19 52 13 84 100 24 17 141 806 16:00 15 157 202 374 70 164 4 238 7 35 8 50 95 20 20 135 797 16:15 27 170 207 404 62 153 11 226 19 54 33 106 110 37 25 172 908 16:30 20 141 199 360 64 122 5 191 19 60 28 107 100 28 32 160 818 16:45 24 145 221 390 83 159 3 245 14 75 28 117 96 23 27 146 898 17:00 9 149 226 384 83 141 6 230 18 69 32 119 108 23 14 145 878 17:15 22 172 244 438 90 150 3 243 18 83 24 125 105 24 13 142 948 17:30 20 135 259 414 81 135 7 223 18 83 37 138 116 47 22 185 960 17:45 22 138 228 388 100 161 7 268 10 69 31 110 123 21 16 160 926 18:00 17 123 224 364 71 121 4 196 7 47 28 82 106 17 22 145 787 18:15 17 129 225 371 76 111 7 194 10 33 21 64 106 26 21 153 782 18:30 15 128 201 344 46 98 9 153 10 28 17 55 130 21 25 176 728 18:45 26 128 188 342 71 98 5 174 10 32 17 59 99 21 36 156 731 19:00 15 114 219 348 42 106 5 153 16 24 32 72 116 25 26 167 740 19:15 0 0 0 0 0 19:30 0 0 0 0 0 19:45 0 0 0 0 0 20:00 0 0 0 0 0 20:15 0 0 0 0 0 20:30 0 0 0 0 0 20:45 0 0 0 0 0 21:00 0 0 0 0 0 21:15 0 0 0 0 0 21:30 0 0 0 0 0 21:45 0 0 0 0 0 22:00 0 0 0 0 0 22:15 0 0 0 0 0 22:30 0 0 0 0 0 22:45 0 0 0 0 0 23:00 0 0 0 0 0 23:15 0 0 0 0 0 23:30 0 0 0 0 0 23:45 0 0 0 0 0 00:00 0 0 0 0 0 TOTAL 960 6399 6556 13915 2554 6107 352 9013 656 1607 1253 3516 6027 1424 1395 8846 35290 AM Peak Vol 81 338 367 786 173 352 27 552 30 99 86 215 713 177 180 1070 2623 PM Peak Vol 73 594 957 1624 354 587 23 964 64 304 124 492 452 115 65 632 3712

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 APPNIX xisting Operational Analyses

HCM Signalized Intersection Capacity Analysis 22: Shirley Ave/Broadview Ave & rost/waterloo St 2/17/2015 Movement BU BL BT BR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations Volume (vph) 1 713 177 180 30 99 86 1 173 352 27 1 Ideal low (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. actor 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 rt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 lt Protected 0.95 0.97 1.00 0.99 1.00 0.95 1.00 1.00 Satd. low (prot) 1681 1717 1583 3498 1583 1770 3539 1583 lt Permitted 0.66 0.97 1.00 0.99 1.00 0.24 1.00 1.00 Satd. low (perm) 1172 1717 1583 3498 1583 438 3539 1583 Peak-hour factor, PH 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. low (vph) 1 775 192 196 33 108 93 1 188 383 29 1 RTOR Reduction (vph) 0 0 0 119 0 0 81 0 0 0 25 0 Lane Group low (vph) 0 466 502 77 0 141 12 0 189 383 4 0 Turn Type Perm Split NA Perm Split NA Perm custom Prot NA Perm custom Protected Phases 6 6 2 2 3 8 Permitted Phases 6 6 2 3 8 7 Actuated Green, G (s) 59.3 59.3 59.3 20.0 20.0 17.0 22.7 22.7 ffective Green, g (s) 59.3 59.3 59.3 20.0 20.0 17.0 22.7 22.7 Actuated g/c Ratio 0.40 0.40 0.40 0.13 0.13 0.11 0.15 0.15 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle xtension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 463 678 625 466 211 49 535 239 v/s Ratio Prot 0.29 c0.04 c0.11 v/s Ratio Perm c0.40 0.05 0.01 c0.43 0.00 v/c Ratio 1.01 0.74 0.12 0.30 0.06 3.86 0.72 0.02 Uniform elay, d1 45.4 38.8 28.8 58.7 56.8 66.5 60.6 54.2 Progression actor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental elay, d2 43.4 4.4 0.1 0.4 0.1 1333.5 8.0 0.1 elay (s) 88.8 43.1 28.9 59.1 56.9 1400.0 68.6 54.3 Level of Service C Approach elay (s) 59.0 58.2 486.6 Approach LOS Intersection Summary HCM 2000 Control elay 200.5 HCM 2000 Level of Service HCM 2000 Volume to Capacity ratio 1.27 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 77.8% ICU Level of Service Analysis Period (min) 15 c Critical Lane Group Broadview Ave 11/3/2014 AM xisting Synchro 9 Report PC Page 10

