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Home My WebLink AboutAppendix F - Traffic Impact StudyAppendix F Traffic Impact Study Traffic Impact Study 900 King Street MC Project No. 17000360A Table of Contents TABLE OF CONTENTS PAGE NO. A. INTRODUCTION ................................................................................................................... 1 B. PROJECT DESCRIPTION AND LOCATION ...................................................................... 1 C. DESCRIPTION OF EXISTING ROADWAY NETWORK ................................................... 1 D. YEAR 2017/2018 EXISTING TRAFFIC VOLUMES............................................................ 2 E. YEAR 2025 NO-BUILD TRAFFIC VOLUMES .................................................................... 3 F. SITE GENERATED TRAFFIC VOLUMES .......................................................................... 4 G. YEAR 2025 BUILD TRAFFIC VOLUMES ........................................................................... 6 H. DESCRIPTION OF ANALYSIS PROCEDURES .................................................................. 6 I. RESULTS OF ANALYSIS ..................................................................................................... 7 J. ACCIDENT DATA ............................................................................................................... 19 K. CONSTRUCTION IMPACTS .............................................................................................. 20 L. SUMMARY AND CONCLUSION ...................................................................................... 21 APPENDICES APPENDIX A............................................................................................................................. FIGURES APPENDIX B .............................................................................................................................. TABLES APPENDIX C ..................................................................................... LEVEL OF SERVICE STANDARDS APPENDIX D .................................................................................................... SYNCHRO ANALYSIS APPENDIX E .................................................................................................... TRAFFIC COUNT DATA APPENDIX F ............................................................................................................... ACCIDENT DATA APPENDIX G ................................................................................................ CONSTRUCTION IMPACTS APPENDIX H ................................................................................... TRAFFIC SIGNAL TIMING PLANS Traffic Impact Study 900 King Street MC Project No. 17000360A Page 1 of 21 A. INTRODUCTION The Traffic Impact Study was prepared to evaluate the potential traffic impacts of the proposed redevelopment of the 900 King Street property on the surrounding roadway network under the As-of-Right Condition and Proposed Project Condition. The following sections provide a description of the Proposed Project and the tasks undertaken in completing our evaluation. B. PROJECT DESCRIPTION AND LOCATION (Figures No. 1, 1A) 900 King Street is proposed to be redeveloped from the existing Office Building (200,000 s.f.) to an age restricted residential community consisting of 24 residential townhouse units, 160 senior adult housing units and 85 assisted living units (94 bedrooms). Access to the Site is currently provided via two driveway connections to Arbor Drive. As part of the redevelopment, access will continue to be provided via two driveway connections. The Site Location and Study Area Intersections are shown on Figures No. 1, 1A. C. DESCRIPTION OF EXISTING ROADWAY NETWORK As shown on Figures No. 1, 1A, the Site will primarily be served by King Street (NYS Route 120A), the Hutchinson River Parkway/Merritt Parkway and Arbor Drive. King Street (NYS Route 120A) is a State two-way arterial which generally runs in a north/south direction. As part of the analyzed Study Area, King Street intersects Anderson Hill Road at a signalized intersection and provides access to the Hutchinson River Parkway/Merritt Parkway at unsignalized intersections north of the Site. King Street intersects Arbor Drive (which provides access to the Site) at a signalized intersection. South of the Site, King Street provides access to the Blind Brook Middle School/High School via a right turn in only driveway (unsignalized intersection) and a full movement driveway opposite Glenville Street at a signalized intersection. King Street has a posted speed limit of 35 mph within the Study Area. A sidewalk is currently provided along the westside of King Street in the vicinity of the Site. The Westchester Bee-Line currently provides Bus Service (Route 12 Bus) along Route 120A (King Street) north of Anderson Hill Road seven days a week between Armonk and White Plains including the Westchester County Airport, SUNY Purchase, Manhattanville College and Traffic Impact Study 900 King Street MC Project No. 17000360A Page 2 of 21 the White Plains TransCenter. The Westchester Bee-Line currently does not provide bus service along Route 120A (King Street) south of Anderson Hill Road. Arbor Drive originates at King Street (NYS Route 120A) at a signalized intersection with separate left and right turn lanes on King Street for entering movements and separate left and right turn lanes for exiting movements from Arbor Drive. Arbor Drive continues in a westerly direction providing access to the existing office building (900 King Street) and The Arbors townhouse community and is a no outlet road. No sidewalks are currently provided along Arbor Drive. A description of the existing geometry, traffic control and a summary of the existing and future Levels of Service for each of the Study Area Intersections are contained in Section K of this Study. The capacity analysis (Appendix D) also shows the existing geometry including lane widths, traffic control including signal phasing/timing (where appropriate) as well as the results of the analysis. D. YEAR 2017/2018 EXISTING TRAFFIC VOLUMES (Figures No. 2, 2A, 3, 3A and 4, 4A) In order to establish existing traffic conditions including pedestrian counts in the vicinity of the Site, turning movement traffic counts were conducted on Wednesday, March 29, 2017 and Wednesday, January 31, 2018 between the hours of 7:00 AM and 9:30 AM to determine the Weekday Peak AM Highway Hour, Wednesday, January 31, 2018 between the hours of 10:00 AM and 4:00 PM to determine the Peak Midday Hour (Peak School Hour) and Wednesday, March 29, 2017 and Wednesday, January 31, 2018 between the hours of 4:00 PM and 6:30 PM to determine the Weekday Peak PM Highway Hour for the following intersections as per the Scoping Document. ▪ King Street and Anderson Hill Road * ▪ King Street and Hutchinson River Parkway/Merritt Parkway SB Off Ramp ▪ King Street and N. Ridge Street ▪ King Street and Glen Ridge Road/Hutchinson River Pkwy/Merritt Pkwy NB On/Off Ramp ▪ King Street and Hutchinson River Pkwy/Merritt Pkwy NB On/Off Ramp ▪ King Street and Arbor Drive ▪ King Street and Blind Brook MS/HS Right Turn Entry Driveway ▪ King Street and Blind Brook MS/HS – Glenville Street ▪ Arbor Drive and Site Driveway Traffic Impact Study 900 King Street MC Project No. 17000360A Page 3 of 21 ▪ King Street and Comly Avenue ▪ King Street and Betsy Brown Road ▪ N. Ridge Street and Hutchinson River Parkway SB On/Off Ramp ** * Weekday AM and PM Traffic Counts from the Senior Learning Community at Purchase College Traffic Access and Impact Study prepared by Frederick P. Clark Associates (FPCA) – December 2016. ** Traffic counts conducted on Thursday, June 22, 2018 and adjusted with the King Street/N. Ridge Road traffic volumes. A copy of the traffic count data is contained in Appendix “E” of this Study. Based upon a review of the above turning movement traffic counts and a review of NYSDOT historical traffic count data, the peak hours were identified as follows. ▪ Weekday Peak AM Highway Hour 7:30 AM – 8:30 AM ▪ Weekday Peak Midday Hour 2:30 PM – 3:30 PM ▪ Weekday Peak PM Highway Hour 5:00 PM – 6:00 PM Based on the above, the resulting Year 2017/2018 Existing Traffic Volumes are shown on Figures No. 2, 2A, 3, 3A and 4, 4A for each of the Peak Hours, respectively. E. YEAR 2025 NO-BUILD TRAFFIC VOLUMES (Figures No. 5, 5A, through 16, 16A) For the purpose of analysis, a Design Year of 2025 has been utilized in the completing the traffic analysis. In order to account for normal background traffic growth in the area that would occur even without the Proposed Project, the Year 2017/2018 Existing Traffic Volumes were increased by a growth factor of 1.0% per year (2017-2021) based on NYSDOT historical data and 0.46% per year (2021-2025) based on based on the New York Metropolitan Transportation Council (NYMTC) – NYMTC Regional Transportation Plan for a total background growth of 5.91%. The resulting Year 2025 Projected Traffic Volumes are shown on Figures No. 5, 5A, 6, 6A and 7, 7A for each of the Peak Hours. Traffic Impact Study 900 King Street MC Project No. 17000360A Page 4 of 21 In addition to the background growth factor, traffic generated by other planned or potential developments in the area was also accounted for. These developments include; The Enclave, PepsiCo Project Renew Master Plan, Trinity Presbyterian Church, Sun Homes (Phase 3 Reckson Executive Park), the Senior Learning Community at Purchase College (Figures No. 8, 8A, 9, 9A and 10, 10A) and the Re-Occupancy of the 900 King Street Office Building (Figures No. 11, 11A, 12, 12A and 13, 13A). The resulting Year 2025 No-Build Traffic Volumes are shown on Figures No. 14, 14A, 15, 15A and 16, 16A for each of the Peak Hours, respectively. F. SITE GENERATED TRAFFIC VOLUMES AS-OF-RIGHT DEVELOPMENT As discussed in Section B, the Site currently consists of a 200,000 s.f. Office Building. The Hourly Trip Generation Rates and anticipated Site Generated Traffic Volumes associated as a fully occupied Office Building is shown below. AS-OF-RIGHT ENTRY EXIT TOTAL HTGR Volume HTGR Volume HTGR Volume Office - 200,000 s.f. Weekday Peak AM Hour 1.465 293 0.20 40 1.665 333 Weekday Peak Midday Hour * 0.510 102 0.625 125 1.135 227 Weekday Peak PM Hour 0.255 51 1.255 251 1.51 302 Based on ITE Land Use 710 – Office – ITE Trip Generation Manual, 9th Edition, 2012 *Weekday Peak Midday Hour based on Hourly Trip Generation Percentages (of PM) for Office – ITE Journal, January 2015 PROPOSED PROJECT As discussed in Section B, the Site is proposed to be redeveloped to an age restricted residential community consisting of 24 residential townhouse units, 160 senior adult housing units and 85 assisted living units (94 beds). The Hourly Trip Generation Rates and anticipated Site Generated Traffic Volumes associated the Proposed Project is shown below. Traffic Impact Study 900 King Street MC Project No. 17000360A Page 5 of 21 PROPOSED PROJECT AGE RESTRICTED RESIDENTIAL COMMUNITY ENTRY EXIT TOTAL HTGR Volume HTGR Volume HTGR Volume Residential Townhouse - 24 units Weekday Peak AM Hour 0.120 3 0.570 14 0.690 17 Weekday Peak Midday Hour (2) 0.320 8 0.415 10 0.735 18 Weekday Peak PM Hour 0.520 13 0.260 6 0.780 19 Senior Adult Housing - 160 units Weekday Peak AM Hour (1) 0.088 14 0.162 26 0.250 40 Weekday Peak Midday Hour (2) 0.129 21 0.153 24 0.282 45 Weekday Peak PM Hour (1) 0.169 27 0.144 23 0.313 50 Assisted Living – 85 units (94 beds) Weekday Peak AM Hour 0.090 8 0.050 5 0.140 13 Weekday Peak Midday Hour (2) 0.095 9 0.085 8 0.180 17 Weekday Peak PM Hour 0.100 10 0.120 11 0.220 21 TOTALS Weekday Peak AM Hour ----- 25 ----- 45 ----- 70 Weekday Peak Midday Hour ----- 38 ----- 42 ----- 80 Weekday Peak PM Hour ----- 50 ----- 40 ----- 90 Based on ITE Trip Generation Manual 9th Edition, 2012 ITE Land Use 230 – Residential Townhouse, ITE Land Use 252 – Senior Adult Housing, ITE Land Use 254 – Assisted Living (1) - Based on discussion with FPCA the Senior Adult Housing has been increased by 25% (x 1.25) to account for larger units. (2) – Average of Weekday AM and Weekday PM Peak Hour Hourly Trip Generation Rates As shown on the above Tables, the Proposed Project would generate a total of 263 less trips during the Weekday Peak AM Hour, a total of 147 less trips during the Weekday Peak Midday Hour and a total of 212 less trips during the Weekday Peak PM Hour than the re-occupancy of the existing office building. Traffic Impact Study 900 King Street MC Project No. 17000360A Page 6 of 21 G. YEAR 2025 BUILD TRAFFIC VOLUMES (Figures No. 17, 17A through 23, 23A) The Proposed Project Site Generated Traffic Volumes were assigned to the roadway network based on a review of the existing and expected traffic patterns. The resulting arrival/departure distributions shown on Figures No. 17, 17A and the Proposed Project Site Generated Traffic Volumes are shown on Figures No. 18, 18A, 19, 19A and 20, 20A for each of the Peak Hours. The Proposed Project Site Generated Traffic Volumes were added to the Year 2025 No-Build Traffic Volumes to obtain the Year 2025 Build Traffic Volumes. The resulting Year 2025 Build Traffic Volumes are shown on Figures No. 21, 21A, 22, 22A and 23, 23A for each of the Peak Hours. [It should be noted that the existing traffic currently being generated from the existing office building was subtracted from the existing roadway network]. H. DESCRIPTION OF ANALYSIS PROCEDURES In order to determine existing and future traffic operating conditions at the Study Area Intersections, it was necessary to perform capacity analyses. The following is a brief description of the analysis method utilized in this report: Signalized Intersection Capacity Analysis The capacity analysis for signalized intersections were performed in accordance with the procedures described in the 2010 Highway Capacity Manual, published by the Transportation Research Board. The terminology used in identifying traffic flow conditions is Levels of Service. A Level of Service “A” represents the best condition and a Level of Service “F” represents the worst condition. A Level of Service “C” is generally used as a design standard while a Level of Service “D” is acceptable during peak periods. A Level of Service “E” represents an operation near capacity. In order to identify an intersection’s Level of Service, the average amount of vehicle delay is computed for each approach to the intersection as well as for the overall intersection. Unsignalized Intersection Capacity Analysis The unsignalized intersection capacity analysis method utilized in this report was also performed in accordance with the procedures described in the 2010 Highway Capacity Manual. The procedure is based on total elapsed time from when a vehicle stops at the end of the queue until the vehicle departs from the stop line. The average total delay for Traffic Impact Study 900 King Street MC Project No. 17000360A Page 7 of 21 any particular critical movement is a function of the service rate or capacity of the approach and the degree of saturation. In order to identify the Level of Service, the average amount of vehicle delay is computed for each critical movement (major street left turns and minor street movements) to the intersection. Additional information concerning signalized and unsignalized Levels of Service can be found in Appendix C of this Study. I. RESULTS OF ANALYSIS (Tables No. 1 and 2) In order to evaluate current and future traffic operating conditions at each of the Study Area Intersections, a SYNCHRO analysis including SimTraffic model was conducted utilizing the procedures described above. Summarized below is a description of the existing geometrics, traffic control and a summary of the existing and future Levels of Service. Table No. 1 summarizes the results of the capacity analysis (Levels of Service, Delays and Volume-to-Capacity (v/c) Ratios) and Table No. 2 summarizes the 50th (average) and 95th percentile queues for the Year 2017 Existing, Year 2025 No-Build and Year 2025 Build Conditions. Copies of the SYNCHRO analysis are contained in Appendix “D” of this Study. 