Queuing and Blocking Report AM xisting 2/17/2015 Intersection: 16: Broadview Ave & Church St Movement WB SB irections Served LR UL Maximum Queue (ft) 52 34 Average Queue (ft) 37 16 95th Queue (ft) 61 43 Link istance (ft) 511 Upstream Blk Time (%) Storage Bay ist (ft) 400 Storage Blk Time (%) Intersection: 22: Shirley Ave/Broadview Ave & rost/waterloo St Movement B B WB WB WB NB NB NB NB SB SB SB irections Served UL LT LT T R UL T T R UL T T Maximum Queue (ft) 343 404 143 62 50 236 193 200 34 106 123 131 Average Queue (ft) 287 319 83 17 15 166 113 120 7 77 87 98 95th Queue (ft) 362 441 151 75 66 259 200 212 67 134 144 145 Link istance (ft) 794 794 476 476 476 1210 1210 896 896 Upstream Blk Time (%) Storage Bay ist (ft) 581 180 400 Storage Blk Time (%) 3 1 Network Summary Network wide Queuing Penalty: 13 Broadview Ave SimTraffic Report PC Page 4

Lanes, Volumes, Timings 22: Shirley Ave/Broadview Ave & rost/waterloo St 2/17/2015 Lane Group BL BT BR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 548 117 76 68 310 121 337 585 19 75 601 950 Ideal low (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 565 0 0 581 180 400 350 Storage Lanes 1 1 0 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. actor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 rt 0.850 0.850 0.850 0.850 lt Protected 0.950 0.968 0.991 0.950 0.950 Satd. low (prot) 1681 1713 1583 0 3507 1583 1770 3539 1583 1770 3539 1583 lt Permitted 0.950 0.968 0.991 0.950 0.950 Satd. low (perm) 1681 1713 1583 0 3507 1583 1770 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. low (RTOR) 89 132 89 520 Link Speed (mph) 30 30 40 40 Link istance (ft) 840 523 878 976 Travel Time (s) 19.1 11.9 15.0 16.6 Peak Hour actor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. low (vph) 596 127 83 74 337 132 366 636 21 82 653 1033 Shared Lane Traffic (%) 40% Lane Group low (vph) 358 365 83 0 411 132 366 636 21 82 653 1033 nter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway actor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 15 15 15 15 15 15 15 Number of etectors 1 2 1 1 2 1 1 2 1 1 2 1 etector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading etector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing etector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 etector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 etector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 etector 1 Type Cl+x Cl+x Cl+x Cl+x Cl+x Cl+x Cl+x Cl+x Cl+x Cl+x Cl+x Cl+x etector 1 Channel etector 1 xtend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 etector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 etector 1 elay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 etector 2 Position(ft) 94 94 94 94 etector 2 Size(ft) 6 6 6 6 etector 2 Type Cl+x Cl+x Cl+x Cl+x etector 2 Channel etector 2 xtend (s) 0.0 0.0 0.0 0.0 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 etector Phase 6 6 6 2 2 2 3 8 8 7 4 4 Broadview Ave 11/4/2014 PM xisting Synchro 9 Report PC Page 19

Lanes, Volumes, Timings 22: Shirley Ave/Broadview Ave & rost/waterloo St 2/17/2015 Lane Group BL BT BR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 20.0 20.0 20.0 20.0 20.0 20.0 4.0 20.0 20.0 8.0 20.0 20.0 Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 8.0 24.0 24.0 12.0 24.0 24.0 Total Split (s) 40.0 40.0 40.0 26.0 26.0 26.0 24.0 64.0 64.0 30.0 70.0 70.0 Total Split (%) 25.0% 25.0% 25.0% 16.3% 16.3% 16.3% 15.0% 40.0% 40.0% 18.8% 43.8% 43.8% Maximum Green (s) 36.0 36.0 36.0 22.0 22.0 22.0 20.0 60.0 60.0 26.0 66.0 66.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle xtension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None C-Min C-Min None C-Min C-Min Act ffct Green (s) 35.6 35.6 35.6 21.6 21.6 20.8 74.0 74.0 12.8 66.0 66.0 Actuated g/c Ratio 0.22 0.22 0.22 0.14 0.14 0.13 0.46 0.46 0.08 0.41 0.41 v/c Ratio 0.96 0.96 0.20 0.87 0.40 1.59 0.39 0.03 0.58 0.45 1.08 Control elay 97.5 97.2 8.9 86.6 13.0 328.2 29.7 0.1 69.9 49.9 89.1 Queue elay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total elay 97.5 97.2 8.9 86.6 13.0 328.2 29.7 0.1 69.9 49.9 89.1 LOS A B C A Approach elay 88.2 68.7 135.9 73.7 Approach LOS Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 29 (18%), Referenced to phase 4:SBT and 8:NBT, Start of Green Natural Cycle: 135 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.59 Intersection Signal elay: 91.3 Intersection LOS: Intersection Capacity Utilization 104.2% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 22: Shirley Ave/Broadview Ave & rost/waterloo St Broadview Ave 11/4/2014 PM xisting Synchro 9 Report PC Page 20

HCM Signalized Intersection Capacity Analysis 22: Shirley Ave/Broadview Ave & rost/waterloo St 2/17/2015 Movement BL BT BR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 548 117 76 68 310 121 337 585 19 75 601 950 Ideal low (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. actor 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 rt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 lt Protected 0.95 0.97 1.00 0.99 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. low (prot) 1681 1714 1583 3508 1583 1770 3539 1583 1770 3539 1583 lt Permitted 0.95 0.97 1.00 0.99 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. low (perm) 1681 1714 1583 3508 1583 1770 3539 1583 1770 3539 1583 Peak-hour factor, PH 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. low (vph) 596 127 83 74 337 132 366 636 21 82 653 1033 RTOR Reduction (vph) 0 0 65 0 0 114 0 0 11 0 0 306 Lane Group low (vph) 358 365 18 0 411 18 366 636 10 82 653 728 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G (s) 35.6 35.6 35.6 21.6 21.6 20.8 74.0 74.0 12.8 66.0 66.0 ffective Green, g (s) 35.6 35.6 35.6 21.6 21.6 20.8 74.0 74.0 12.8 66.0 66.0 Actuated g/c Ratio 0.22 0.22 0.22 0.14 0.14 0.13 0.46 0.46 0.08 0.41 0.41 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle xtension (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) 374 381 352 473 213 230 1636 732 141 1459 652 v/s Ratio Prot c0.21 0.21 c0.12 c0.21 0.18 0.05 0.18 v/s Ratio Perm 0.01 0.01 0.01 c0.46 v/c Ratio 0.96 0.96 0.05 0.87 0.08 1.59 0.39 0.01 0.58 0.45 1.12 Uniform elay, d1 61.4 61.5 48.9 67.8 60.5 69.6 28.2 23.3 71.0 33.9 47.0 Progression actor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.78 1.44 1.91 Incremental elay, d2 35.1 34.9 0.1 15.5 0.2 285.7 0.7 0.0 5.4 0.9 70.0 elay (s) 96.5 96.3 49.0 83.3 60.7 355.3 28.9 23.3 61.0 49.5 159.9 Level of Service C C Approach elay (s) 91.5 77.8 145.5 114.6 Approach LOS Intersection Summary HCM 2000 Control elay 112.9 HCM 2000 Level of Service HCM 2000 Volume to Capacity ratio 1.11 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 104.2% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group Broadview Ave 11/4/2014 PM xisting Synchro 9 Report PC Page 21

HCM Signalized Intersection Capacity Analysis 22: Shirley Ave/Broadview Ave & rost/waterloo St 2/17/2015 Movement BU BL BT BR WBL WBT WBR NBU NBL NBT NBR SBL Lane Configurations Volume (vph) 4 671 117 158 41 140 161 1 221 531 17 137 Ideal low (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. actor 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 rt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 lt Protected 0.95 0.97 1.00 0.99 1.00 0.95 1.00 1.00 0.95 Satd. low (prot) 1681 1709 1583 3499 1583 1770 3539 1583 1770 lt Permitted 0.63 0.97 1.00 0.99 1.00 0.33 1.00 1.00 0.95 Satd. low (perm) 1111 1709 1583 3499 1583 621 3539 1583 1770 Peak-hour factor, PH 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. low (vph) 4 729 127 172 45 152 175 1 240 577 18 149 RTOR Reduction (vph) 0 0 0 141 0 0 157 0 0 0 10 0 Lane Group low (vph) 0 420 440 31 0 197 18 0 241 577 8 149 Turn Type Perm Split NA Perm Split NA Perm custom Prot NA Perm Prot Protected Phases 6 6 2 2 3 8 7 Permitted Phases 6 6 2 3 8 Actuated Green, G (s) 21.8 21.8 21.8 12.2 12.2 12.0 54.7 54.7 15.3 ffective Green, g (s) 21.8 21.8 21.8 12.2 12.2 12.0 54.7 54.7 15.3 Actuated g/c Ratio 0.18 0.18 0.18 0.10 0.10 0.10 0.46 0.46 0.13 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle xtension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 201 310 287 355 160 62 1613 721 225 v/s Ratio Prot 0.26 c0.06 0.16 0.08 v/s Ratio Perm c0.38 0.02 0.01 c0.39 0.01 v/c Ratio 2.09 1.42 0.11 0.55 0.11 3.89 0.36 0.01 0.66 Uniform elay, d1 49.1 49.1 41.0 51.3 49.0 54.0 21.2 17.9 49.9 Progression actor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental elay, d2 506.9 206.7 0.2 1.9 0.3 1337.2 0.6 0.0 7.1 elay (s) 556.0 255.8 41.2 53.2 49.3 1391.2 21.8 17.9 57.0 Level of Service C B Approach elay (s) 342.2 51.4 416.5 Approach LOS Intersection Summary HCM 2000 Control elay 204.3 HCM 2000 Level of Service HCM 2000 Volume to Capacity ratio 1.54 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 114.9% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group Broadview Ave 11/3/2014 SAT xisting Synchro 9 Report QJG Page 11