1. King Street (Route 120A) and Anderson Hill Road Anderson Hill Road intersects King Street (Route 120A) at a “T” type, signalized intersection. The King Street (Route 120A) northbound approach consists of two lanes in the form of a separate left turn lane and a separate through lane and the King Street (Route 120A) southbound approach consists of two lanes in the form of a separate through lane and separate right turn lane. The Anderson Hill Road eastbound approach consists of two lanes in the form of a separate left turn lane and a separate right turn lane. [The traffic signal timings utilized were from the Senior Learning Community at Purchase College Traffic Access and Impact Study prepared by Frederick P. Clark Associates (FPCA) – December 2016]. Traffic Impact Study 900 King Street MC Project No. 17000360A Page 8 of 21 Year 2017/2018 Existing Traffic Volumes Capacity analysis conducted utilizing the Year 2017/2018 Existing Traffic Volumes indicates that the intersection is currently operating at an overall Level of Service “B” during the Weekday Peak AM Highway Hour, is currently operating at a Level of Service “B” during the Weekday Peak Midday Hour and is currently operating at an overall Level of Service “C” during the Weekday Peak PM Highway Hour. Year 2025 No-Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 No-Build Traffic Volumes indicates that the intersection is projected to operate at an overall Level of Service “C” during the Weekday Peak AM Highway Hour, is projected to operate at a Level of Service “B” during the Weekday Peak Midday Hour and is projected to operate at an overall Level of Service “D” during the Weekday Peak PM Highway Hour. Year 2025 Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 Build Traffic Volumes indicates that the intersection is projected to operate at an overall Level of Service “C” during the Weekday Peak AM Highway Hour, is projected to operate at a Level of Service “B” during the Weekday Peak Midday Hour and is projected to operate at an overall Level of Service “D” during the Weekday Peak PM Highway Hour. 2. King Street (Route 120A) and Hutchinson River Parkway Parkway/Merritt Parkway SB Off Ramp The Hutchinson River Parkway/Merritt Parkway Southbound Off Ramp intersects King Street (Route 120A) at a “Y” shaped, unsignalized intersection. All approaches to the intersection consist of one lane in each direction and the Hutchinson River Parkway/Merritt Parkway Off Ramp is “Stop” sign controlled. Year 2017/2018 Existing Traffic Volumes Capacity analysis conducted utilizing the Year 2017/2018 Existing Traffic Volumes indicates that the Hutchinson River Parkway/Merritt Parkway Southbound Off Ramp (minor movement) is currently operating at a Level of Service “C” during the Weekday Peak AM Highway Hour, is currently operating at a Level of Service “B” during the Weekday Peak Midday Hour and is currently operating at a Level of Service “B” during the Weekday Peak PM Highway Hour. Traffic Impact Study 900 King Street MC Project No. 17000360A Page 9 of 21 Year 2025 No-Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 No-Build Traffic Volumes indicates that the Hutchinson River Parkway/Merritt Parkway Southbound Off Ramp (minor movement) is projected to operate at a Level of Service “D” during the Weekday Peak AM Highway Hour, is projected to operate at a Level of Service “C” during the Weekday Peak Midday Hour and is projected to operate at a Level of Service “C” during the Weekday Peak PM Highway Hour. Year 2025 Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 Build Traffic Volumes indicates that the Hutchinson River Parkway/Merritt Parkway Southbound Off Ramp (minor movement) is projected to operate at a Level of Service “D” during the Weekday Peak AM Highway Hour, is projected to operate at a Level of Service “C” during the Weekday Peak Midday Hour and is projected to operate at a Level of Service “C” during the Weekday Peak PM Highway Hour. 3. King Street (Route 120A) and N. Ridge Street N. Ridge Street intersects King Street (Route 120A) at a “T” shaped, unsignalized intersection. N. Ridge Street provides access to the Hutchinson River Parkway/Merritt Parkway Southbound On/Off Ramp. Approaching the intersection, King Street (Route 120A) widens to two lanes northbound providing a lane for left turn movements. The N. Ridge Street eastbound approach consists of a separate left turn lane and separate right turn lane and is “Stop” sign controlled. Year 2017/2018 Existing Traffic Volumes Capacity analysis conducted utilizing the Year 2017/2018 Existing Traffic Volumes indicates that the N. Ridge Street eastbound left turn (minor movement) is currently operating at a Level of Service “F” and the eastbound right turn (minor movement) is currently operating at a Level of Service “C” during the Weekday Peak AM Highway Hour, the N. Ridge Street eastbound left turn (minor movement) is currently operating at a Level of Service “F” and the eastbound right turn (minor movement) is currently operating at a Level of Service “C” during the Weekday Peak Midday Hour and the N. Ridge Street eastbound left turn (minor movement) is currently operating at a Level of Service “F” and the eastbound right turn (minor movement) is currently operating at a Level of Service “D” during the Weekday Peak PM Highway Hour. The King Street (NYS Route 120A) northbound left turn is currently operating at a Level of Service “B” or better during each of the peak hours. Traffic Impact Study 900 King Street MC Project No. 17000360A Page 10 of 21 Year 2025 No-Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 No-Build Traffic Volumes indicates that the N. Ridge Street eastbound left turn (minor movement) is projected to operate at a Level of Service “F” and the eastbound right turn (minor movement) is projected to operate at a Level of Service “F” during the Weekday Peak AM Highway Hour, the N. Ridge Street eastbound left turn (minor movement) is projected to operate at a Level of Service “F” and the eastbound right turn (minor movement) is projected to operate at a Level of Service “C” during the Weekday Peak Midday Hour and the N. Ridge Street eastbound left turn (minor movement) is projected to operate at a Level of Service “F” and the eastbound right turn (minor movement) is projected to operate at a Level of Service “E” during the Weekday Peak PM Highway Hour. The King Street (NYS Route 120A) northbound left turn is projected to operate at a Level of Service “B” during each of the peak hours. Year 2025 Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 Build Traffic Volumes indicates that the N. Ridge Street eastbound left turn (minor movement) is projected to operate at a Level of Service “F” and the eastbound right turn (minor movement) is projected to operate at a Level of Service “D” during the Weekday Peak AM Highway Hour, the N. Ridge Street eastbound left turn (minor movement) is projected to operate at a Level of Service “F” and the eastbound right turn (minor movement) is projected to operate at a Level of Service “C” during the Weekday Peak Midday Hour and the N. Ridge Street eastbound left turn (minor movement) is projected to operate at a Level of Service “F” and the eastbound right turn (minor movement) is projected to operate at a Level of Service “E” during the Weekday Peak PM Highway Hour. The King Street (NYS Route 120A) northbound left turn is projected to operate at a Level of Service “B” during each of the peak hours. 4. King Street (Route 120A) and Glen Ridge Road/Hutchinson River Parkway/Merritt Parkway NB On/Off Ramp Glen Ridge Road intersects King Street (Route 120A) at a “T” shaped, unsignalized intersection. Glen Ridge Road provides access to the Hutchinson River Parkway/Merritt Parkway Northbound On/Off Ramp. Approaching the intersection, King Street (Route 120A) widens to two lanes southbound providing a lane for left turn movements. All other approaches to the intersection consist of one lane in each direction and the Glen Ridge Road approach is “Stop” sign controlled. Traffic Impact Study 900 King Street MC Project No. 17000360A Page 11 of 21 Year 2017/2018 Existing Traffic Volumes Capacity analysis conducted utilizing the Year 2017/2018 Existing Traffic Volumes indicates that the Glen Ridge Hill Road approach (minor movements) is currently operating at a Level of Service “F” during the Weekday Peak AM Highway Hour, is currently operating at a Level of Service “D” during the Weekday Peak Midday Hour and is currently operating at a Level of Service “E” during the Weekday Peak PM Highway Hour. The King Street (NYS Route 120A) southbound left turn is currently operating at a Level of Service “B” during the Weekday Peak AM Highway Hour, is currently operating at a Level of Service “B” during the Weekday Peak Midday Hour and at a Level of Service “C” during the Weekday Peak PM Highway Hour. Year 2025 No-Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 No-Build Traffic Volumes indicates that the Glen Ridge Hill Road approach (minor movements) is projected to operate at a Level of Service “F” during the Weekday Peak AM Highway Hour, is projected to operate at a Level of Service “F” during the Weekday Peak Midday Hour and is projected to operate at a Level of Service “F” during the Weekday Peak PM Highway Hour. The King Street (NYS Route 120A) southbound left turn is projected to operate at a Level of Service “C” during the Weekday Peak AM Highway Hour, at a Level of Service “C” during the Weekday Peak Midday Hour and at a Level of Service “D” during the Weekday Peak PM Highway Hour. Year 2025 Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 Build Traffic Volumes indicates that the Glen Ridge Hill Road approach (minor movements) is projected to operate at a Level of Service “F” during the Weekday Peak AM Highway Hour, is projected to operate at a Level of Service “F” during the Weekday Peak Midday Hour, and is projected to operate at a Level of Service “F” during the Weekday Peak PM Highway Hour. The King Street (NYS Route 120A) southbound left turn is projected to operate at a Level of Service “C” during the Weekday Peak AM Highway Hour, at a Level of Service “C” during the Weekday Peak Midday Hour and at a Level of Service “C” during the Weekday Peak PM Highway Hour. Traffic Impact Study 900 King Street MC Project No. 17000360A Page 12 of 21 5. King Street (Route 120A) and Hutchinson River Parkway/Merritt Parkway NB On/Off Ramp The Hutchinson River Parkway/Merritt Parkway Northbound On/Off Ramp intersects King Street (Route 120A) at a “T” shaped, unsignalized intersection. All approaches to the intersection consist of one lane in each direction and the Hutchinson River Parkway/Merritt Parkway Off Ramp is “Stop” sign controlled. Year 2017/2018 Existing Traffic Volumes Capacity analysis conducted utilizing the Year 2017/2018 Existing Traffic Volumes indicates that the Hutchinson River Parkway/Merritt Parkway Off Ramp (minor movements) is currently operating at a Level of Service “F” during the Weekday Peak AM Highway Hour, is currently operating at a Level of Service “C” during the Weekday Peak Midday Hour and is currently operating at a Level of Service “F” during the Weekday Peak PM Highway Hour. The King Street (NYS Route 120A) northbound left turn is currently operating at a Level of Service “A” during each of the peak hours. Year 2025 No-Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 No-Build Traffic Volumes indicates that the Hutchinson River Parkway/Merritt Parkway Off Ramp (minor movements) is projected to operate at a Level of Service “F” during the Weekday Peak AM Highway Hour, is projected to operate at a Level of Service “E” during the Weekday Peak Midday Hour and is projected to operate at a Level of Service “F” during the Weekday Peak PM Highway Hour. The King Street (NYS Route 120A) northbound left turn is projected to operate at a Level of Service “A” during each of the peak hours. Year 2025 Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 Build Traffic Volumes indicates that the Hutchinson River Parkway/Merritt Parkway Off Ramp (minor movements) is projected to operate at a Level of Service “F” during the Weekday Peak AM Highway Hour, is projected to operate at a Level of Service “D” during the Weekday Peak Midday Hour and is projected to operate at a Level of Service “F” during the Weekday Peak PM Highway Hour. The King Street (NYS Route 120A) northbound left turn is projected to operate at a Level of Service “A” during each of the peak hours. Traffic Impact Study 900 King Street MC Project No. 17000360A Page 13 of 21 The Site has frontage along the Hutchinson River parkway. In this section, the Right- Of-Way between the parkway and the Site is at least 80’ feet which provides sufficient Right-Of-Way for any widening by the State. Thus, no additional dedication is required. Note: the Site does not have any frontage along the ramp for 300’ +/- from King Street. 6. King Street (Route 120A) and Arbor Drive Arbor Drive intersects King Street (Route 120A) at a “T” type, signalized intersection. [The Arbor Drive traffic signal is coordinated with the Glenville Street/Blind Brook Middle School/High School traffic signal]. The King Street (Route 120A) northbound approach consists of two lanes in the form of a separate left turn lane and a separate through lane and the King Street (Route 120A) southbound approach consists of two lanes in the form of a separate through lane and separate right turn lane. The Arbor Drive eastbound approach consists of two lanes in the form of a separate left turn lane and a separate right turn lane. [A copy of the NYSDOT traffic signal timing plan is contained in Appendix “H”]. Year 2017/2018 Existing Traffic Volumes Capacity analysis conducted utilizing the Year 2017/2018 Existing Traffic Volumes indicates that the intersection is currently operating at an overall Level of Service “B” during the Weekday Peak AM Highway Hour (with the Arbor Drive eastbound left turn operating at a LOS “D”), is currently operating at an overall Level of Service “A” during the Weekday Peak Midday (with the Arbor Drive eastbound left turn operating at a LOS “D”) and is currently operating at an overall Level of Service “A” during the Weekday Peak PM Highway Hour (with the Arbor Drive eastbound left turn operating at a LOS “D”). Year 2025 No-Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 No-Build Traffic Volumes indicates that the intersection is projected to operate at an overall Level of Service “B” during the Weekday Peak AM Highway Hour (with the Arbor Drive eastbound left turn operating at a LOS “D”), is projected to operate at an overall Level of Service “B” during the Weekday Peak Midday Hour (with the Arbor Drive eastbound left turn operating at a LOS “D”) and is projected to operate at an overall Level of Service “B” during the Weekday Peak PM Highway Hour (with the Arbor Drive eastbound left turn operating at a LOS “D”). Traffic Impact Study 900 King Street MC Project No. 17000360A Page 14 of 21 Year 2025 Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 Build Traffic Volumes indicates that the intersection is projected to operate at an overall Level of Service “B” during the Weekday Peak AM Highway Hour (with the Arbor Drive eastbound left turn operating at a LOS “D”), is projected to operate at an overall Level of Service “A” during the Weekday Peak Midday Hour (with the Arbor Drive eastbound left turn operating at a LOS “D”) and is projected to operate at an overall Level of Service “A” during the Weekday Peak PM Highway Hour (with the Arbor Drive eastbound left turn operating at a LOS “D”). 