HCM Signalized Intersection Capacity Analysis 22: Shirley Ave/Broadview Ave & rost/waterloo St 2/17/2015 Movement SBT SBR Lane Configurations Volume (vph) 528 983 Ideal low (vphpl) 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. actor 0.95 1.00 rt 1.00 0.85 lt Protected 1.00 1.00 Satd. low (prot) 3539 1583 lt Permitted 1.00 1.00 Satd. low (perm) 3539 1583 Peak-hour factor, PH 0.92 0.92 Adj. low (vph) 574 1068 RTOR Reduction (vph) 0 263 Lane Group low (vph) 574 805 Turn Type NA Perm Protected Phases 4 Permitted Phases 4 Actuated Green, G (s) 58.0 58.0 ffective Green, g (s) 58.0 58.0 Actuated g/c Ratio 0.48 0.48 Clearance Time (s) 4.0 4.0 Vehicle xtension (s) 3.0 3.0 Lane Grp Cap (vph) 1710 765 v/s Ratio Prot 0.16 v/s Ratio Perm c0.51 v/c Ratio 0.34 1.05 Uniform elay, d1 19.1 31.0 Progression actor 1.00 1.00 Incremental elay, d2 0.5 47.2 elay (s) 19.6 78.2 Level of Service B Approach elay (s) 57.7 Approach LOS Intersection Summary Broadview Ave 11/3/2014 SAT xisting Synchro 9 Report QJG Page 12

Queuing and Blocking Report SAT xisting 2/17/2015 Intersection: 16: Broadview Ave & Church St Movement WB SB irections Served LR UL Maximum Queue (ft) 42 32 Average Queue (ft) 28 12 95th Queue (ft) 51 38 Link istance (ft) 511 Upstream Blk Time (%) Storage Bay ist (ft) 400 Storage Blk Time (%) Intersection: 22: Shirley Ave/Broadview Ave & rost/waterloo St Movement B B B WB WB WB NB NB NB SB SB SB irections Served UL LT R LT T R UL T T L T T Maximum Queue (ft) 725 717 490 167 124 37 309 221 201 158 161 168 Average Queue (ft) 627 599 235 127 38 11 232 140 116 98 98 108 95th Queue (ft) 862 853 711 181 120 47 397 260 238 166 179 195 Link istance (ft) 794 794 476 476 476 1210 1210 896 896 Upstream Blk Time (%) 12 13 0 0 Storage Bay ist (ft) 565 581 400 Storage Blk Time (%) 28 0 0 44 1 0 Network Summary Network wide Queuing Penalty: 177 Broadview Ave SimTraffic Report QJG Page 4

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 APPNIX uture No-Build Operational Analyses

HCM Signalized Intersection Capacity Analysis 22: Shirley Ave/Broadview Ave & rost/waterloo St 8/13/2015 Movement BL BT BR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 855 212 216 36 119 103 207 422 32 120 405 440 Ideal low (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. actor 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 rt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 lt Protected 0.95 0.97 1.00 0.99 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. low (prot) 1681 1718 1583 3499 1583 1770 3539 1583 1770 3539 1583 lt Permitted 0.95 0.97 1.00 0.99 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. low (perm) 1681 1718 1583 3499 1583 1770 3539 1583 1770 3539 1583 Peak-hour factor, PH 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. low (vph) 929 230 235 39 129 112 225 459 35 130 440 478 RTOR Reduction (vph) 0 0 144 0 0 97 0 0 26 0 0 354 Lane Group low (vph) 576 583 91 0 168 15 225 459 9 130 440 124 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G (s) 58.0 58.0 58.0 20.0 20.0 17.0 39.7 39.7 16.3 39.0 39.0 ffective Green, g (s) 58.0 58.0 58.0 20.0 20.0 17.0 39.7 39.7 16.3 39.0 39.0 Actuated g/c Ratio 0.39 0.39 0.39 0.13 0.13 0.11 0.26 0.26 0.11 0.26 0.26 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle xtension (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) 649 664 612 466 211 200 936 418 192 920 411 v/s Ratio Prot c0.34 0.34 c0.05 c0.13 c0.13 0.07 0.12 v/s Ratio Perm 0.06 0.01 0.01 0.08 v/c Ratio 0.89 0.88 0.15 0.36 0.07 1.12 0.49 0.02 0.68 0.48 0.30 Uniform elay, d1 43.0 42.7 29.9 59.2 56.9 66.5 46.6 40.8 64.3 46.9 44.6 Progression actor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental elay, d2 13.9 12.6 0.1 0.5 0.1 101.2 1.8 0.1 9.1 1.8 1.9 elay (s) 56.8 55.3 30.0 59.7 57.0 167.8 48.4 40.9 73.4 48.7 46.5 Level of Service C Approach elay (s) 51.7 58.6 85.4 50.7 Approach LOS Intersection Summary HCM 2000 Control elay 59.0 HCM 2000 Level of Service HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 74.1% ICU Level of Service Analysis Period (min) 15 c Critical Lane Group Broadview Ave 11/3/2014 AM 2040 No Build Restricted Left Turns Synchro 9 Report PC Page 9

Queuing and Blocking Report AM 2040 No Build Restricted Left Turns 8/13/2015 Intersection: 22: Shirley Ave/Broadview Ave & rost/waterloo St Movement B B WB WB WB NB NB NB NB SB SB SB irections Served L LT LT T R L T T R L T T Maximum Queue (ft) 479 452 144 94 63 280 228 217 66 173 202 228 Average Queue (ft) 388 355 105 37 18 194 178 158 13 112 152 159 95th Queue (ft) 538 513 166 124 65 309 250 241 94 190 240 268 Link istance (ft) 794 794 476 476 476 1210 1210 901 901 Upstream Blk Time (%) Storage Bay ist (ft) 581 180 400 Storage Blk Time (%) 7 5 2 21 Intersection: 22: Shirley Ave/Broadview Ave & rost/waterloo St Movement SB irections Served R Maximum Queue (ft) 166 Average Queue (ft) 53 95th Queue (ft) 198 Link istance (ft) Upstream Blk Time (%) Storage Bay ist (ft) 178 Storage Blk Time (%) 1 1 Intersection: 28: Broadview Ave & Sunoco Movement SB irections Served L Maximum Queue (ft) 34 Average Queue (ft) 22 95th Queue (ft) 45 Link istance (ft) Upstream Blk Time (%) Storage Bay ist (ft) 100 Storage Blk Time (%) Network Summary Network wide Queuing Penalty: 73 Broadview Ave SimTraffic Report PC Page 4

HCM Signalized Intersection Capacity Analysis 22: Shirley Ave/Broadview Ave & rost/waterloo St 8/13/2015 Movement BL BT BR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 657 140 91 82 372 145 404 701 32 146 721 1139 Ideal low (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. actor 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 rt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 lt Protected 0.95 0.97 1.00 0.99 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. low (prot) 1681 1714 1583 3508 1583 1770 3539 1583 1770 3539 1583 lt Permitted 0.95 0.97 1.00 0.99 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. low (perm) 1681 1714 1583 3508 1583 1770 3539 1583 1770 3539 1583 Peak-hour factor, PH 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. low (vph) 714 152 99 89 404 158 439 762 35 159 784 1238 RTOR Reduction (vph) 0 0 84 0 0 134 0 0 19 0 0 216 Lane Group low (vph) 428 438 15 0 493 24 439 762 16 159 784 1022 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G (s) 23.2 23.2 23.2 22.8 22.8 17.0 69.2 69.2 18.8 71.0 71.0 ffective Green, g (s) 23.2 23.2 23.2 22.8 22.8 17.0 69.2 69.2 18.8 71.0 71.0 Actuated g/c Ratio 0.15 0.15 0.15 0.15 0.15 0.11 0.46 0.46 0.13 0.47 0.47 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle xtension (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) 259 265 244 533 240 200 1632 730 221 1675 749 v/s Ratio Prot 0.25 c0.26 c0.14 c0.25 0.22 0.09 0.22 v/s Ratio Perm 0.01 0.02 0.01 c0.65 v/c Ratio 1.65 1.65 0.06 0.92 0.10 2.19 0.47 0.02 0.72 0.47 1.36 Uniform elay, d1 63.4 63.4 54.1 62.8 54.8 66.5 27.7 22.0 63.1 26.7 39.5 Progression actor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental elay, d2 310.3 310.1 0.1 22.0 0.2 553.8 1.0 0.1 10.7 0.9 172.3 elay (s) 373.7 373.5 54.2 84.7 54.9 620.3 28.7 22.0 73.7 27.7 211.8 Level of Service C C C Approach elay (s) 340.8 77.5 238.6 135.5 Approach LOS Intersection Summary HCM 2000 Control elay 192.7 HCM 2000 Level of Service HCM 2000 Volume to Capacity ratio 1.44 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 119.6% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group Broadview Ave 11/3/2014 PM 2040 No Build Restricted Left Turns Synchro 9 Report PC Page 9