7. King Street (Route 120A) and Blind Brook MS/HS Right Turn Entry The Blind Brook Middle School/High School Right Turn Entry driveway intersects King Street (Route 120A) at a unsignalized intersection. Year 2017/2018 Existing Traffic Volumes Capacity analysis conducted utilizing the Year 2017/2018 Existing Traffic Volumes indicates that the Blind Brook Middle School/High School Right Turn Entry driveway is currently operating at a Level of Service “A” during the Weekday Peak AM, Weekday Peak Midday and Weekday Peak PM Hours. Year 2025 No-Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 No-Build Traffic Volumes indicates that the Blind Brook Middle School/High School Right Turn Entry driveway is projected to operate at a Level of Service “A” during the Weekday Peak AM, Weekday Peak Midday and Weekday Peak PM Hours. Year 2025 Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 Build Traffic Volumes indicates that the Blind Brook Middle School/High School Right Turn Entry driveway is projected to operate at a Level of Service “A” during the Weekday Peak AM, Weekday Peak Midday and Weekday Peak PM Hours. 8. King Street (Route 120A) and Glenville Street/Blind Brook MS/HS The Blind Brook Middle School/High School driveway intersects King Street (Route 120A) opposite Glenville Street at a full movement, signalized intersection. [The Glenville Street/Blind Brook Middle School/High School traffic signal is coordinated with the Arbor Drive traffic signal]. The King Street (Route 120A) northbound and southbound approaches each consists of two lanes in the form of a separate left turn Traffic Impact Study 900 King Street MC Project No. 17000360A Page 15 of 21 lane and a shared through/right lane. The Glenville Street westbound approach consists of two lanes in the form of a shared left/through lane and a separate right turn lane and the Blind Brook Middle School/High School driveway (eastbound approach) approach consists of two lanes in the form of a separate left turn lane and a separate right turn lane. [A copy of the NYSDOT traffic signal timing plan is contained in Appendix “H”]. Year 2017/2018 Existing Traffic Volumes Capacity analysis conducted utilizing the Year 2017/2018 Existing Traffic Volumes indicates that the intersection is currently operating at an overall Level of Service “C” during the Weekday Peak AM Highway Hour (with the Blind Brook MS/HS eastbound left turn operating at a LOS “D” and the Glenville Street westbound left/through operating at a LOS “D”), is currently operating at an overall Level of Service “C” during the Weekday Peak Midday Hour (with the Blind Brook MS/HS eastbound left turn operating at a LOS “D” and the Glenville Street westbound left/through operating at a LOS “D”) and is currently operating at an overall Level of Service “B” during the Weekday Peak PM Highway Hour (with the Blind Brook MS/HS eastbound left turn operating at a LOS “D” and the Glenville Street westbound left/through operating at a LOS “E”). Year 2025 No-Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 No-Build Traffic Volumes indicates that the intersection is projected to operate at an overall Level of Service “C” during the Weekday Peak AM Highway Hour (with the Blind Brook MS/HS eastbound left turn operating at a LOS “D” and the Glenville Street westbound left/through operating at a LOS “D”), is projected to operate at an overall Level of Service “C” during the Weekday Peak Midday Hour (with the Blind Brook MS/HS eastbound left turn operating at a LOS “D” and the Glenville Street westbound left/through operating at a LOS “D”) and is projected to operate at an overall Level of Service “B” during the Weekday Peak PM Highway Hour (with the Blind Brook MS/HS eastbound left turn operating at a LOS “D” and the Glenville Street westbound left/through operating at a LOS “E”). Year 2025 Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 Build Traffic Volumes indicates that the intersection is projected to operate at an overall Level of Service “C” during the Weekday Peak AM Highway Hour (with the Blind Brook MS/HS eastbound left turn operating at a LOS “D” and the Glenville Street westbound left/through Traffic Impact Study 900 King Street MC Project No. 17000360A Page 16 of 21 operating at a LOS “D”), is projected to operate at an overall Level of Service “C” during the Weekday Peak Midday Hour (with the Blind Brook MS/HS eastbound left turn operating at a LOS “D” and the Glenville Street westbound left/through operating at a LOS “D”) and is projected to operate at an overall Level of Service “B” during the Weekday Peak PM Highway Hour (with the Blind Brook MS/HS eastbound left turn operating at a LOS “D” and the Glenville Street westbound left/through operating at a LOS “E”). 9. Arbor Drive and Site Driveway(s) As discussed in Section B, access to the Site is currently provided via two driveway connections to Arbor Drive and as part of the redevelopment access will continue to be provided via two driveway connections. For analysis purpose, all traffic was assigned at a single driveway. Year 2017/2018 Existing Traffic Volumes Capacity analysis conducted utilizing the Year 2017/2018 Existing Traffic Volumes indicates that the Site Driveway(s) is currently operating at a Level of Service “B” or better during the Weekday Peak AM, Weekday Peak Midday and Weekday Peak PM Hours. Year 2025 No-Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 No-Build Traffic Volumes indicates that the Site Driveway(s) is projected to operate at a Level of Service “B” or better during the Weekday Peak AM, Weekday Peak Midday and Weekday Peak PM Hours. Year 2025 Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 Build Traffic Volumes indicates that the Site Driveway(s) is projected to operate at a Level of Service “B” or better during the Weekday Peak AM, Weekday Peak Midday and Weekday Peak PM Hours. 10. King Street (Route 120A) and Comly Avenue Comly Avenue intersects King Street (Route 120A) at a “T” shaped, unsignalized intersection. All approaches to the intersection consist of one lane in each direction with the Comly Avenue approach “Stop” sign controlled. Traffic Impact Study 900 King Street MC Project No. 17000360A Page 17 of 21 Year 2017/2018 Existing Traffic Volumes Capacity analysis conducted utilizing the Year 2017/2018 Existing Traffic Volumes indicates that the Comly Avenue approach (minor movements) is currently operating at a Level of Service “C” during the Weekday Peak AM Highway Hour, is currently operating at a Level of Service “B” during the Weekday Peak Midday Hour and is currently operating at a Level of Service “C” during the Weekday Peak PM Highway Hour. The King Street (NYS Route 120A) southbound left turn is currently operating at a Level of Service “A” during each of the peak hours. Year 2025 No-Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 No-Build Traffic Volumes indicates that the Comly Avenue approach (minor movements) is projected to operate at a Level of Service “D” during the Weekday Peak AM Highway Hour, is projected to operate at a Level of Service “C” during the Weekday Peak Midday Hour and is projected to operate at a Level of Service “C” during the Weekday Peak PM Highway Hour. The King Street (NYS Route 120A) southbound left turn is projected to operate at a Level of Service “A” during each of the peak hours. Year 2025 Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 Build Traffic Volumes indicates that the Comly Avenue approach (minor movements) is projected to operate at a Level of Service “D” during the Weekday Peak AM Highway Hour, is projected to operate at a Level of Service “C” during the Weekday Peak Midday Hour and is projected to operate at a Level of Service “C” during the Weekday Peak PM Highway Hour. The King Street (NYS Route 120A) southbound left turn is projected to operate at a Level of Service “A” during each of the peak hours. 11. King Street (Route 120A) and Betsy Brown Road Betsy Brown Road intersects King Street (Route 120A) at a “T” shaped, unsignalized intersection. All approaches to the intersection consist of one lane in each direction with the Betsy Brown Road approach “Stop” sign controlled. Year 2017/2018 Existing Traffic Volumes Capacity analysis conducted utilizing the Year 2017/2018 Existing Traffic Volumes indicates that the Betsy Brown Road approach (minor movements) is currently operating at a Level of Service “F” during the Weekday Peak AM Highway Hour, is currently operating at a Level of Service “E” during the Weekday Peak Midday Hour and is currently operating at a Level of Service “D” during the Weekday Peak PM Traffic Impact Study 900 King Street MC Project No. 17000360A Page 18 of 21 Highway Hour. The King Street (NYS Route 120A) northbound left turn is currently operating at a Level of Service “A” during each of the peak hours. Year 2025 No-Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 No-Build Traffic Volumes indicates that the Betsy Brown Road approach (minor movements) is projected to operate at a Level of Service “F” during the Weekday Peak AM Highway Hour, is projected to operate at a Level of Service “F” during the Weekday Peak Midday Hour and is projected to operate at a Level of Service “D” during the Weekday Peak PM Highway Hour. The King Street (NYS Route 120A) northbound left turn is projected to operate at a Level of Service “B” or better during each of the peak hours. Year 2025 Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 Build Traffic Volumes indicates that the Betsy Brown Road approach (minor movements) is projected to operate at a Level of Service “F” during the Weekday Peak AM Highway Hour, is projected to operate at a Level of Service “F” during the Weekday Peak Midday Hour and is projected to operate at a Level of Service “D” during the Weekday Peak PM Highway Hour. The King Street (NYS Route 120A) northbound left turn is projected to operate at a Level of Service “B” or better during each of the peak hours. 12. N. Ridge Street and Hutchinson River Parkway SB On/Off Ramp The Hutchinson River Parkway Southbound On/Off Ramp intersects N. Ridge Street at a “T” shaped, unsignalized intersection. All approaches to the intersection consist of one lane in each direction with the Hutchinson River Parkway Southbound Off Ramp “Stop” sign controlled. Year 2017/2018 Existing Traffic Volumes Capacity analysis conducted utilizing the Year 2017/2018 Existing Traffic Volumes indicates that the Hutchinson River Parkway Southbound Off Ramp (minor movements) is currently operating at a Level of Service “B” during each of the peak hours. Year 2025 No-Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 No-Build Traffic Volumes indicates that the Hutchinson River Parkway Southbound Off Ramp (minor movements) is projected to operate at a Level of Service “B” during each of the peak hours. Traffic Impact Study 900 King Street MC Project No. 17000360A Page 19 of 21 Year 2025 Build Traffic Volumes Capacity analysis conducted utilizing the Year 2025 Build Traffic Volumes indicates that the Hutchinson River Parkway Southbound Off Ramp (minor movements) is projected to continue to operate at a Level of Service “B” during each of the peak hours. J. ACCIDENT DATA (Tables No. 3A and 3B) Accident information was obtained from the Senior Learning Community at Purchase College Traffic Access and Impact Study prepared by Frederick P. Clark Associates and the NYSDOT Records Access Office along King Street (NYS Route 120A) within the Study Area/Study Area Intersections. This data is summarized in Tables No. 3A and 3B (Appendix F). As summarized in Table No. 3A, there were a total of 2 reported accidents in 2012, 1 reported accidents in 2013 and 4 reported accidents in 2014 at King Street (NYS Route 120A) and Anderson Hill Road (FPCA Accident Data). As summarized in Table No 3B, there were a total of 5 reported accidents in 2014, 9 reported accidents in 2015 and 11 reported accidents in 2016 from Reference Markers 120A 8701 1045 to 120A 8701 1040 (NYSDOT Accident Data) with 2 reported accidents (2014), 3 reported accidents (2015) and 5 reported accidents (2016) at the King Street (NYS Route 120A)/Arbor Drive intersection. As summarized in Table No 3C, there were a total of 4 reported accidents in 2015, 2 reported accidents in 2016 and 2 reported accidents in 2017 in the vicinity of Comly Avenue (Reference Marker 120A 8701 1035) and a total of 1 reported accident in 2015, 4 reported accidents in 2016 and 0 reported accidents in 2017 in the vicinity of Betsy Brown Road (Reference Marker 120A 8701 1032) A review of the accident data indicates typical types of accidents, which includes rear- end accidents, with apparent contributing factors such as following too closely, turning improperly and driver inattention. Appendix F also contains a copy of the NYSDOT Accident Verbal Description Reports. Based on the anticipated traffic generation for the Proposed Project, it is expected that the Proposed Project will not have a significant impact on the accident rates on the area roadways. Traffic Impact Study 900 King Street MC Project No. 17000360A Page 20 of 21 K. CONSTRUCTION IMPACTS The Blind Brook Middle School/High School has a start time of 7:45 am and a dismissal time of 2:40 pm. Construction of the Proposed project would be expected to take approximately 30 months and would be split into seven phases. It is anticipated that workers would start at 7:00 am and end at 3:30 pm. The number of workers and truck tips would vary by month and phase of construction, with the maximum number of workers on site expected to be 180 workers per day during construction months 20 and 21. It is anticipated that 20% of the workers would carpool. Truck trips would also vary by month and phase of construction, with the maximum number of truck trips expected to be 140 weekly trips during construction month 21. It should be noted that truck trips will primarily be during off peak hours and would be encouraged not coincide with the School’s entry and exit hours. However due to the nature of construction, some essential construction trucks, such as concrete trucks will have to cycle in and out until the pour is complete. Based on the above, a construction analysis of the study area intersections was conducted for the maximum number of workers on Site (180 workers) all arriving during the 6:00 am – 7:00 am hour and all departing during the 3:30 pm – 4:30 pm hour to provide a conservative analysis during months 20 and 21. It should be noted that no reduction in trips were taken due to car pooling. Utilizing the turning movement traffic counts conducted between the hours of 7:00 am – 7:00 pm on Wednesday, January 31, 2018, the Year 2018 Existing Traffic volumes for the 6:00 am – 7:00 am hour were developed by adjusting the 7:00 am – 8:00 am traffic volumes by 50% based on NYSDOT historical data and are shown on Figures No. C-1, C-1A. The Year 2018 Existing Traffic Volumes for the 3:30 pm – 4:30 pm hour are shown on Figures No. C-2, C-2A. A copy of the manual traffic counts and NYSDOT historical data is contained in Appendix G of this Study. Following the same methodology outline in Sections E through G, the Year 2025 No- Build Condition and Year 2025 Build Condition with construction activity were developed and are shown on Figures No. 3, 3A – 9, 9A. A SYNCHRO analysis was also conducted for the construction activity peak hours. The results of the capacity analysis (Levels of Service, Delays and Volume-to-Capacity (v/c) Ratios) are summarized in Table 1-C and the 50th (average) and 95th percentile queues are Traffic Impact Study 900 King Street MC Project No. 17000360A Page 21 of 21 summarized in Table No. 2-C for the Year 2018 Existing, Year 2025 No-Build and Year 2025 Build Conditions with construction activity. Copies of the Level of Service and Queue Summary Tables and SYNCHRO analysis are contained in Appendix “G” of this Study. The results of the analysis indicate that the construction traffic impacts would be less than the typical peak hours evaluated in Section I of this Study. L. SUMMARY AND CONCLUSION As summarized in this Study and as shown on Table No. 1, the redevelopment of the Site to the age restricted residential community when compared to the re-occupancy of the office building will not significantly affect the area roadways. R:\Projects\2017\17000360A_900 King Street\Reports\Traffic\Word\180824_RPR_TIS.docx Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix 900 KING STREET _______________________________________________________________________________ APPENDIX A FIGURES New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction SITE LOCATION STUDY AREA LOCATIONS NOTE: LINE DIAGRAM NOT TO SCALE 