Queuing and Blocking Report PM 2040 No Build Restricted Left Turns 8/13/2015 Intersection: 22: Shirley Ave/Broadview Ave & rost/waterloo St Movement B B WB WB WB NB NB NB NB SB SB SB irections Served L LT LT T R L T T R L T T Maximum Queue (ft) 457 420 295 248 58 602 1012 978 203 237 600 851 Average Queue (ft) 364 326 225 155 19 531 647 570 41 133 387 657 95th Queue (ft) 522 487 321 270 76 694 1268 1198 174 282 731 984 Link istance (ft) 794 794 476 476 476 1210 1210 901 901 Upstream Blk Time (%) 9 4 0 2 0 0 0 23 Storage Bay ist (ft) 581 180 400 Storage Blk Time (%) 0 41 6 19 0 3 15 0 145 26 6 0 5 169 Intersection: 22: Shirley Ave/Broadview Ave & rost/waterloo St Movement SB irections Served R Maximum Queue (ft) 203 Average Queue (ft) 203 95th Queue (ft) 206 Link istance (ft) Upstream Blk Time (%) Storage Bay ist (ft) 178 Storage Blk Time (%) 28 101 Intersection: 28: Broadview Ave & Sunoco Movement SB SB SB irections Served L T T Maximum Queue (ft) 48 32 34 Average Queue (ft) 28 6 8 95th Queue (ft) 59 63 69 Link istance (ft) 368 368 Upstream Blk Time (%) Storage Bay ist (ft) 100 Storage Blk Time (%) 0 0 Network Summary Network wide Queuing Penalty: 916 Broadview Ave SimTraffic Report PC Page 4

HCM Signalized Intersection Capacity Analysis 22: Shirley Ave/Broadview Ave & rost/waterloo St 8/13/2015 Movement BL BT BR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 804 140 189 49 168 193 265 637 20 220 633 1178 Ideal low (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. actor 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 rt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 lt Protected 0.95 0.97 1.00 0.99 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. low (prot) 1681 1709 1583 3500 1583 1770 3539 1583 1770 3539 1583 lt Permitted 0.95 0.97 1.00 0.99 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. low (perm) 1681 1709 1583 3500 1583 1770 3539 1583 1770 3539 1583 Peak-hour factor, PH 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. low (vph) 874 152 205 53 183 210 288 692 22 239 688 1280 RTOR Reduction (vph) 0 0 170 0 0 182 0 0 13 0 0 259 Lane Group low (vph) 507 519 35 0 236 28 288 692 9 239 688 1021 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G (s) 25.8 25.8 25.8 20.2 20.2 17.0 62.9 62.9 25.1 71.0 71.0 ffective Green, g (s) 25.8 25.8 25.8 20.2 20.2 17.0 62.9 62.9 25.1 71.0 71.0 Actuated g/c Ratio 0.17 0.17 0.17 0.13 0.13 0.11 0.42 0.42 0.17 0.47 0.47 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle xtension (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) 289 293 272 471 213 200 1484 663 296 1675 749 v/s Ratio Prot 0.30 c0.30 c0.07 c0.16 0.20 0.14 0.19 v/s Ratio Perm 0.02 0.02 0.01 c0.65 v/c Ratio 1.75 1.77 0.13 0.50 0.13 1.44 0.47 0.01 0.81 0.41 1.36 Uniform elay, d1 62.1 62.1 52.6 60.2 57.2 66.5 31.4 25.4 60.1 25.8 39.5 Progression actor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental elay, d2 353.4 360.7 0.2 0.8 0.3 224.0 1.1 0.0 14.8 0.7 172.2 elay (s) 415.5 422.8 52.8 61.1 57.5 290.5 32.5 25.5 74.9 26.6 211.7 Level of Service C C C Approach elay (s) 358.2 59.4 106.5 139.2 Approach LOS Intersection Summary HCM 2000 Control elay 180.4 HCM 2000 Level of Service HCM 2000 Volume to Capacity ratio 1.32 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 114.3% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group Broadview Ave 11/3/2014 SAT 2040 No Build Restricted Left Turns Synchro 9 Report PC Page 9