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction STUDY AREA LOCATIONS NOTE: LINE DIAGRAM NOT TO SCALE 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2017/2018 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2017/2018 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2017/2018 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2017/2018 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2017/2018 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2017/2018 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 PROJECTED TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 PROJECTED TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 PROJECTED TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 PROJECTED TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 PROJECTED TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 PROJECTED TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE OTHER DEVELOPMENT TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE OTHER DEVELOPMENT TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE OTHER DEVELOPMENT TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE OTHER DEVELOPMENT TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE OTHER DEVELOPMENT TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE OTHER DEVELOPMENT TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE RE-OCCUPANCY OF OFFICE BUILDING WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE RE-OCCUPANCY OF OFFICE BUILDING WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE RE-OCCUPANCY OF OFFICE BUILDING WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE RE-OCCUPANCY OF OFFICE BUILDING WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE RE-OCCUPANCY OF OFFICE BUILDING WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE RE-OCCUPANCY OF OFFICE BUILDING WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE 900 KING STREET RYE BROOK, NEW YORK YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE 900 KING STREET RYE BROOK, NEW YORK YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE ARRIVAL/DEPARTURE DISTRIBUTION 00 - ARRIVAL [00] - DEPARTURE 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE ARRIVAL/DEPARTURE DISTRIBUTION 00 - ARRIVAL [00] - DEPARTURE 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix 900 KING STREET _______________________________________________________________________________ APPENDIX B LEVEL OF SERVICE SUMMARY TABLE QUEUE SUMMARY TABLE V/C V / C V / C V / C V / C V / C V / C V / C V / C LO C A T I O N L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O 1 K I N G S T R E E T ( R O U T E 1 2 0 A ) & AN D E R S O N H I L L R O A D SIG N A L I Z E D NO R T H B O U N D L E F T A 4 . 3 0 . 3 0 A 3 . 3 0 . 1 6 B 1 2 . 0 0 . 5 3 A 6 . 7 0 . 5 0 A 4 . 8 0 . 3 0 C 2 3 . 9 0 . 6 9 A 6 . 2 0 . 4 8 A 4 . 6 0 . 2 8 C 2 0 . 9 0 . 6 5 NO R T H B O U N D T H R O U G H B 1 7 . 9 0 . 7 3 B 1 0 . 9 0 . 5 2 B 1 3 . 9 0 . 5 4 C 2 7 . 2 0 . 8 6 B 1 4 . 8 0 . 6 4 B 1 9 . 4 0 . 7 0 C 2 7 . 2 0 . 8 6 B 1 4 . 5 0 . 6 3 B 1 8 . 1 0 . 6 7 NO R T H B O U N D A P P R O A C H B 1 5 . 3 - - - - A 1 0 . 0 - - - - B 1 3 . 4 - - - - C 2 2 . 2 - - - - B 1 3 . 1 - - - - C 2 0 . 6 - - - - C 2 2 . 1 - - - - B 1 2 . 9 - - - - B 1 8 . 9 - - - - SO U T H B O U N D T H R O U G H B 1 2 . 9 0 . 5 5 B 1 3 . 3 0 . 6 4 C 3 0 . 6 0 . 9 0 B 1 9 . 0 0 . 7 1 B 1 9 . 1 0 . 7 5 E 6 8 . 8 1 . 0 6 B 1 7 . 9 0 . 6 8 B 1 8 . 6 0 . 7 5 E 6 3 . 8 1 . 0 5 SO U T H B O U N D R I G H T A 0 . 7 0 . 1 0 A 0 . 5 0 . 0 8 A 1 . 1 0 . 1 4 A 0 . 8 0 . 1 6 A 0 . 7 0 . 1 0 A 1 . 3 0 . 1 7 A 0 . 8 0 . 1 6 A 0 . 7 0 . 1 0 A 1 . 3 0 . 1 7 SO U T H B O U N D A P P R O A C H B 1 0 . 7 - - - - B 1 1 . 6 - - - - C 2 5 . 9 - - - - B 1 5 . 2 - - - - B 1 6 . 5 - - - - E 5 7 . 7 - - - - B 1 4 . 1 - - - - B 1 6 . 0 - - - - D 5 3 . 6 - - - - EA S T B O U N D L E F T D 3 5 . 6 0 . 5 8 C 3 3 . 9 0 . 5 3 C 3 2 . 4 0 . 4 9 D 4 0 . 1 0 . 6 5 D 3 6 . 5 0 . 6 0 C 3 4 . 8 0 . 5 6 D 4 0 . 1 0 . 6 5 D 3 6 . 2 0 . 6 0 C 3 4 . 3 0 . 5 5 EA S T B O U N D R I G H T B 1 9 . 1 0 . 2 7 B 1 8 . 3 0 . 1 6 C 2 1 . 2 0 . 4 4 B 1 9 . 5 0 . 3 6 B 1 8 . 8 0 . 2 5 C 2 1 . 0 0 . 4 7 B 1 8 . 6 0 . 3 0 B 1 8 . 6 0 . 2 3 C 2 1 . 4 0 . 4 9 EA S T B O U N D A P P R O A C H C 2 8 . 1 - - - - C 2 8 . 5 - - - - C 2 5 . 5 - - - - C 2 9 . 1 - - - - C 2 9 . 0 - - - - C 2 6 . 3 - - - - C 2 9 . 5 - - - - C 2 9 . 1 - - - - C 2 6 . 3 - - - - OV E R A L L I N T E R S E C T I O N B 1 5 . 6 - - - - - B 1 3 . 0 - - - - C 2 1 . 6 - - - - - C 2 0 . 7 - - - - - B 1 6 . 9 - - - - D 3 8 . 7 - - - - - C 2 0 . 3 - - - - - B 1 6 . 5 - - - - D 3 6 . 5 - - - - - 2 K I N G S T R E E T ( R O U T E 1 2 0 A ) & HU T C H I N S O N R I V E R P A R K W A Y / M E R R I T T P A R K W A Y SB O F F R A M P UN S I G N A L I Z E D MI N O R M O V E M E N T S WE S T B O U N D R I G H T C 1 9 . 0 0 . 5 1 2 B 1 3 . 6 0 . 2 5 9 B 1 4 . 0 0 . 2 5 4 D 2 7 . 3 0 . 6 6 9 C 1 6 . 6 0 . 3 6 9 C 1 7 . 9 0 . 3 7 9 D 2 7 . 3 0 . 6 6 9 C 1 6 . 2 0 . 3 6 1 C 1 6 . 7 0 . 3 5 7 3 K I N G S T R E E T ( R O U T E 1 2 0 A ) & N. R I D G E S T R E E T UN S I G N A L I Z E D MA J O R M O V E M E N T S NO R T H B O U N D L E F T B 1 0 . 6 0 . 3 1 8 A 9 . 8 0 . 2 2 8 A 9 . 9 0 . 1 7 8 B 1 2 . 1 0 . 3 9 4 B 1 0 . 8 0 . 2 9 9 B 1 1 . 1 0 . 2 8 9 B 1 1 . 6 0 . 3 7 2 B 1 0 . 4 0 . 2 6 3 B 1 0 . 5 0 . 2 0 6 MI N O R M O V E M E N T S EA S T B O U N D L E F T F 1 6 0 . 9 0 . 6 3 8 F 8 9 . 1 0 . 5 5 6 F 6 0 . 8 0 . 3 2 6 F 4 5 1 . 8 1 . 2 1 6 F 2 4 8 . 4 0 . 9 9 3 F 1 8 2 . 2 0 . 6 9 5 F 3 4 6 . 3 1 . 0 3 2 F 1 7 7 . 6 0 . 8 3 2 F 9 9 . 5 0 . 4 8 0 EA S T B O U N D R I G H T C 2 1 . 7 0 . 5 5 3 C 1 7 . 6 0 . 4 2 6 D 2 6 . 2 0 . 6 2 4 F 5 8 . 8 0 . 9 1 2 C 2 4 . 2 0 . 5 8 3 E 3 9 . 9 0 . 7 7 6 D 2 7 . 4 0 . 6 3 9 C 2 1 . 5 0 . 5 1 7 E 3 8 . 6 0 . 7 6 2 4 K I N G S T R E E T ( R O U T E 1 2 0 A ) & GL E N R I D G E R O A D HU T C H I N S O N R I V E R P A R K W A Y / M E R R I T T P A R K W A Y NB O N / O F F R A M P UN S I G N A L I Z E D MA J O R M O V E M E N T S SO U T H B O U N D L E F T B 1 4 . 6 0 . 4 3 1 B 1 4 . 5 0 . 4 9 5 C 1 5 . 8 0 . 5 3 9 C 1 8 . 2 0 . 5 4 4 C 1 9 . 9 0 . 6 3 4 D 2 8 . 7 0 . 7 5 8 C 1 8 . 0 0 . 5 4 0 C 1 7 . 6 0 . 5 9 2 C 1 9 . 8 0 . 6 4 4 MI N O R M O V E M E N T S WE S T B O U N D L E F T / R I G H T F 5 3 . 1 0 . 7 5 9 D 3 1 . 4 0 . 4 3 3 E 4 1 . 8 0 . 4 8 4 F 1 6 8 . 7 1 . 1 7 5 F 7 9 . 0 0 . 7 9 5 F 2 8 4 . 6 1 . 3 1 6 F 1 3 8 . 3 1 . 0 9 6 F 5 3 . 6 0 . 6 7 2 F 9 7 . 7 0 . 8 3 8 5 K I N G S T R E E T ( R O U T E 1 2 0 A ) & HU T C H I N S O N R I V E R P A R K W A Y / M E R R I T T P A R K W A Y NB O N / O F F R A M P UN S I G N A L I Z E D MA J O R M O V E M E N T S NO R T H B O U N D L E F T A 0 . 0 0 . 0 0 A 8 . 3 0 . 0 1 A 8 . 8 0 . 0 1 A 0 . 0 0 . 0 0 A 8 . 5 0 . 0 0 5 A 9 . 0 0 . 0 0 6 A 0 . 0 0 . 0 0 0 A 8 . 4 0 . 0 0 5 A 9 . 0 0 . 0 0 6 MI N O R M O V E M E N T S EA S T B O U N D L E F T / R I G H T F 8 2 . 1 0 . 9 7 7 C 2 2 . 4 0 . 5 3 9 F 5 3 . 9 0 . 8 7 F 3 6 5 . 4 1 . 6 9 5 E 4 2 . 0 0 . 7 7 6 F 1 6 6 . 1 1 . 2 2 7 F 1 5 1 . 1 1 . 1 7 9 D 3 0 . 7 0 . 6 6 2 F 1 1 0 . 7 1 . 0 8 2 YEAR 2025 BUILD WE E K D A Y A M WEEKDAY PM WE E K D A Y M I D D A Y WE E K D A Y M I D D A Y WEEKDAY MIDDAY TA B L E N O . 1 LE V E L O F S E R V I C E S U M M A R Y T A B L E WE E K D A Y A M WE E K D A Y P M YE A R 2 0 1 7 / 2 0 1 8 E X I S T I N G YE A R 2 0 2 5 N O - B U I L D WE E K D A Y A M WE E K D A Y P M MC 1 7 0 0 0 3 6 0 A AUGUST 13, 2018 V/C V / C V / C V / C V / C V / C V / C V / C V / C LO C A T I O N L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O YEAR 2025 BUILD WE E K D A Y A M WEEKDAY PM WE E K D A Y M I D D A Y WE E K D A Y M I D D A Y WEEKDAY MIDDAY TA B L E N O . 1 LE V E L O F S E R V I C E S U M M A R Y T A B L E WE E K D A Y A M WE E K D A Y P M YE A R 2 0 1 7 / 2 0 1 8 E X I S T I N G YE A R 2 0 2 5 N O - B U I L D WE E K D A Y A M WE E K D A Y P M 6 K I N G S T R E E T ( R O U T E 1 2 0 A ) & AR B O R D R I V E SIG N A L I Z E D NO R T H B O U N D L E F T A 3 . 0 0 . 0 7 A 2 . 1 0 . 0 5 A 2 . 5 0 . 0 7 A 5 . 1 0 . 2 6 A 3 . 9 0 . 1 1 A 6 . 5 0 . 1 5 A 3 . 8 0 . 1 1 A 2 . 5 0 . 0 8 A 2 . 9 0 . 1 3 NO R T H B O U N D T H R O U G H A 8 . 2 0 . 6 7 A 5 . 3 0 . 5 9 A 4 . 3 0 . 5 6 B 1 1 . 5 0 . 7 3 B 1 2 . 8 0 . 7 4 B 1 1 . 2 0 . 7 3 B 1 3 . 2 0 . 7 7 A 7 . 8 0 . 6 8 A 5 . 6 0 . 6 1 NO R T H B O U N D A P P R O A C H A 8 . 1 - - - - A 5 . 2 - - - - A 4 . 2 - - - - B 1 1 . 0 - - - - B 1 2 . 3 - - - - B 1 1 . 0 - - - - B 1 2 . 9 - - - - A 7 . 6 - - - - A 5 . 4 - - - - SO U T H B O U N D T H R O U G H B 1 0 . 1 0 . 6 A 6 . 4 0 . 3 9 A 7 . 9 0 . 5 3 B 1 7 . 6 0 . 7 3 B 1 1 . 6 0 . 5 1 B 1 9 . 5 0 . 7 1 B 1 5 . 6 0 . 7 3 A 7 . 8 0 . 4 5 B 1 0 . 2 0 . 6 0 SO U T H B O U N D R I G H T A 0 . 0 0 . 0 3 A 0 . 0 0 . 0 3 A 0 . 1 0 . 0 4 A 0 . 2 0 . 1 7 A 0 . 1 0 . 0 9 A 0 . 1 0 . 0 6 A 0 . 0 0 . 0 2 A 0 . 1 0 . 0 5 A 0 . 1 0 . 0 6 SO U T H B O U N D A P P R O A C H A 9 . 6 - - - - A 6 . 0 - - - - A 7 . 4 - - - - B 1 3 . 6 - - - - A 9 . 6 - - - - B 1 7 . 4 - - - - B 1 5 . 1 - - - - A 7 . 0 - - - - A 9 . 2 - - - - EA S T B O U N D L E F T D 4 5 . 1 0 . 4 6 D 4 0 . 8 0 . 2 5 D 5 1 . 0 0 . 3 4 D 4 6 . 4 0 . 5 5 D 4 8 . 7 0 . 5 9 D 5 3 . 0 0 . 7 5 D 4 6 . 6 0 . 5 4 D 4 2 . 8 0 . 3 2 D 5 2 . 0 0 . 4 0 EA S T B O U N D R I G H T B 1 4 . 2 0 . 2 7 B 1 7 . 2 0 . 2 2 B 1 8 . 2 0 . 2 6 B 1 2 . 6 0 . 2 7 B 1 2 . 3 0 . 2 4 A 8 . 5 0 . 2 5 B 1 2 . 6 0 . 3 1 B 1 5 . 8 0 . 2 9 B 1 6 . 8 0 . 3 1 EA S T B O U N D A P P R O A C H C 3 2 . 5 - - - - C 2 8 . 6 - - - - D 3 5 . 4 - - - - C 3 4 . 3 - - - - D 3 7 . 1 - - - - D 4 0 . 9 - - - - C 3 2 . 6 - - - - C 2 8 . 6 - - - - C 3 4 . 5 - - - - OV E R A L L I N T E R S E C T I O N B 1 0 . 3 - - - - A 6 . 4 - - - - A 7 . 0 - - - - B 1 3 . 9 - - - - B 1 3 . 5 - - - - B 1 7 . 9 - - - - B 1 5 . 5 - - - - A 8 . 4 - - - - A 8 . 7 - - - - 7 K I N G S T R E E T ( R O U T E 1 2 0 A ) & BL I N D B R O O K M S / H S R I G H T T U R N E N T R Y UN S I G N A L I Z E D A - - - - - - - A - - - - - - - A - - - - - - - A - - - - - - - A - - - - - - - A - - - - - - - A - - - - - - - A - - - - - - - A - - - - - - - 8 K I N G S T R E E T ( R O U T E 1 2 0 A ) & BL I N D B R O O K M S / H S - G L E N V I L L E S T R E E T SIG N A L I Z E D NO R T H B O U N D L E F T A 9 . 7 0 . 1 6 B 1 2 . 0 0 . 1 1 A 8 . 0 0 . 0 9 B 1 0 . 3 0 . 1 9 B 1 3 . 2 0 . 1 3 A 8 . 5 0 . 1 1 B 1 0 . 4 0 . 1 9 B 1 3 . 2 0 . 1 3 A 8 . 4 0 . 1 0 NO R T H B O U N D T H R O U G H / R I G H T C 3 1 . 5 0 . 7 8 C 2 9 . 7 0 . 6 9 B 1 9 . 7 0 . 5 5 D 4 6 . 6 0 . 9 3 D 3 7 . 2 0 . 8 2 C 2 2 . 5 0 . 6 3 D 3 8 . 3 0 . 8 7 D 3 6 . 6 0 . 8 1 C 2 2 . 7 0 . 6 4 NO R T H B O U N D A P P R O A C H C 2 9 . 2 - - - - C 2 8 . 1 - - - - B 1 9 . 0 - - - - D 4 3 . 2 - - - - D 3 5 . 3 - - - - C 2 1 . 6 - - - - D 3 5 . 5 - - - - C 3 4 . 7 - - - - C 2 1 . 9 - - - - SO U T H B O U N D L E F T B 1 2 . 5 0 . 4 6 B 1 3 . 1 0 . 2 8 A 5 . 2 0 . 2 6 C 2 4 . 5 0 . 6 2 B 1 5 . 6 0 . 3 7 A 7 . 1 0 . 3 1 B 1 7 . 5 0 . 5 6 B 1 5 . 5 0 . 3 6 A 5 . 8 0 . 3 1 SO U T H B O U N D T H R O U G H / R I G H T C 2 0 . 3 0 . 5 3 C 2 2 . 7 0 . 4 9 B 1 0 . 1 0 . 5 2 C 2 2 . 4 0 . 6 0 C 2 5 . 8 0 . 5 7 B 1 0 . 6 0 . 6 1 C 2 2 . 8 0 . 6 1 C 2 5 . 5 0 . 5 6 B 1 0 . 9 0 . 5 8 SO U T H B O U N D A P P R O A C H B 1 8 . 2 - - - - C 2 0 . 7 - - - - A 9 . 3 - - - - C 2 3 . 0 - - - - C 2 3 . 8 - - - - B 1 0 . 1 - - - - C 2 1 . 4 - - - - C 2 3 . 6 - - - - B 1 0 . 1 - - - - EA S T B O U N D L E F T D 4 6 . 0 0 . 5 4 D 4 7 . 5 0 . 6 4 D 5 0 . 6 0 . 3 2 D 4 6 . 4 0 . 5 6 D 4 9 . 0 0 . 6 6 D 5 0 . 8 0 . 3 3 D 4 6 . 4 0 . 5 6 D 4 9 . 0 0 . 6 6 D 5 0 . 8 0 . 3 3 EA S T B O U N D T H R O U G H / R I G H T B 1 5 . 5 0 . 3 0 B 1 2 . 8 0 . 3 1 C 2 1 . 8 0 . 2 7 B 1 5 . 2 0 . 3 1 B 1 2 . 7 0 . 3 2 C 2 1 . 3 0 . 2 8 B 1 5 . 2 0 . 3 1 B 1 2 . 7 0 . 3 2 C 2 1 . 3 0 . 2 8 EA S T B O U N D A P P R O A C H C 3 3 . 8 - - - - C 3 4 . 5 - - - - D 3 6 . 2 - - - - C 3 3 . 8 - - - - D 3 5 . 4 - - - - D 3 6 . 0 - - - - C 3 3 . 8 - - - - D 3 5 . 4 - - - - D 3 6 . 0 - - - - WE S T B O U N D L E F T / T H R O U G H D 4 6 . 4 0 . 3 9 D 5 0 . 5 0 . 5 4 E 6 0 . 5 0 . 6 4 D 4 7 . 0 0 . 4 0 D 4 8 . 9 0 . 5 2 E 6 0 . 8 0 . 6 6 D 4 7 . 0 0 . 4 0 D 4 8 . 9 0 . 5 2 E 6 0 . 8 0 . 6 6 WE S T B O U N D R I G H T B 1 8 . 9 0 . 7 9 C 2 2 . 2 0 . 8 2 B 1 6 . 0 0 . 7 7 B 1 8 . 8 0 . 7 9 C 2 5 . 0 0 . 8 4 B 1 5 . 7 0 . 7 8 B 1 8 . 8 0 . 7 9 C 2 5 . 0 0 . 8 4 B 1 5 . 7 0 . 7 8 WE S T B O U N D A P P R O A C H C 2 2 . 7 - - - - C 2 7 . 9 - - - - C 2 5 . 8 - - - - C 2 2 . 7 - - - - C 2 9 . 8 - - - - C 2 5 . 7 - - - - C 2 2 . 7 - - - - C 2 9 . 8 - - - - C 2 5 . 7 - - - - OV E R A L L I N T E R S E C T I O N C 2 4 . 5 - - - - C 2 6 . 9 - - - - B 1 7 . 7 - - - - C 3 1 . 4 - - - - C 3 0 . 6 - - - - B 1 8 . 6 - - - - C 2 7 . 8 - - - - C 3 0 . 4 - - - - B 1 8 . 8 - - - - 9 A R B O R D R I V E & S I T E D R I V E W A Y UN S I G N A L I Z E D MA J O R M O V E M E N T S WE S T B O U N D L E F T A 0 . 0 0 . 0 0 A 0 . 0 0 . 0 0 A 0 . 0 0 . 0 0 A 0 . 0 0 . 0 0 A 0 . 0 0 . 0 0 A 0 . 0 0 . 0 0 A 0 . 0 0 . 0 0 A 0 . 0 0 . 0 0 A 0 . 0 0 . 0 0 0 MI N O R M O V E M E N T S SO U T H B O U N D L E F T / R I G H T A 9 . 6 0 . 0 0 6 B 1 0 . 1 0 . 0 3 9 A 9 . 5 0 . 0 2 2 B 1 1 . 3 0 . 0 8 1 B 1 2 . 2 0 . 2 4 8 B 1 2 . 6 0 . 3 8 8 B 1 0 . 0 0 . 0 7 1 B 1 0 . 6 0 . 0 8 2 A 9 . 9 0 . 0 6 0 MC 1 7 0 0 0 3 6 0 A AUGUST 13, 2018 V/C V / C V / C V / C V / C V / C V / C V / C V / C LO C A T I O N L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O L O S D E L A Y R A T I O YEAR 2025 BUILD WE E K D A Y A M WEEKDAY PM WE E K D A Y M I D D A Y WE E K D A Y M I D D A Y WEEKDAY MIDDAY TA B L E N O . 1 LE V E L O F S E R V I C E S U M M A R Y T A B L E WE E K D A Y A M WE E K D A Y P M YE A R 2 0 1 7 / 2 0 1 8 E X I S T I N G YE A R 2 0 2 5 N O - B U I L D WE E K D A Y A M WE E K D A Y P M 10 K I N G S T R E E T ( R O U T E 1 2 0 A ) & CO M L Y A V E N U E UN S I G N A L I Z E D MA J O R M O V E M E N T S SO U T H B O U N D L E F T A 8 . 8 0 . 1 0 9 A 8 . 4 0 . 0 6 1 A 8 . 6 0 . 0 9 3 A 9 . 3 0 . 1 2 7 A 8 . 6 0 . 0 6 9 A 8 . 9 0 . 1 0 5 A 9 . 1 0 . 1 2 4 A 8 . 6 0 . 0 7 0 A 8 . 9 0 . 1 0 7 MI N O R M O V E M E N T S WE S T B O U N D L E F T / R I G H T C 2 0 . 9 0 . 4 4 8 B 1 4 . 9 0 . 2 3 8 C 1 8 . 7 0 . 4 1 1 D 3 0 . 2 0 . 5 8 4 C 1 7 . 2 0 . 2 8 9 C 2 3 . 8 0 . 5 0 7 D 2 7 . 4 0 . 5 5 4 C 1 6 . 9 0 . 2 8 8 C 2 3 . 6 0 . 5 0 6 11 K I N G S T R E E T ( R O U T E 1 2 0 A ) & BE T S E Y B R O W N R O A D UN S I G N A L I Z E D MA J O R M O V E M E N T S NO R T H B O U N D L E F T A 9 . 8 0 . 1 5 2 A 9 . 3 0 . 0 8 2 A 8 . 7 0 . 0 7 1 B 1 0 . 3 0 . 1 7 2 A 9 . 7 0 . 0 9 4 A 9 . 1 0 . 0 8 1 B 1 0 . 3 0 . 1 7 4 A 9 . 6 0 . 0 9 3 A 8 . 9 0 . 0 7 9 MI N O R M O V E M E N T S EA S T B O U N D L E F T / R I G H T F 1 7 2 . 2 1 . 1 3 7 E 4 0 . 1 0 . 5 5 6 D 2 5 . 0 0 . 4 2 4 F 4 3 2 . 9 1 . 7 3 1 F 7 2 . 3 0 . 7 5 8 D 3 1 . 1 0 . 5 0 8 F 3 7 4 . 9 1 . 6 0 8 F 6 9 . 6 0 . 7 5 1 D 3 4 . 8 0 . 5 4 8 12 N . R I D G E S T R E E T & HU T C H I N S O N R I V E R P A R K W A Y S B O N / O F F R A M P S UN S I G N A L I Z E D MA J O R M O V E M E N T S SO U T H B O U N D L E F T A 8 . 9 0 . 3 2 1 A 8 . 0 0 . 1 7 6 A 7 . 9 0 . 1 6 0 A 9 . 3 0 . 3 7 3 A 8 . 2 0 . 2 2 4 A 8 . 2 0 . 2 3 6 A 9 . 3 0 . 3 7 0 A 8 . 2 0 . 2 0 3 A 8 . 0 0 . 1 8 4 MI N O R M O V E M E N T S WE S T B O U N D L E F T / R I G H T B 1 1 . 9 0 . 2 3 0 B 1 0 . 2 0 . 1 9 0 B 1 0 . 7 0 . 2 8 5 B 1 3 . 4 0 . 3 8 0 B 1 0 . 7 0 . 2 4 4 B 1 1 . 7 0 . 3 4 4 B 1 2 . 7 0 . 2 5 3 B 1 0 . 4 0 . 2 1 4 B 1 1 . 2 0 . 3 2 2 TH E A B O V E R E P R E S E N T S T H E L E V E L S O F S E R V I C E , V E H I C L E D E L A Y I N S E C O N D S A N D V O L U M E - T O - C A P A C I T Y R A T I O , B [ 1 0 . 9 ] { 0 . 5 0 } , F O R T H E S I G N A L I Z E D I N T E R S E C T I O N S AN D T H E L E V E L S O F S E R V I C E , A V E R A G E T O T A L D E L A Y I N S E C O N D S A N D V O L U M E - T O - C A P A C I T Y R A T I O , B ( 1 0 . 9 ) { 0 . 5 0 } , F O R T H E U N S I G N A L I Z E D I N T E R S E C T I O N S . MC 1 7 0 0 0 3 6 0 A AUGUST 13, 2018 ST O R A G E LO C A T I O N ( I N F E E T ) 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 1 K I N G S T R E E T ( R O U T E 1 2 0 A ) & AN D E R S O N H I L L R O A D SI G N A L I Z E D NO R T H B O U N D L E F T 7 5 ' 1 4 3 7 5 1 8 1 6 6 7 2 4 5 8 1 0 3 0 4 9 1 5 9 2 4 5 8 1 0 2 8 3 7 1 2 9 NO R T H B O U N D T H R O U G H 2 8 5 ' 1 9 1 4 5 7 1 1 0 2 2 4 1 2 6 2 6 6 2 7 3 5 5 9 1 4 9 3 2 5 2 0 4 3 5 7 2 7 3 5 5 9 1 4 5 3 1 4 1 9 3 3 3 7 SO U T H B O U N D T H R O U G H 5 7 0 ' 1 1 8 2 5 0 1 4 7 3 0 2 2 7 3 6 2 3 1 9 2 3 5 8 1 8 9 4 7 1 4 6 6 7 2 8 1 7 8 3 3 2 1 8 5 4 5 9 4 6 6 7 2 8 SO U T H B O U N D R I G H T 1 6 0 ' 0 8 0 6 2 1 4 0 1 1 1 9 5 1 7 0 1 1 1 8 5 1 7 EA S T B O U N D L E F T 2 3 0 ' 5 5 1 1 0 4 6 9 4 5 0 1 0 3 6 7 1 2 4 5 6 1 1 2 6 5 1 2 0 6 7 1 2 4 5 5 1 1 2 6 5 1 2 0 EA S T B O U N D R I G H T 6 9 0 ' 3 8 7 5 2 0 4 6 6 8 1 2 1 6 0 1 0 9 3 3 6 7 8 6 1 4 8 4 9 9 3 3 0 6 3 8 6 1 4 9 2 K I N G S T R E E T ( R O U T E 1 2 0 A ) & HU T C H I N S O N R I V E R P A R K W A Y / M E R R I T T P A R K W A Y SB O F F R A M P UN S I G N A L I Z E D WE S T B O U N D R I G H T 4 8 5 ' n / a 7 3 n / a 2 5 n / a 2 5 n / a 1 2 0 n / a 4 3 n / a 4 3 n / a 1 2 0 n / a 4 0 n / a 4 0 3 K I N G S T R E E T ( R O U T E 1 2 0 A ) & N. R I D G E S T R E E T UN S I G N A L I Z E D MA J O R M O V E M E N T S NO R T H B O U N D L E F T 2 5 0 ' n / a 3 5 n / a 2 3 n / a 1 5 n / a 4 8 n / a 3 3 n / a 3 0 n / a 4 3 n / a 2 8 n / a 2 0 MI N O R M O V E M E N T S EA S T B O U N D L E F T 4 3 5 ' n / a 6 3 n / a 6 3 n / a 3 3 n / a 1 0 0 n / a 1 1 0 n / a 6 8 n / a 9 0 n / a 9 5 n / a 4 8 EA S T B O U N D R I G H T 1 0 0 ' n / a 8 3 n / a 5 3 n / a 1 0 3 n / a 2 4 0 n / a 9 0 n / a 1 6 3 n / a 1 0 8 n / a 7 3 n / a 1 5 5 4 K I N G S T R E E T ( R O U T E 1 2 0 A ) & GL E N R I D G E R O A D HU T C H I N S O N R I V E R P A R K W A Y / M E R R I T T P A R K W A Y NB O N / O F F R A M P UN S I G N A L I Z E D MA J O R M O V E M E N T S SO U T H B O U N D L E F T 2 5 0 ' n / a 5 5 n / a 5 0 n / a 5 8 n / a 8 3 n / a 1 1 3 n / a 1 6 8 n / a 8 0 n / a 9 8 n / a 1 1 8 MI N O R M O V E M E N T S WE S T B O U N D L E F T / R I G H T 1 8 0 ' n / a 1 3 8 n / a 7 0 n / a 8 3 n / a 2 9 3 n / a 1 3 3 n / a 2 1 8 n / a 2 6 5 n / a 1 0 3 n / a 1 3 5 5 K I N G S T R E E T ( R O U T E 1 2 0 A ) & HU T C H I N S O N R I V E R P A R K W A Y / M E R R I T T P A R K W A Y NB O N / O F F R A M P UN S I G N A L I Z E D MA J O R M O V E M E N T S NO R T H B O U N D L E F T 1 3 5 ' n / a 0 n / a 0 n / a 0 n / a 0 n / a 0 n / a 0 n / a 0 n / a 0 n / a 0 MI N O R M O V E M E N T S EA S T B O U N D L E F T / R I G H T 1 0 0 0 ' n / a 2 5 8 n / a 7 8 n / a 2 1 0 n / a 6 7 3 n / a 1 6 0 n / a 4 1 0 n / a 3 6 0 n / a 1 1 5 n / a 3 3 0 TA B L E N O . 2 QU E U E S U M M A R Y T A B L E WE E K D A Y A M W E E K D A Y P M YE A R 2 0 1 7 / 2 0 1 8 E X I S T I N G WE E K D A Y A M W E E K D A Y P M W E E K D A Y A M YE A R 2 0 2 5 N O - B U I L D YEAR 2025 BUILD WE E K D A Y P M WE E K D A Y M I D D A Y WE E K D A Y M I D D A Y WEEKDAY MIDDAY MC 1 7 0 0 0 3 6 0 A AUGUST 13, 2018 ST O R A G E LO C A T I O N ( I N F E E T ) 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % TA B L E N O . 2 QU E U E S U M M A R Y T A B L E WE E K D A Y A M W E E K D A Y P M YE A R 2 0 1 7 / 2 0 1 8 E X I S T I N G WE E K D A Y A M W E E K D A Y P M W E E K D A Y A M YE A R 2 0 2 5 N O - B U I L D YEAR 2025 BUILD WE E K D A Y P M WE E K D A Y M I D D A Y WE E K D A Y M I D D A Y WEEKDAY MIDDAY 6 K I N G S T R E E T ( R O U T E 1 2 0 A ) & AR B O R D R I V E SI G N A L I Z E D NO R T H B O U N D L E F T 1 0 0 ' 3 9 3 8 3 9 9 2 4 6 1 9 7 1 5 4 1 2 4 1 2 5 1 4 NO R T H B O U N D T H R O U G H 5 0 0 ' 1 9 5 3 8 9 1 5 0 2 8 2 1 2 5 2 2 4 2 6 8 5 5 7 2 5 4 5 2 8 1 8 0 4 2 1 2 6 2 5 4 4 1 8 8 3 7 3 1 3 9 3 5 6 SO U T H B O U N D T H R O U G H 4 6 0 ' 1 4 1 4 6 1 1 2 4 2 1 0 2 1 3 3 5 4 3 3 5 7 0 8 1 7 3 3 1 4 3 7 1 7 2 0 3 2 2 6 1 3 1 4 6 2 5 1 2 5 5 4 3 4 SO U T H B O U N D R I G H T 1 0 0 ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 EA S T B O U N D L E F T 1 7 5 ' 4 0 8 2 1 6 4 3 2 7 6 0 5 9 1 1 2 6 4 1 1 8 1 4 8 2 1 4 5 6 1 0 6 2 2 5 4 3 4 7 1 EA S T B O U N D R I G H T 5 0 0 ' 0 3 2 0 2 7 0 3 1 0 3 5 0 3 3 0 3 8 0 3 8 0 3 2 0 3 6 7 K I N G S T R E E T ( R O U T E 1 2 0 A ) & BL I N D B R O O K M S / H S R I G H T T U R N E N T R Y UN S I G N A L I Z E D - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 8 K I N G S T R E E T ( R O U T E 1 2 0 A ) & BL I N D B R O O K M S / H S - G L E N V I L L E S T R E E T SI G N A L I Z E D NO R T H B O U N D L E F T 8 0 ' 1 3 3 9 1 1 3 6 8 2 4 1 4 4 2 1 2 4 0 8 2 5 1 4 4 2 1 2 4 0 8 2 5 NO R T H B O U N D T H R O U G H / R I G H T 3 4 5 ' 2 5 1 5 1 9 2 1 8 4 8 3 2 2 0 4 3 2 3 3 4 6 8 7 2 7 5 6 3 2 2 6 6 5 6 6 2 9 7 6 1 7 2 7 0 6 2 2 2 7 1 5 8 0 SO U T H B O U N D L E F T 2 5 0 ' 3 6 8 7 2 4 6 5 1 1 2 2 3 9 1 5 6 2 6 7 4 1 2 3 6 3 9 1 1 1 2 6 7 4 1 2 2 4 SO U T H B O U N D T H R O U G H / R I G H T 5 0 0 ' 1 6 9 3 4 3 1 5 2 3 1 4 9 1 4 3 5 2 0 1 4 0 8 1 8 9 3 9 5 7 6 4 1 3 2 0 6 4 1 8 1 8 5 3 8 8 1 1 2 4 7 8 EA S T B O U N D L E F T 2 9 0 ' 5 4 1 1 3 8 3 1 6 5 2 5 5 7 5 8 1 1 9 9 0 1 7 8 2 6 5 9 5 8 1 1 9 9 0 1 7 8 2 6 5 9 EA S T B O U N D T H R O U G H / R I G H T 2 9 0 ' 5 4 4 5 5 1 3 3 5 5 4 5 6 5 3 3 3 5 5 4 5 6 5 3 3 3 5 WE S T B O U N D L E F T / T H R O U G H 1 8 5 ' 2 7 6 4 4 9 1 0 4 6 7 1 1 4 2 9 6 7 5 3 1 1 0 7 1 1 2 0 2 9 6 7 5 3 1 1 0 7 1 1 2 0 WE S T B O U N D R I G H T 5 0 ' 0 8 3 1 7 1 1 7 0 8 6 0 8 5 2 8 1 3 9 0 8 8 0 8 5 2 8 1 3 9 0 8 8 9 A R B O R D R I V E & S I T E D R I V E W A Y UN S I G N A L I Z E D MA J O R M O V E M E N T S WE S T B O U N D L E F T 6 0 0 ' n / a 0 n / a 0 n / a 0 n / a 0 n / a 0 n / a 0 n / a 0 n / a 0 n / a 0 MI N O R M O V E M E N T S SO U T H B O U N D L E F T / R I G H T 1 0 0 ' n / a 0 n / a 3 n / a 3 n / a 8 n / a 2 5 n / a 4 5 n / a 5 n / a 8 n / a 5 MC 1 7 0 0 0 3 6 0 A AUGUST 13, 2018 ST O R A G E LO C A T I O N ( I N F E E T ) 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % TA B L E N O . 2 QU E U E S U M M A R Y T A B L E WE E K D A Y A M W E E K D A Y P M YE A R 2 0 1 7 / 2 0 1 8 E X I S T I N G WE E K D A Y A M W E E K D A Y P M W E E K D A Y A M YE A R 2 0 2 5 N O - B U I L D YEAR 2025 BUILD WE E K D A Y P M WE E K D A Y M I D D A Y WE E K D A Y M I D D A Y WEEKDAY MIDDAY 10 K I N G S T R E E T ( R O U T E 1 2 0 A ) & CO M L Y A V E N U E UN S I G N A L I Z E D MA J O R M O V E M E N T S SO U T H B O U N D L E F T 5 0 0 ' n / a 1 0 n / a 5 n / a 8 n / a 1 0 n / a 5 n / a 8 n / a 1 0 n / a 5 n / a 1 0 MI N O R M O V E M E N T S WE S T B O U N D L E F T / R I G H T 5 0 0 ' n / a 5 8 n / a 2 3 n / a 5 0 n / a 8 8 n / a 3 0 n / a 7 0 n / a 8 0 n / a 3 0 n / a 7 0 11 K I N G S T R E E T ( R O U T E 1 2 0 A ) & BE T S E Y B R O W N R O A D UN S I G N A L I Z E D MA J O R M O V E M E N T S NO R T H B O U N D L E F T 5 0 0 ' n / a 1 3 n / a 8 n / a 5 n / a 1 5 n / a 8 n / a 8 n / a 1 5 n / a 8 n / a 8 MI N O R M O V E M E N T S EA S T B O U N D L E F T / R I G H T 5 0 0 ' n / a 2 4 0 n / a 7 5 n / a 5 0 n / a 3 6 5 n / a 1 2 3 n / a 6 8 n / a 3 4 8 n / a 1 2 0 n / a 7 5 12 N . R I D G E S T R E E T & HU T C H I N S O N R I V E R P A R K W A Y S B O N / O F F R A M P S UN S I G N A L I Z E D MA J O R M O V E M E N T S SO U T H B O U N D L E F T 4 5 0 ' n / a 3 5 n / a 1 5 n / a 1 5 n / a 4 5 n / a 2 3 n / a 2 3 n / a 4 3 n / a 2 0 n / a 1 8 MI N O R M O V E M E N T S WE S T B O U N D L E F T / R I G H T 2 0 0 ' n / a 2 3 n / a 1 8 n / a 3 0 n / a 4 5 n / a 2 5 n / a 3 8 n / a 2 5 n / a 2 0 n / a 3 5 TH E 5 0 T H P E R C E N T I L E A N D 9 5 T H P E R C E N T I L E Q U E U E S B A S E D O N T H E S Y N C H R O A N A L Y S I S MC 1 7 0 0 0 3 6 0 A AUGUST 13, 2018 Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix 900 KING STREET _______________________________________________________________________________ APPENDIX C LEVEL OF SERVICE STANDARDS Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix LEVEL OF SERVICE STANDARDS LEVEL OF SERVICE FOR SIGNALIZED INTERSECTIONS Level of Service (LOS) can be characterized for the entire intersection, each intersection approach, and each lane group. Control delay alone is used to characterize LOS for the entire intersection or an approach. Control delay and volume-to-capacity (v/c) ratio are used to characterize LOS for a lane group. Delay quantifies the increase in travel time due to traffic signal control. It is also a measure of driver discomfort and fuel consumption. The volume-to-capacity ratio quantifies the degree to which a phase’s capacity is utilized by a lane group. LOS A describes operations with a control delay of 10 s/veh or less and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is low and either progression is exceptionally favorable or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. LOS B describes operations with control delay between 10 and 20 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A. LOS C describes operations with control delay between 20 and 35 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when progression is favorable or the cycle length is moderate. LOS D describes operations with control delay between 35 and 55 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is high and either progression is ineffective or the cycle length is long. Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix LOS E describes operations with control delay between 55 and 80 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is high, progression is unfavorable, and the cycle length is long. LOS F describes operations with control delay exceeding 80 s/veh or a volume-to-capacity ratio greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is very high, progression is very poor, and the cycle length is long. A lane group can incur a delay less than 80 s/veh when the volume-to-capacity ratio exceeds 1.0. This condition typically occurs when the cycle length is short, the signal progression is favorable, or both. As a result, both the delay and volume-to-capacity ratio are considered when lane group LOS is established. A ratio of 1.0 or more indicates that cycle capacity is fully utilized and represents failure from a capacity perspective (just as delay in excess of 80 s/veh represents failure from a delay perspective). The Level of Service Criteria for signalized intersections are given in Exhibit 18-4 from the 2010 Highway Capacity Manual published by the Transportation Research Board. Exhibit 18-4 LOS by Volume-to-Capacity Ratio Control Delay (s/veh) v/c ≤1.0 v/c >1.0 ≤10 A F >10-20 B F >20-35 C F >35-55 D F >55-80 E F >80 F F For approach-based and intersection wide assessments, LOS is defined solely by control delay. Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix LEVEL OF SERVICE CRITERIA FOR TWO-WAY STOP-CONTROLLED (TWSC) UNSIGNALIZED INTERSECTIONS Level of Service (LOS) for a two-way stop-controlled (TWSC) intersection is determined by the computed or measured control delay. For motor vehicles, LOS is determined for each minor-street movement (or shared movement) as well as major-street left turns. LOS is not defined for the intersection as a whole or for major-street approaches. The Level of Service Criteria for TWSC unsignalized intersections are given in Exhibit 19-1 from the 2010 Highway Capacity Manual published by the Transportation Research Board. Exhibit 19-1 LOS by Volume-to-Capacity Ratio Control Delay (s/veh) v/c ≤1.0 v/c >1.0 0-10 A F >10-15 B F >15-25 C F >25-35 D F >35-50 E F >50 F F The LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole. As Exhibit 19-1 notes, LOS F is assigned to the movement if the volume-to-capacity ratio for the movement exceeds 1.0, regardless of the control delay. The Level of Service Criteria for unsignalized intersections are somewhat different from the criteria for signalized intersections. Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix LEVEL OF SERVICE CRITERIA FOR ALL-WAY STOP-CONTROLLED (AWSC) UNSIGNALIZED INTERSECTIONS The Levels of Service (LOS) for all-way stop-controlled (AWSC) intersections are given in Exhibit 20-2. As the exhibit notes, LOS F is assigned if the volume-to-capacity (v/c) ratio of a lane exceeds 1.0, regardless of the control delay. For assessment of LOS at the approach and intersection levels, LOS is based solely on control delay. The Level of Service Criteria for AWSC unsignalized intersections are given in Exhibit 20-2 from the 2010 Highway Capacity Manual published by the Transportation Research Board. Exhibit 20-2 LOS by Volume-to-Capacity Ratio Control Delay (s/veh) v/c ≤1.0 v/c >1.0 0-10 A F >10-15 B F >15-25 C F >25-35 D F >35-50 E F >50 F F For approaches and intersection wide assessment, LOS is defined solely by control delay. Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix 900 KING STREET _______________________________________________________________________________ APPENDIX D SYNCHRO ANALYSIS Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph)157 661 479 106 132 112 Future Volume (vph)157 661 479 106 132 112 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 11 13 11 12 Storage Length (ft)75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1662 1810 1749 1589 1662 1538 Flt Permitted 0.373 0.950 Satd. Flow (perm)650 1810 1749 1542 1617 1538 Right Turn on Red Yes No Satd. Flow (RTOR)118 Link Speed (mph)35 35 30 Link Distance (ft)377 343 799 Travel Time (s)7.3 6.7 18.2 Confl. Peds. (#/hr)10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%)5%5%5%5%5%5% Adj. Flow (vph)174 734 532 118 147 124 Shared Lane Traffic (%) Lane Group Flow (vph)174 734 532 118 147 124 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)11 11 11 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft)18 66 166 166 18 18 Trailing Detector (ft)-8 60 160 160 -8 -8 Detector 1 Position(ft)-8 60 160 160 -8 -8 Detector 1 Size(ft)14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)12 12 12 Detector 2 Size(ft)6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s)5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s)8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s)13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%)12.7%40.2%40.2%20.6%20.6%26% Maximum Green (s)10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s)3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s)46.4 36.1 36.1 46.1 10.0 19.2 Actuated g/C Ratio 0.71 0.55 0.55 0.70 0.15 0.29 v/c Ratio 0.30 0.73 0.55 0.10 0.58 0.27 Control Delay 4.3 17.9 12.9 0.7 35.6 19.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.3 17.9 12.9 0.7 35.6 19.1 LOS A B B A D B Approach Delay 15.3 10.7 28.1 Approach LOS B B C Queue Length 50th (ft)14 191 118 0 55 38 Queue Length 95th (ft)37 #457 250 8 110 75 Internal Link Dist (ft)297 263 719 Turn Bay Length (ft)75 200 250 Base Capacity (vph)650 999 966 1265 407 528 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.73 0.55 0.09 0.36 0.23 Intersection Summary Area Type:Other Cycle Length: 102 Actuated Cycle Length: 65.4 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 15.6 Intersection LOS: B You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 3 Intersection Capacity Utilization 52.9%ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_AMEX Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 255 550 0 0 810 Future Volume (vph)0 255 550 0 0 810 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot)0 1611 1792 0 0 1810 Flt Permitted Satd. Flow (perm)0 1611 1792 0 0 1810 Link Speed (mph)30 35 35 Link Distance (ft)709 273 1105 Travel Time (s)16.1 5.3 21.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)0%2%6%0%0%5% Adj. Flow (vph)0 266 573 0 0 844 Shared Lane Traffic (%) Lane Group Flow (vph)0 266 573 0 0 844 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)0 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 51.4%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_AMEX Synchro 10 Report Page 5 Intersection Int Delay, s/veh 3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 255 550 0 0 810 Future Vol, veh/h 0 255 550 0 0 810 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, %0 2 6 0 0 5 Mvmt Flow 0 266 573 0 0 844 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -573 0 --- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.22 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.318 ---- Pot Cap-1 Maneuver 0 519 -0 0 - Stage 1 0 --0 0 - Stage 2 0 --0 0 - Platoon blocked, %-- Mov Cap-1 Maneuver -519 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 19 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h)-519 - HCM Lane V/C Ratio -0.512 - HCM Control Delay (s)-19 - HCM Lane LOS -C - HCM 95th %tile Q(veh)-2.9 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph)30 0 245 0 0 0 0 605 205 280 520 155 Future Volume (vph)30 0 245 0 0 0 0 605 205 280 520 155 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.966 0.966 Flt Protected 0.950 0.950 Satd. Flow (prot)1570 0 1568 0 0 0 0 1962 0 1752 1735 0 Flt Permitted 0.950 0.950 Satd. Flow (perm)1570 0 1568 0 0 0 0 1962 0 1752 1735 0 Link Speed (mph)35 35 35 35 Link Distance (ft)153 463 273 308 Travel Time (s)3.0 9.0 5.3 6.