Queuing and Blocking Report SAT 2040 No Build Restricted Left Turns 8/13/2015 Intersection: 22: Shirley Ave/Broadview Ave & rost/waterloo St Movement B B B WB WB WB NB NB NB NB SB SB irections Served L LT R LT T R L T T R L T Maximum Queue (ft) 576 555 196 178 154 77 398 386 375 34 310 469 Average Queue (ft) 439 419 39 136 74 40 322 253 245 7 210 319 95th Queue (ft) 639 614 282 195 177 98 505 451 443 67 348 526 Link istance (ft) 794 794 476 476 476 1210 1210 901 Upstream Blk Time (%) Storage Bay ist (ft) 565 581 180 400 Storage Blk Time (%) 2 0 2 19 4 3 0 7 4 8 Intersection: 22: Shirley Ave/Broadview Ave & rost/waterloo St Movement SB SB irections Served T R Maximum Queue (ft) 655 203 Average Queue (ft) 472 182 95th Queue (ft) 775 282 Link istance (ft) 901 Upstream Blk Time (%) Storage Bay ist (ft) 178 Storage Blk Time (%) 14 13 167 41 Intersection: 28: Broadview Ave & Sunoco Movement SB irections Served L Maximum Queue (ft) 45 Average Queue (ft) 27 95th Queue (ft) 59 Link istance (ft) Upstream Blk Time (%) Storage Bay ist (ft) 100 Storage Blk Time (%) Network Summary Network wide Queuing Penalty: 702 Broadview Ave SimTraffic Report PC Page 4

Intersection Traffic Analysis Broadview Ave @ rost Ave / Waterloo St Broadview Avenue Access Management Improvements September, 2015 APPNIX Proposed Alternative Improvements Concept Plans

(N7450 56"W 267.50 ) a Sign Sign Sign Sign Sign Sign 17 18 Waterloo Street 19 23 120 4/10/2015 3:02:31 PM rost ree low Right isplay - 11x17 - Shading.dgn Plotted By: localuser TRAIC ACCSS MANAGMNT STUY RCOMMN GOMTRIC IMPROVMNTS (4) Bol. 24"Oak Sign Sign PL ALT. 1 - SB BROAVIW AVNU SINGL R RIGHT-TURN & SCON NB SHIRLY AVNU LT-TURN 4.1 Conc. ump Pad 1Sty. (9) Bolards # 510 Brick (24) Bolards Conc. Asphalt Canopy 2. 5 C & G Conc. Conc. Walk 2. 5 C & G Bushes (A=84.95 ) (R=1337.39 ) rost Avenue Route 2 1 Asphalt ROST AVNU Conc. Walk MATCH LIN- S SHT 02 Conc. Walk 0. 5 Curb 7 8 b a (A=88. 68 ) (R=561. 10 ) 13 Sign (73. 37 ) (S5354 34") PL Shrubs RVIS STAT STAT SHT NO. ROUT PROJCT 17/29 VA. BUS/ 211 SIGN ATURS RLATING TO CONSTRUCTION OR TO RGULATION AN CONTROL O TRAIC MAY B SUBJCT TO CHANG AS M NCSSARY BY TH PARTMNT 0. 5 Curb Bushes 707-156-103, P101, R210, C501 3. 0 Iron Rail ence Asphalt (A=218. 37 ) (R=561. 10 ) Bushes 1Sty. Stone # 20 Conc. Walk 3. 0 Iron Rail ence Bushes 6 (A=241.58 ) (R=1529.39 ) W. SHIRLY AV. (A=250.66 ) (R=1399.39 ) 113 IP 4 +84. 67 58. 81 Lt. b a Bushes Conc. Walk 2. 5 C & G (12) Bolards 14 3 2. 5 C & G W. ShirleyAvenue Route 17 Route 29 (A=94.44 ) (R=1399.50 ) Asphalt 5 0. 5 Curb Sign Conc. Walk a b 2. 5 C & G 15 Bushes b 15 350 Conc. itch 0. 6 Curb Asphalt Curve BROAVIW-1 H +33. 54 120. 21 Lt. 13 14 IR +9. 36 169. 86 Lt. PC = 16 PC 16+30.84 17 PT = 22+03.84 T =290.49 L =573.00 R =1,413.72 16+30.84 18 PI =19+21.33 (A=205.37 ) (R=1529.39 ) 2. 0 C & G Bushes Bushes 2. 5 C & G Sign Shrubs (S6257 36" 92.39 ) 19 2. 5 C & G H +88. 96 39. 28 Lt. 116 0. 5 Curb Conc. Island 0. 5 Curb (N2201 39" 276.48 ) =2052 1"Rt. PI 16+81.99 IMPACTS XISTING SIGNAL POL 16 8"Crabapple Bushes 0. 6 Curb 38"Oak 0. 5 Curb Sign Asphalt 10"Sycamore Sign 20 Sign 38"Oak STA. 15+21.14 0. 5 Curb MON Conc. Walk +57. 85 160. 96 Rt. 15 Brick Sign 2. 0 Metal Rod ence Shrub 20 STA. 20+00 Shrubs Conc. Island 0. 5 Curb (A=48.09 ) (R=109.50 ) Brick 0. 6 Curb 21 0. 5 Curb 0.5 Curb 0. 6 Curb 21 0. 5 Curb Conc. Walk W ATRLOO ST. 0. 5 Curb Conc. Island 0. 5 Curb 22 (N7644 39"W 160. 65 ) 19 Planter a 18 17 b (A=91. 91 ) (R=54. 00 ) Wheel Stop Conc. Walk 2 Sty Stucco 20 Conc. NoAddress 22PT 22+03.84 Planter Broadview Avenue Route 17 Route 29 Route 21 21 Asphalt a c 30 b 14 BROAVIW AV. ab c 2. 5 C & G 22 0. 6 Curb Conc. Walk 2. 5 C & G Conc. Asphalt Asphalt Conc. Walk Sign 8"Crabapple 6"Sycamore 16"Oak Route 211 Sign Sign Sign 10"Sycamore Sign Shrub lag Ple PVC Stub 2"Maple 4"Maple (A=216.75 ) (R=1412.69 ) Bushes 2. 0 C & G Asphalt 23 (S764 4 39" 60. 41 ) Bushes 5. 0 Wood ence (S1958 00"W 203. 96 ) SCAL PL 0 50 100 PROJCT SHT NO. 707-156-103 01 O 02