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%)15%0%3%0%0%0%0%6%6%3%6%5% Adj. Flow (vph)32 0 261 0 0 0 0 644 218 298 553 165 Shared Lane Traffic (%) Lane Group Flow (vph)32 0 261 0 0 0 0 862 0 298 718 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)36 12 12 12 Link Offset(ft)0 26 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 73.2%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 7 Intersection Int Delay, s/veh 7.1 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 30 0 245 0 0 0 0 605 205 280 520 155 Future Vol, veh/h 30 0 245 0 0 0 0 605 205 280 520 155 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --Free --None Storage Length --0 ------0 -- Veh in Median Storage, #-0 --17747 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %15 0 3 0 0 0 0 6 6 3 6 5 Mvmt Flow 32 0 261 0 0 0 0 644 218 298 553 165 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1876 -644 -0 -644 0 0 Stage 1 644 -------- Stage 2 1232 -------- Critical Hdwy 6.55 -6.23 ---4.13 -- Critical Hdwy Stg 1 5.55 -------- Critical Hdwy Stg 2 5.55 -------- Follow-up Hdwy 3.635 -3.327 ---2.227 -- Pot Cap-1 Maneuver 73 0 471 0 -0 936 -- Stage 1 499 0 -0 -0 --- Stage 2 259 0 -0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver 50 0 471 ---936 -- Mov Cap-2 Maneuver 50 0 ------- Stage 1 340 0 ------- Stage 2 259 0 ------- Approach NB SE NW HCM Control Delay, s 36.9 0 3.1 HCM LOS E Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h)50 471 936 --- HCM Lane V/C Ratio 0.638 0.553 0.318 --- HCM Control Delay (s)160.9 21.7 10.6 --- HCM Lane LOS F C B --- HCM 95th %tile Q(veh)2.5 3.3 1.4 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_AMEX Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph)775 250 270 580 5 180 Future Volume (vph)775 250 270 580 5 180 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.967 0.868 Flt Protected 0.950 0.999 Satd. Flow (prot)1766 0 1770 1810 1542 0 Flt Permitted 0.950 0.999 Satd. Flow (perm)1766 0 1770 1810 1542 0 Link Speed (mph)35 35 30 Link Distance (ft)94 308 121 Travel Time (s)1.8 6.0 2.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)5%1%2%5%0%7% Adj. Flow (vph)807 260 281 604 5 188 Shared Lane Traffic (%) Lane Group Flow (vph)1067 0 281 604 193 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 92.4%ICU Level of Service F Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_AMEX Synchro 10 Report Page 9 Intersection Int Delay, s/veh 6.7 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 775 250 270 580 5 180 Future Vol, veh/h 775 250 270 580 5 180 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --0 -0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, %5 1 2 5 0 7 Mvmt Flow 807 260 281 604 5 188 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1067 0 2103 937 Stage 1 ----937 - Stage 2 ----1166 - Critical Hdwy --4.12 -6.4 6.27 Critical Hdwy Stg 1 ----5.4 - Critical Hdwy Stg 2 ----5.4 - Follow-up Hdwy --2.218 -3.5 3.363 Pot Cap-1 Maneuver --653 -57 314 Stage 1 ----384 - Stage 2 ----299 - Platoon blocked, %--- Mov Cap-1 Maneuver --653 -32 314 Mov Cap-2 Maneuver ----32 - Stage 1 ----219 - Stage 2 ----299 - Approach NB SB SW HCM Control Delay, s 0 4.6 53.1 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h)--653 -254 HCM Lane V/C Ratio --0.431 -0.759 HCM Control Delay (s)--14.6 -53.1 HCM Lane LOS --B -F HCM 95th %tile Q(veh)--2.2 -5.5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)0 985 565 20 40 245 Future Volume (vph)0 985 565 20 40 245 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.995 0.884 Flt Protected 0.993 Satd. Flow (prot)0 1810 1787 0 1647 0 Flt Permitted 0.993 Satd. Flow (perm)0 1810 1787 0 1647 0 Link Speed (mph)35 35 30 Link Distance (ft)158 94 136 Travel Time (s)3.1 1.8 3.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%)0%5%6%0%3%1% Adj. Flow (vph)0 1071 614 22 43 266 Shared Lane Traffic (%) Lane Group Flow (vph)0 1071 636 0 309 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)0 0 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 75.9%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 11 Intersection Int Delay, s/veh 12.6 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 0 985 565 20 40 245 Future Vol, veh/h 0 985 565 20 40 245 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %0 5 6 0 3 1 Mvmt Flow 0 1071 614 22 43 266 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 636 0 -0 1696 625 Stage 1 ----625 - Stage 2 ----1071 - Critical Hdwy 4.1 ---6.43 6.21 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.2 ---3.527 3.309 Pot Cap-1 Maneuver 957 ---101 487 Stage 1 ----532 - Stage 2 ----328 - Platoon blocked, %--- Mov Cap-1 Maneuver 957 ---101 487 Mov Cap-2 Maneuver ----101 - Stage 1 ----532 - Stage 2 ----328 - Approach NB SB NE HCM Control Delay, s 0 0 82.1 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h)317 957 --- HCM Lane V/C Ratio 0.977 ---- HCM Control Delay (s)82.1 0 --- HCM Lane LOS F A --- HCM 95th %tile Q(veh)10.3 0 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)29 911 776 39 72 49 Future Volume (vph)29 911 776 39 72 49 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1641 1810 1810 1615 1787 1553 Flt Permitted 0.239 0.950 Satd. Flow (perm)413 1810 1810 1615 1787 1553 Right Turn on Red Yes Yes Satd. Flow (RTOR)9 53 Link Speed (mph)35 35 30 Link Distance (ft)362 553 354 Travel Time (s)7.1 10.8 8.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 93%100%100%100%100%100% Heavy Vehicles (%)10%5%5%0%1%4% Adj. Flow (vph)29 980 834 42 77 53 Shared Lane Traffic (%) Lane Group Flow (vph)29 980 834 42 77 53 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)12 12 17 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 0 0 2 2 Detector Template Leading Detector (ft)83 6 0 0 83 83 Trailing Detector (ft)-5 0 0 0 -5 -5 Detector 1 Position(ft)-5 0 0 0 -5 -5 Detector 1 Size(ft)40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 43 Detector 2 Size(ft)40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s)3.0 10.0 10.0 5.0 5.0 Minimum Split (s)9.0 16.0 16.0 10.0 10.0 Total Split (s)16.0 72.0 56.0 25.0 25.0 Total Split (%)16.5%74.2%57.7%25.8%25.8% Maximum Green (s)10.0 66.0 50.0 20.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s)69.0 70.2 65.7 86.2 8.2 8.2 Actuated g/C Ratio 0.80 0.81 0.76 1.00 0.10 0.10 v/c Ratio 0.07 0.67 0.60 0.03 0.46 0.27 Control Delay 3.0 7.6 10.1 0.0 45.1 14.2 Queue Delay 0.0 0.6 0.0 0.0 0.0 0.0 Total Delay 3.0 8.2 10.1 0.0 45.1 14.2 LOS A A B A D B Approach Delay 8.1 9.6 32.5 Approach LOS A A C Queue Length 50th (ft)3 195 141 0 40 0 Queue Length 95th (ft)9 389 461 0 82 32 Internal Link Dist (ft)282 473 274 Turn Bay Length (ft)100 100 200 Base Capacity (vph)473 1473 1379 1615 414 400 Starvation Cap Reductn 0 192 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.77 0.60 0.03 0.19 0.13 Intersection Summary Area Type:Other Cycle Length: 97 Actuated Cycle Length: 86.2 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 10.3 Intersection LOS: B Intersection Capacity Utilization 61.3%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/13/2018 17000360A_AMEX Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 940 625 200 Future Volume (vph)0 0 0 940 625 200 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.967 Flt Protected Satd. Flow (prot)0 0 0 1810 1745 0 Flt Permitted Satd. Flow (perm)0 0 0 1810 1745 0 Link Speed (mph)30 35 35 Link Distance (ft)297 278 362 Travel Time (s)6.8 5.4 7.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%)0%0%0%5%6%3% Adj. Flow (vph)0 0 0 1022 679 217 Shared Lane Traffic (%) Lane Group Flow (vph)0 0 0 1022 896 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 52.8%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMEX Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)105 10 60 40 10 315 65 520 40 170 450 5 Future Volume (vph)105 10 60 40 10 315 65 520 40 170 450 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft)25 25 50 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 0.850 0.989 0.998 Flt Protected 0.950 0.961 0.950 0.950 Satd. Flow (prot)1719 1586 0 0 1715 1482 1671 1812 0 1805 1839 0 Flt Permitted 0.950 0.961 0.422 0.201 Satd. Flow (perm)1719 1586 0 0 1715 1482 742 1812 0 382 1839 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)63 328 2 Link Speed (mph)30 30 35 35 Link Distance (ft)298 262 413 278 Travel Time (s)6.8 6.0 8.0 5.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)5%0%5%8%0%9%8%4%0%0%3%13% Adj. Flow (vph)109 10 63 42 10 328 68 542 42 177 469 5 Shared Lane Traffic (%) Lane Group Flow (vph)109 73 0 0 52 328 68 584 0 177 474 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 Detector Template Left Leading Detector (ft)83 83 20 115 35 83 6 83 6 Trailing Detector (ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft)40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 75 43 43 Detector 2 Size(ft)40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMEX Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 4 4 4 5 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s)10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s)65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%)43.9%43.9%17.6%17.6%17.6%10.8%27.7%10.8%27.7% Maximum Green (s)60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s)7.0 7.0 7.0 7.0 Flash Dont Walk (s)12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr)0 0 0 0 Act Effct Green (s)10.0 10.0 6.6 6.6 41.3 35.1 49.1 41.2 Actuated g/C Ratio 0.12 0.12 0.08 0.08 0.49 0.41 0.58 0.49 v/c Ratio 0.54 0.30 0.39 0.79 0.16 0.78 0.46 0.53 Control Delay 46.0 15.5 46.4 18.9 9.7 31.5 12.5 20.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.0 15.5 46.4 18.9 9.7 31.5 12.5 20.3 LOS D B D B A C B C Approach Delay 33.8 22.7 29.2 18.2 Approach LOS C C C B Queue Length 50th (ft)54 5 27 0 13 251 36 169 Queue Length 95th (ft)113 44 64 83 39 #519 87 343 Internal Link Dist (ft)218 182 333 198 Turn Bay Length (ft)50 100 250 Base Capacity (vph)1220 1143 405 600 504 751 389 894 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.06 0.13 0.55 0.13 0.78 0.46 0.53 Intersection Summary Area Type:Other Cycle Length: 148 Actuated Cycle Length: 84.8 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 24.5 Intersection LOS: C Intersection Capacity Utilization 69.3%ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMEX Synchro 10 Report Page 18 Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_AMEX Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph)4 0 0 117 38 30 Future Volume (vph)4 0 0 117 38 30 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.940 Flt Protected 0.950 Satd. Flow (prot)1805 0 0 1863 1738 0 Flt Permitted 0.950 Satd. Flow (perm)1805 0 0 1863 1738 0 Link Speed (mph)30 30 30 Link Distance (ft)271 369 263 Travel Time (s)6.2 8.4 6.0 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)0%0%0%2%5%0% Adj. Flow (vph)5 0 0 146 48 38 Shared Lane Traffic (%) Lane Group Flow (vph)5 0 0 146 86 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 16.2%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_AMEX Synchro 10 Report Page 20 Intersection Int Delay, s/veh 0.2 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 4 0 0 117 38 30 Future Vol, veh/h 4 0 0 117 38 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %0 0 0 2 5 0 Mvmt Flow 5 0 0 146 48 38 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 213 67 86 0 -0 Stage 1 67 ----- Stage 2 146 ----- Critical Hdwy 6.4 6.2 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 --- Pot Cap-1 Maneuver 780 1002 1523 --- Stage 1 961 ----- Stage 2 886 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 780 1002 1523 --- Mov Cap-2 Maneuver 780 ----- Stage 1 961 ----- Stage 2 886 ----- Approach SE NE SW HCM Control Delay, s 9.6 0 0 HCM LOS A Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h)1523 -780 -- HCM Lane V/C Ratio --0.006 -- HCM Control Delay (s)0 -9.6 -- HCM Lane LOS A -A -- HCM 95th %tile Q(veh)0 -0 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_AMEX Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)44 117 413 39 102 423 Future Volume (vph)44 117 413 39 102 423 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-3%-1%0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.902 0.988 Flt Protected 0.987 0.990 Satd. Flow (prot)1683 0 1808 0 0 1812 Flt Permitted 0.987 0.990 Satd. Flow (perm)1683 0 1808 0 0 1812 Link Speed (mph)30 35 35 Link Distance (ft)838 844 1802 Travel Time (s)19.0 16.4 35.1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%)2%2%4%8%3%4% Adj. Flow (vph)49 131 464 44 115 475 Shared Lane Traffic (%) Lane Group Flow (vph)180 0 508 0 0 590 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 71.6%ICU Level of Service C Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_AMEX Synchro 10 Report Page 22 Intersection Int Delay, s/veh 3.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 44 117 413 39 102 423 Future Vol, veh/h 44 117 413 39 102 423 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %-3 --1 --0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, %2 2 4 8 3 4 Mvmt Flow 49 131 464 44 115 475 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1191 486 0 0 508 0 Stage 1 486 ----- Stage 2 705 ----- Critical Hdwy 5.82 5.92 --4.13 - Critical Hdwy Stg 1 4.82 ----- Critical Hdwy Stg 2 4.82 ----- Follow-up Hdwy 3.518 3.318 --2.227 - Pot Cap-1 Maneuver 253 605 --1052 - Stage 1 671 ----- Stage 2 551 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 215 605 --1052 - Mov Cap-2 Maneuver 215 ----- Stage 1 571 ----- Stage 2 551 ----- Approach WB NB SB HCM Control Delay, s 20.9 0 1.7 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--404 1052 - HCM Lane V/C Ratio --0.448 0.109 - HCM Control Delay (s)--20.9 8.8 0 HCM Lane LOS --C A A HCM 95th %tile Q(veh)--2.3 0.4 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_AMEX Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)67 81 112 571 504 103 Future Volume (vph)67 81 112 571 504 103 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 15 12 12 12 12 Grade (%)0%1%-1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.926 0.977 Flt Protected 0.978 0.992 Satd. Flow (prot)1867 0 0 1809 1782 0 Flt Permitted 0.978 0.992 Satd. Flow (perm)1867 0 0 1809 1782 0 Link Speed (mph)30 35 35 Link Distance (ft)470 561 698 Travel Time (s)10.7 10.9 13.6 Confl. Peds. (#/hr)1 1 1 1 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%)3%0%2%4%4%8% Adj. Flow (vph)80 96 133 680 600 123 Shared Lane Traffic (%) Lane Group Flow (vph)176 0 0 813 723 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)15 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 87.9%ICU Level of Service E Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_AMEX Synchro 10 Report Page 24 Intersection Int Delay, s/veh 18.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 67 81 112 571 504 103 Future Vol, veh/h 67 81 112 571 504 103 Conflicting Peds, #/hr 1 1 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --1 -1 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, %3 0 2 4 4 8 Mvmt Flow 80 96 133 680 600 123 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1610 664 724 0 -0 Stage 1 663 ----- Stage 2 947 ----- Critical Hdwy 6.43 6.2 4.12 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.3 2.218 --- Pot Cap-1 Maneuver 114 464 879 --- Stage 1 511 ----- Stage 2 375 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 86 463 878 --- Mov Cap-2 Maneuver 86 ----- Stage 1 386 ----- Stage 2 375 ----- Approach EB NB SB HCM Control Delay, s 172.2 1.6 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)878 -155 -- HCM Lane V/C Ratio 0.152 -1.137 -- HCM Control Delay (s)9.8 0 172.2 -- HCM Lane LOS A A F -- HCM 95th %tile Q(veh)0.5 -9.6 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_AMEX Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)5 120 155 15 345 140 Future Volume (vph)5 120 155 15 345 140 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)13 13 11 11 12 12 Grade (%)0%-1%-3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.870 0.988 Flt Protected 0.998 0.966 Satd. Flow (prot)1642 0 1744 0 0 1791 Flt Permitted 0.998 0.966 Satd. Flow (perm)1642 0 1744 0 0 1791 Link Speed (mph)30 30 30 Link Distance (ft)73 545 349 Travel Time (s)1.7 12.4 7.9 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)0%4%5%0%4%4% Adj. Flow (vph)6 150 194 19 431 175 Shared Lane Traffic (%) Lane Group Flow (vph)156 0 213 0 0 606 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)13 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 53.2%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_AMEX Synchro 10 Report Page 26 Intersection Int Delay, s/veh 5.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 120 155 15 345 140 Future Vol, veh/h 5 120 155 15 345 140 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 --1 ---3 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %0 4 5 0 4 4 Mvmt Flow 6 150 194 19 431 175 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1241 204 0 0 213 0 Stage 1 204 ----- Stage 2 1037 ----- Critical Hdwy 6.4 6.24 --4.14 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.336 --2.236 - Pot Cap-1 Maneuver 195 832 --1345 - Stage 1 835 ----- Stage 2 345 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 126 832 --1345 - Mov Cap-2 Maneuver 126 ----- Stage 1 539 ----- Stage 2 345 ----- Approach WB NB SB HCM Control Delay, s 11.9 0 6.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--680 1345 - HCM Lane V/C Ratio --0.23 0.321 - HCM Control Delay (s)--11.9 8.9 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.9 1.4 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_MIDEX Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph)74 497 595 93 116 62 Future Volume (vph)74 497 595 93 116 62 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 11 13 11 12 Storage Length (ft)75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1678 1776 1733 1451 1586 1509 Flt Permitted 0.307 0.950 Satd. Flow (perm)542 1776 1733 1451 1586 1509 Right Turn on Red Yes No Satd. Flow (RTOR)101 Link Speed (mph)35 35 30 Link Distance (ft)377 343 799 Travel Time (s)7.3 6.7 18.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%)4%7%6%15%10%7% Adj. Flow (vph)80 540 647 101 126 67 Shared Lane Traffic (%) Lane Group Flow (vph)80 540 647 101 126 67 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)11 11 11 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft)18 66 166 166 18 18 Trailing Detector (ft)-8 60 160 160 -8 -8 Detector 1 Position(ft)-8 60 160 160 -8 -8 Detector 1 Size(ft)14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)12 12 12 Detector 2 Size(ft)6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_MIDEX Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Protected Phases 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s)5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s)8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s)13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%)12.7%40.2%40.2%20.6%20.6%26% Maximum Green (s)10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s)3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s)44.8 36.9 36.9 52.4 9.4 17.6 Actuated g/C Ratio 0.71 0.59 0.59 0.83 0.15 0.28 v/c Ratio 0.16 0.52 0.64 0.08 0.53 0.16 Control Delay 3.3 10.9 13.3 0.5 33.9 18.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.3 10.9 13.3 0.5 33.9 18.3 LOS A B B A C B Approach Delay 10.0 11.6 28.5 Approach LOS A B C Queue Length 50th (ft)5 110 147 0 46 20 Queue Length 95th (ft)18 224 302 6 94 46 Internal Link Dist (ft)297 263 719 Turn Bay Length (ft)75 200 250 Base Capacity (vph)599 1044 1018 1355 405 530 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.52 0.64 0.07 0.31 0.13 Intersection Summary Area Type:Other Cycle Length: 102 Actuated Cycle Length: 62.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 13.0 Intersection LOS: B Intersection Capacity Utilization 53.6%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_MIDEX Synchro 10 Report Page 3 Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_MIDEX Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 135 480 0 0 740 Future Volume (vph)0 135 480 0 0 740 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot)0 1627 1759 0 0 1792 Flt Permitted Satd. Flow (perm)0 1627 1759 0 0 1792 Link Speed (mph)30 35 35 Link Distance (ft)709 273 1105 Travel Time (s)16.1 5.3 21.5 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%)0%1%8%0%0%6% Adj. Flow (vph)0 145 516 0 0 796 Shared Lane Traffic (%) Lane Group Flow (vph)0 145 516 0 0 796 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)0 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 42.3%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_MIDEX Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 135 480 0 0 740 Future Vol, veh/h 0 135 480 0 0 740 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %0 1 8 0 0 6 Mvmt Flow 0 145 516 0 0 796 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -516 0 --- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.21 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.309 ---- Pot Cap-1 Maneuver 0 561 -0 0 - Stage 1 0 --0 0 - Stage 2 0 --0 0 - Platoon blocked, %-- Mov Cap-1 Maneuver -561 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 13.6 0 0 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h)-561 - HCM Lane V/C Ratio -0.259 - HCM Control Delay (s)-13.6 - HCM Lane LOS -B - HCM 95th %tile Q(veh)-1 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_MIDEX Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph)45 0 195 0 0 0 0 560 180 205 435 135 Future Volume (vph)45 0 195 0 0 0 0 560 180 205 435 135 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.967 0.965 Flt Protected 0.950 0.950 Satd. Flow (prot)1597 0 1524 0 0 0 0 1960 0 1736 1733 0 Flt Permitted 0.950 0.950 Satd. Flow (perm)1597 0 1524 0 0 0 0 1960 0 1736 1733 0 Link Speed (mph)35 35 35 35 Link Distance (ft)153 463 273 308 Travel Time (s)3.0 9.0 5.3 6.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%)13%0%6%0%0%0%0%5%10%4%7%2% Adj. Flow (vph)48 0 210 0 0 0 0 602 194 220 468 145 Shared Lane Traffic (%) Lane Group Flow (vph)48 0 210 0 0 0 0 796 0 220 613 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)36 12 12 12 Link Offset(ft)0 26 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 65.1%ICU Level of Service C Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_MIDEX Synchro 10 Report Page 7 Intersection Int Delay, s/veh 6 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 45 0 195 0 0 0 0 560 180 205 435 135 Future Vol, veh/h 45 0 195 0 0 0 0 560 180 205 435 135 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --Free --None Storage Length --0 ------0 -- Veh in Median Storage, #-0 --17747 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, %13 0 6 0 0 0 0 5 10 4 7 2 Mvmt Flow 48 0 210 0 0 0 0 602 194 220 468 145 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1583 -602 -0 -602 0 0 Stage 1 602 -------- Stage 2 981 -------- Critical Hdwy 6.53 -6.26 ---4.14 -- Critical Hdwy Stg 1 5.53 -------- Critical Hdwy Stg 2 5.53 -------- Follow-up Hdwy 3.617 -3.354 ---2.236 -- Pot Cap-1 Maneuver 113 0 492 0 -0 966 -- Stage 1 526 0 -0 -0 --- Stage 2 347 0 -0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver 87 0 492 ---966 -- Mov Cap-2 Maneuver 87 0 ------- Stage 1 406 0 ------- Stage 2 347 0 ------- Approach NB SE NW HCM Control Delay, s 31 0 2.6 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h)87 492 966 --- HCM Lane V/C Ratio 0.556 0.426 0.228 --- HCM Control Delay (s)89.1 17.6 9.8 --- HCM Lane LOS F C A --- HCM 95th %tile Q(veh)2.5 2.1 0.9 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_MIDEX Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph)685 175 340 415 5 90 Future Volume (vph)685 175 340 415 5 90 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.973 0.872 Flt Protected 0.950 0.998 Satd. Flow (prot)1771 0 1770 1743 1523 0 Flt Permitted 0.950 0.998 Satd. Flow (perm)1771 0 1770 1743 1523 0 Link Speed (mph)35 35 30 Link Distance (ft)94 308 121 Travel Time (s)1.8 6.0 2.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%)5%2%2%9%0%9% Adj. Flow (vph)737 188 366 446 5 97 Shared Lane Traffic (%) Lane Group Flow (vph)925 0 366 446 102 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 81.4%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_MIDEX Synchro 10 Report Page 9 Intersection Int Delay, s/veh 4.7 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 685 175 340 415 5 90 Future Vol, veh/h 685 175 340 415 5 90 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --0 -0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %5 2 2 9 0 9 Mvmt Flow 737 188 366 446 5 97 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 925 0 2009 831 Stage 1 ----831 - Stage 2 ----1178 - Critical Hdwy --4.12 -6.4 6.29 Critical Hdwy Stg 1 ----5.4 - Critical Hdwy Stg 2 ----5.4 - Follow-up Hdwy --2.218 -3.5 3.381 Pot Cap-1 Maneuver --739 -66 359 Stage 1 ----431 - Stage 2 ----295 - Platoon blocked, %--- Mov Cap-1 Maneuver --739 -33 359 Mov Cap-2 Maneuver ----33 - Stage 1 ----218 - Stage 2 ----295 - Approach NB SB SW HCM Control Delay, s 0 6.6 31.4 HCM LOS D Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h)--739 -236 HCM Lane V/C Ratio --0.495 -0.433 HCM Control Delay (s)--14.5 -31.4 HCM Lane LOS --B -D HCM 95th %tile Q(veh)--2.8 -2 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_MIDEX Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)5 830 400 20 30 190 Future Volume (vph)5 830 400 20 30 190 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.993 0.883 Flt Protected 0.993 Satd. Flow (prot)0 1810 1738 0 1615 0 Flt Permitted 0.993 Satd. Flow (perm)0 1810 1738 0 1615 0 Link Speed (mph)35 35 30 Link Distance (ft)158 94 136 Travel Time (s)3.1 1.8 3.1 Confl. Peds. (#/hr)4 4 4 4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%)0%5%9%0%4%3% Adj. Flow (vph)5 892 430 22 32 204 Shared Lane Traffic (%) Lane Group Flow (vph)0 897 452 0 236 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)0 0 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 68.1%ICU Level of Service C Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_MIDEX Synchro 10 Report Page 11 Intersection Int Delay, s/veh 3.3 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 830 400 20 30 190 Future Vol, veh/h 5 830 400 20 30 190 Conflicting Peds, #/hr 4 0 0 4 4 4 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %0 5 9 0 4 3 Mvmt Flow 5 892 430 22 32 204 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 456 0 -0 1351 449 Stage 1 ----445 - Stage 2 ----906 - Critical Hdwy 4.1 ---6.44 6.23 Critical Hdwy Stg 1 ----5.44 - Critical Hdwy Stg 2 ----5.44 - Follow-up Hdwy 2.2 ---3.536 3.327 Pot Cap-1 Maneuver 1115 ---164 608 Stage 1 ----642 - Stage 2 ----391 - Platoon blocked, %--- Mov Cap-1 Maneuver 1111 ---161 603 Mov Cap-2 Maneuver ----161 - Stage 1 ----634 - Stage 2 ----389 - Approach NB SB NE HCM Control Delay, s 0 0 22.4 HCM LOS C Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h)439 1111 --- HCM Lane V/C Ratio 0.539 0.005 --- HCM Control Delay (s)22.4 8.3 0 -- HCM Lane LOS C A A -- HCM 95th %tile Q(veh)3.1 0 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_MIDEX Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)31 884 529 41 29 31 Future Volume (vph)31 884 529 41 29 31 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1805 1827 1845 1442 1641 1524 Flt Permitted 0.380 0.950 Satd. Flow (perm)720 1827 1845 1407 1641 1524 Right Turn on Red Yes Yes Satd. Flow (RTOR)15 33 Link Speed (mph)35 35 30 Link Distance (ft)362 553 354 Travel Time (s)7.1 10.8 8.0 Confl. Peds. (#/hr)9 9 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%)0%4%3%12%10%6% Adj. Flow (vph)33 940 563 44 31 33 Shared Lane Traffic (%) Lane Group Flow (vph)33 940 563 44 31 33 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)12 12 17 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 0 0 2 2 Detector Template Leading Detector (ft)83 6 0 0 83 83 Trailing Detector (ft)-5 0 0 0 -5 -5 Detector 1 Position(ft)-5 0 0 0 -5 -5 Detector 1 Size(ft)40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 43 Detector 2 Size(ft)40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_MIDEX Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s)3.0 10.0 10.0 5.0 5.0 Minimum Split (s)9.0 16.0 16.0 10.0 10.0 Total Split (s)16.0 72.0 56.0 25.0 25.0 Total Split (%)16.5%74.2%57.7%25.8%25.8% Maximum Green (s)10.0 66.0 50.0 20.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s)69.2 71.7 65.1 82.3 6.3 6.3 Actuated g/C Ratio 0.84 0.87 0.79 1.00 0.08 0.08 v/c Ratio 0.05 0.59 0.39 0.03 0.25 0.22 Control Delay 2.1 5.0 6.4 0.0 40.8 17.2 Queue Delay 0.0 0.4 0.0 0.0 0.0 0.0 Total Delay 2.1 5.3 6.4 0.0 40.8 17.2 LOS A A A A D B Approach Delay 5.2 6.0 28.6 Approach LOS A A C Queue Length 50th (ft)3 150 124 0 16 0 Queue Length 95th (ft)8 282 210 0 43 27 Internal Link Dist (ft)282 473 274 Turn Bay Length (ft)100 100 200 Base Capacity (vph)737 1591 1460 1407 400 397 Starvation Cap Reductn 0 218 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.68 0.39 0.03 0.08 0.08 Intersection Summary Area Type:Other Cycle Length: 97 Actuated Cycle Length: 82.3 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 6.4 Intersection LOS: A Intersection Capacity Utilization 59.9%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_MIDEX Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/13/2018 17000360A_MIDEX Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 915 460 100 Future Volume (vph)0 0 0 915 460 100 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.976 Flt Protected Satd. Flow (prot)0 0 0 1845 1804 0 Flt Permitted Satd. Flow (perm)0 0 0 1845 1804 0 Link Speed (mph)30 35 35 Link Distance (ft)297 278 362 Travel Time (s)6.8 5.4 7.1 Confl. Peds. (#/hr)1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%)0%0%0%3%3%2% Adj. Flow (vph)0 0 0 973 489 106 Shared Lane Traffic (%) Lane Group Flow (vph)0 0 0 973 595 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 58.5%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_MIDEX Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)150 10 80 75 10 340 45 425 45 95 360 5 Future Volume (vph)150 10 80 75 10 340 45 425 45 95 360 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft)25 25 50 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 Frt 0.867 0.850 0.986 0.998 Flt Protected 0.950 0.958 0.950 0.950 Satd. Flow (prot)1703 1605 0 0 1804 1553 1719 1821 0 1787 1824 0 Flt Permitted 0.950 0.958 0.447 0.271 Satd. Flow (perm)1703 1605 0 0 1804 1553 809 1821 0 510 1824 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)87 336 3 Link Speed (mph)30 30 35 35 Link Distance (ft)298 262 413 278 Travel Time (s)6.8 6.0 8.0 5.4 Confl. Peds. (#/hr)1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%)6%0%3%1%0%4%5%3%2%1%4%0% Adj. Flow (vph)163 11 87 82 11 370 49 462 49 103 391 5 Shared Lane Traffic (%) Lane Group Flow (vph)163 98 0 0 93 370 49 511 0 103 396 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 Detector Template Left Leading Detector (ft)83 83 20 115 35 83 6 83 6 Trailing Detector (ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft)40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 75 43 43 Detector 2 Size(ft)40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_MIDEX Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 4 2 6 Detector Phase 3 3 4 4 4 5 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s)10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s)65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%)43.9%43.9%17.6%17.6%17.6%10.8%27.7%10.8%27.7% Maximum Green (s)60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s)7.0 7.0 7.0 7.0 Flash Dont Walk (s)12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr)0 0 0 0 Act Effct Green (s)13.2 13.2 8.4 8.4 41.3 35.4 45.1 39.1 Actuated g/C Ratio 0.15 0.15 0.10 0.10 0.47 0.41 0.52 0.45 v/c Ratio 0.64 0.31 0.54 0.82 0.11 0.69 0.28 0.49 Control Delay 47.5 12.8 50.5 22.2 12.0 29.7 13.1 22.