4/10/2015 b rost ree low Right isplay - 11x17 - Shading2.dgn 3:11:59 PM PROJCT MANAGR<Project Mgr Name (000) 000-0000 (istrict)> SURVY BY, AT SIGN BY iller Caps <Surveyor Name (000) 000-0000 (istrict)> <esigner Name (000) 000-0000 (istrict)> SUBSURAC UTILITY BY, AT 10.1 Vent Pipe Sign <Surveyor Name (000) 000-0000 (istrict)> XISTING CULVRT iller Caps iller Caps 3"Basswood 5"Redbud Vent Pipe iler Caps Column Gas Pump Column 8 3"Basswood 3"Basswood NTRANC (2) Bol. iler Caps iller Caps iler Caps iller Caps Gas Pump Vent Pipe Column Column 4"Redbud Sign Sign 2"Oak 3"Oak Shut Off Valve iller Caps iler Caps iller Caps Column Gas Pump Column Sign iller Caps iller Caps Gas Pump Sign 300 TRANSITION 9 Sign 2"Oak Column Sign Column 3"Oak Sign Sign Sign 27"Oak Gas Pump TRAICACCSMANAGMNTSTUY RCOMMNGOMTRICIMPROVMNTS Column 21"Goldenrain 2"Oak 28"Oak Sign 2"Oak Sign 2.1 ALT. 1- SBBROAVIW AVNUSINGLRRIGHT-TURN 10 Sign Sign &SCONNBSHIRLYAVNULT-TURN (N75 49 45" 221.59 ) Bushes Sign 3"lm 2. 5 C & G Gravel Shoulder 2. 5 C & G 2. 5 C & G 1 Bushes 3"lm Sign Sign Sign ROST AVNU Conc. Island Conc. Asphalt 2. 5 C & G 2. 5 C & G RAPPAHANNOCK ST. 1 12 2 a Sign 10 c Bushes Shrubs IP +18. 02 (S7724 29"W 108.92 ) 203. 71 Lt. 2. 5 C & G Conc. Walk +94. 57 331. 79 Lt. 300 ACCLRATION LAN 12 IP Conc. Walk 2. 5 C & G rost Avenue Route 21 Asphalt rost Avenue Route 21 Asphalt 2. 5 C & G Gravel Shoulder 9 (A=84.95 ) (R=1337.39 ) (N7516 53"W 184. 98 ) 13 H +33. 54 120. 21 Lt. Bushes Conc. Walk 1Sty. Stucco MATCH LIN- S SHT 01 RVIS STAT Plotted By: localuser ROUT 17/29 VA. BUS/ 211 STAT SIGN ATURS RLATING TO CONSTRUCTION OR TO RGULATION AN CONTROL O TRAIC MAY B SUBJCT TO CHANG AS M NCSSARY BY TH PARTMNT PROJCT 707-156-103, P101, R210, C501 SHT NO. Sign 6 Column 1 3"Basswood Sign a b (S6257 36" 92.39 ) Sign Sign 3"Basswood Sign 1.1 2. 5 C & G Bushes 24"Oak Conc. (2) Bol. Air Pump 2. 5 C & G 2. 5 C & G Canopy 2. 5 C & G Curve BROAVIW-1 PI =19+21.33 3"Basswood SCAL 0 50 100 PROJCT 707-156-103 SHT NO. 02 O O2

ALTRNATIV 2 - SB BROAVIW AVNU OUBL SIGNALIZ RIGHT-TURN & SCON NB SHIRLY AVNU LT-TURN