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.5 12.8 50.5 22.2 12.0 29.7 13.1 22.7 LOS D B D C B C B C Approach Delay 34.5 27.9 28.1 20.7 Approach LOS C C C C Queue Length 50th (ft)83 5 49 17 11 218 24 152 Queue Length 95th (ft)165 51 104 117 36 #483 65 314 Internal Link Dist (ft)218 182 333 198 Turn Bay Length (ft)50 100 250 Base Capacity (vph)1181 1140 417 617 526 738 421 815 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.09 0.22 0.60 0.09 0.69 0.24 0.49 Intersection Summary Area Type:Other Cycle Length: 148 Actuated Cycle Length: 87.4 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 26.9 Intersection LOS: C Intersection Capacity Utilization 68.6%ICU Level of Service C You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_MIDEX Synchro 10 Report Page 18 Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_MIDEX Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph)18 4 0 42 69 3 Future Volume (vph)18 4 0 42 69 3 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.977 0.994 Flt Protected 0.960 Satd. Flow (prot)1708 0 0 1810 1836 0 Flt Permitted 0.960 Satd. Flow (perm)1708 0 0 1810 1836 0 Link Speed (mph)30 30 30 Link Distance (ft)271 369 263 Travel Time (s)6.2 8.4 6.0 Confl. Peds. (#/hr)33 34 34 33 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 Heavy Vehicles (%)0%25%0%5%3%0% Adj. Flow (vph)24 5 0 55 91 4 Shared Lane Traffic (%) Lane Group Flow (vph)29 0 0 55 95 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 27.0%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_MIDEX Synchro 10 Report Page 20 Intersection Int Delay, s/veh 1.6 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 18 4 0 42 69 3 Future Vol, veh/h 18 4 0 42 69 3 Conflicting Peds, #/hr 33 34 34 0 0 33 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 76 76 76 76 76 76 Heavy Vehicles, %0 25 0 5 3 0 Mvmt Flow 24 5 0 55 91 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 215 161 129 0 -0 Stage 1 127 ----- Stage 2 88 ----- Critical Hdwy 6.4 6.45 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.525 2.2 --- Pot Cap-1 Maneuver 778 827 1469 --- Stage 1 904 ----- Stage 2 940 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 729 774 1421 --- Mov Cap-2 Maneuver 729 ----- Stage 1 875 ----- Stage 2 910 ----- Approach SE NE SW HCM Control Delay, s 10.1 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h)1421 -737 -- HCM Lane V/C Ratio --0.039 -- HCM Control Delay (s)0 -10.1 -- HCM Lane LOS A -B -- HCM 95th %tile Q(veh)0 -0.1 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_MIDEX Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)36 74 383 36 67 391 Future Volume (vph)36 74 383 36 67 391 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-3%-1%0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.909 0.988 Flt Protected 0.984 0.993 Satd. Flow (prot)1670 0 1832 0 0 1819 Flt Permitted 0.984 0.993 Satd. Flow (perm)1670 0 1832 0 0 1819 Link Speed (mph)30 35 35 Link Distance (ft)838 844 1802 Travel Time (s)19.0 16.4 35.1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)8%1%3%3%2%4% Adj. Flow (vph)37 76 395 37 69 403 Shared Lane Traffic (%) Lane Group Flow (vph)113 0 432 0 0 472 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 63.2%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_MIDEX Synchro 10 Report Page 22 Intersection Int Delay, s/veh 2.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 36 74 383 36 67 391 Future Vol, veh/h 36 74 383 36 67 391 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %-3 --1 --0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, %8 1 3 3 2 4 Mvmt Flow 37 76 395 37 69 403 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 955 414 0 0 432 0 Stage 1 414 ----- Stage 2 541 ----- Critical Hdwy 5.88 5.91 --4.12 - Critical Hdwy Stg 1 4.88 ----- Critical Hdwy Stg 2 4.88 ----- Follow-up Hdwy 3.572 3.309 --2.218 - Pot Cap-1 Maneuver 328 663 --1128 - Stage 1 701 ----- Stage 2 626 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 302 663 --1128 - Mov Cap-2 Maneuver 302 ----- Stage 1 646 ----- Stage 2 626 ----- Approach WB NB SB HCM Control Delay, s 14.9 0 1.2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--477 1128 - HCM Lane V/C Ratio --0.238 0.061 - HCM Control Delay (s)--14.9 8.4 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.9 0.2 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_MIDEX Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)49 50 61 469 407 107 Future Volume (vph)49 50 61 469 407 107 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 15 12 12 12 12 Grade (%)0%1%-1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.931 0.972 Flt Protected 0.976 0.994 Satd. Flow (prot)1726 0 0 1809 1795 0 Flt Permitted 0.976 0.994 Satd. Flow (perm)1726 0 0 1809 1795 0 Link Speed (mph)30 35 35 Link Distance (ft)470 561 698 Travel Time (s)10.7 10.9 13.6 Confl. Peds. (#/hr)14 11 11 14 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%)8%12%3%4%3%5% Adj. Flow (vph)60 62 75 579 502 132 Shared Lane Traffic (%) Lane Group Flow (vph)122 0 0 654 634 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)15 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 74.8%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_MIDEX Synchro 10 Report Page 24 Intersection Int Delay, s/veh 4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 49 50 61 469 407 107 Future Vol, veh/h 49 50 61 469 407 107 Conflicting Peds, #/hr 14 11 11 0 0 14 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --1 -1 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %8 12 3 4 3 5 Mvmt Flow 60 62 75 579 502 132 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1325 593 648 0 -0 Stage 1 582 ----- Stage 2 743 ----- Critical Hdwy 6.48 6.32 4.13 --- Critical Hdwy Stg 1 5.48 ----- Critical Hdwy Stg 2 5.48 ----- Follow-up Hdwy 3.572 3.408 2.227 --- Pot Cap-1 Maneuver 167 487 933 --- Stage 1 547 ----- Stage 2 460 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 142 474 917 --- Mov Cap-2 Maneuver 142 ----- Stage 1 473 ----- Stage 2 452 ----- Approach EB NB SB HCM Control Delay, s 40.1 1.1 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)917 -220 -- HCM Lane V/C Ratio 0.082 -0.556 -- HCM Control Delay (s)9.3 0 40.1 -- HCM Lane LOS A A E -- HCM 95th %tile Q(veh)0.3 -3 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_MIDEX Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)5 140 100 5 225 160 Future Volume (vph)5 140 100 5 225 160 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)13 13 11 11 12 12 Grade (%)0%-1%-3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.870 0.993 Flt Protected 0.998 0.972 Satd. Flow (prot)1583 0 1719 0 0 1752 Flt Permitted 0.998 0.972 Satd. Flow (perm)1583 0 1719 0 0 1752 Link Speed (mph)30 30 30 Link Distance (ft)73 545 349 Travel Time (s)1.7 12.4 7.9 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%)0%8%7%0%7%7% Adj. Flow (vph)6 157 112 6 253 180 Shared Lane Traffic (%) Lane Group Flow (vph)163 0 118 0 0 433 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)13 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 43.1%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak Midday Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_MIDEX Synchro 10 Report Page 26 Intersection Int Delay, s/veh 5.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 140 100 5 225 160 Future Vol, veh/h 5 140 100 5 225 160 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 --1 ---3 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, %0 8 7 0 7 7 Mvmt Flow 6 157 112 6 253 180 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 801 115 0 0 118 0 Stage 1 115 ----- Stage 2 686 ----- Critical Hdwy 6.4 6.28 --4.17 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.372 --2.263 - Pot Cap-1 Maneuver 356 921 --1440 - Stage 1 915 ----- Stage 2 504 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 287 921 --1440 - Mov Cap-2 Maneuver 287 ----- Stage 1 737 ----- Stage 2 504 ----- Approach WB NB SB HCM Control Delay, s 10.2 0 4.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--856 1440 - HCM Lane V/C Ratio --0.19 0.176 - HCM Control Delay (s)--10.2 8 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.7 0.6 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_PMEX Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph)159 477 760 143 120 190 Future Volume (vph)159 477 760 143 120 190 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 11 13 11 12 Storage Length (ft)75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1662 1810 1749 1589 1662 1538 Flt Permitted 0.133 0.950 Satd. Flow (perm)232 1810 1749 1542 1619 1538 Right Turn on Red Yes No Satd. Flow (RTOR)122 Link Speed (mph)35 35 30 Link Distance (ft)377 343 799 Travel Time (s)7.3 6.7 18.2 Confl. Peds. (#/hr)10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%)5%5%5%5%5%5% Adj. Flow (vph)177 530 844 159 133 211 Shared Lane Traffic (%) Lane Group Flow (vph)177 530 844 159 133 211 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)11 11 11 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft)18 66 166 166 18 18 Trailing Detector (ft)-8 60 160 160 -8 -8 Detector 1 Position(ft)-8 60 160 160 -8 -8 Detector 1 Size(ft)14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)12 12 12 Detector 2 Size(ft)6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_PMEX Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s)5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s)8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s)13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%)12.7%40.2%40.2%20.6%20.6%26% Maximum Green (s)10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s)3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s)47.2 36.1 36.1 47.1 11.0 21.0 Actuated g/C Ratio 0.70 0.54 0.54 0.70 0.16 0.31 v/c Ratio 0.53 0.54 0.90 0.14 0.49 0.44 Control Delay 12.0 13.9 30.6 1.1 32.4 21.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.0 13.9 30.6 1.1 32.4 21.2 LOS B B C A C C Approach Delay 13.4 25.9 25.5 Approach LOS B C C Queue Length 50th (ft)16 126 273 2 50 68 Queue Length 95th (ft)67 266 #623 14 103 121 Internal Link Dist (ft)297 263 719 Turn Bay Length (ft)75 200 250 Base Capacity (vph)402 973 940 1236 397 524 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.54 0.90 0.13 0.34 0.40 Intersection Summary Area Type:Other Cycle Length: 102 Actuated Cycle Length: 67.2 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 21.6 Intersection LOS: C You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_PMEX Synchro 10 Report Page 3 Intersection Capacity Utilization 67.1%ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_PMEX Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 130 535 0 0 910 Future Volume (vph)0 130 535 0 0 910 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot)0 1644 1863 0 0 1881 Flt Permitted Satd. Flow (perm)0 1644 1863 0 0 1881 Link Speed (mph)30 35 35 Link Distance (ft)709 273 1105 Travel Time (s)16.1 5.3 21.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)0%0%2%0%0%1% Adj. Flow (vph)0 135 557 0 0 948 Shared Lane Traffic (%) Lane Group Flow (vph)0 135 557 0 0 948 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)0 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 51.2%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_PMEX Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 130 535 0 0 910 Future Vol, veh/h 0 130 535 0 0 910 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, %0 0 2 0 0 1 Mvmt Flow 0 135 557 0 0 948 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -557 0 --- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.2 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.3 ---- Pot Cap-1 Maneuver 0 534 -0 0 - Stage 1 0 --0 0 - Stage 2 0 --0 0 - Platoon blocked, %-- Mov Cap-1 Maneuver -534 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 14 0 0 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h)-534 - HCM Lane V/C Ratio -0.254 - HCM Control Delay (s)-14 - HCM Lane LOS -B - HCM 95th %tile Q(veh)-1 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_PMEX Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph)30 0 265 0 0 0 0 700 210 155 505 160 Future Volume (vph)30 0 265 0 0 0 0 700 210 155 505 160 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.969 0.964 Flt Protected 0.950 0.950 Satd. Flow (prot)1805 0 1599 0 0 0 0 2046 0 1787 1804 0 Flt Permitted 0.950 0.950 Satd. Flow (perm)1805 0 1599 0 0 0 0 2046 0 1787 1804 0 Link Speed (mph)35 35 35 35 Link Distance (ft)153 463 273 308 Travel Time (s)3.0 9.0 5.3 6.0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%)0%0%1%0%0%0%0%2%2%1%2%0% Adj. Flow (vph)31 0 270 0 0 0 0 714 214 158 515 163 Shared Lane Traffic (%) Lane Group Flow (vph)31 0 270 0 0 0 0 928 0 158 678 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)36 12 12 12 Link Offset(ft)0 26 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 72.7%ICU Level of Service C Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_PMEX Synchro 10 Report Page 7 Intersection Int Delay, s/veh 5.7 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 30 0 265 0 0 0 0 700 210 155 505 160 Future Vol, veh/h 30 0 265 0 0 0 0 700 210 155 505 160 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --Free --None Storage Length --0 ------0 -- Veh in Median Storage, #-0 --17747 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, %0 0 1 0 0 0 0 2 2 1 2 0 Mvmt Flow 31 0 270 0 0 0 0 714 214 158 515 163 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1627 -714 -0 -714 0 0 Stage 1 714 -------- Stage 2 913 -------- Critical Hdwy 6.4 -6.21 ---4.11 -- Critical Hdwy Stg 1 5.4 -------- Critical Hdwy Stg 2 5.4 -------- Follow-up Hdwy 3.5 -3.309 ---2.209 -- Pot Cap-1 Maneuver 114 0 433 0 -0 891 -- Stage 1 489 0 -0 -0 --- Stage 2 395 0 -0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver 94 0 433 ---891 -- Mov Cap-2 Maneuver 94 0 ------- Stage 1 402 0 ------- Stage 2 395 0 ------- Approach NB SE NW HCM Control Delay, s 29.7 0 1.9 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h)94 433 891 --- HCM Lane V/C Ratio 0.326 0.624 0.178 --- HCM Control Delay (s)60.8 26.2 9.9 --- HCM Lane LOS F D A --- HCM 95th %tile Q(veh)1.3 4.1 0.6 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_PMEX Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph)740 190 370 595 5 80 Future Volume (vph)740 190 370 595 5 80 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.972 0.873 Flt Protected 0.950 0.997 Satd. Flow (prot)1829 0 1787 1863 1654 0 Flt Permitted 0.950 0.997 Satd. Flow (perm)1829 0 1787 1863 1654 0 Link Speed (mph)35 35 30 Link Distance (ft)94 308 121 Travel Time (s)1.8 6.0 2.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)1%1%1%2%0%0% Adj. Flow (vph)771 198 385 620 5 83 Shared Lane Traffic (%) Lane Group Flow (vph)969 0 385 620 88 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 86.2%ICU Level of Service E Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_PMEX Synchro 10 Report Page 9 Intersection Int Delay, s/veh 4.7 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 740 190 370 595 5 80 Future Vol, veh/h 740 190 370 595 5 80 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --0 -0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, %1 1 1 2 0 0 Mvmt Flow 771 198 385 620 5 83 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 969 0 2260 870 Stage 1 ----870 - Stage 2 ----1390 - Critical Hdwy --4.11 -6.4 6.2 Critical Hdwy Stg 1 ----5.4 - Critical Hdwy Stg 2 ----5.4 - Follow-up Hdwy --2.209 -3.5 3.3 Pot Cap-1 Maneuver --715 -46 354 Stage 1 ----413 - Stage 2 ----233 - Platoon blocked, %--- Mov Cap-1 Maneuver --715 -21 354 Mov Cap-2 Maneuver ----21 - Stage 1 ----191 - Stage 2 ----233 - Approach NB SB SW HCM Control Delay, s 0 6 41.8 HCM LOS E Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h)--715 -183 HCM Lane V/C Ratio --0.539 -0.484 HCM Control Delay (s)--15.8 -41.8 HCM Lane LOS --C -E HCM 95th %tile Q(veh)--3.3 -2.3 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_PMEX Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)5 895 560 40 35 270 Future Volume (vph)5 895 560 40 35 270 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.881 Flt Protected 0.994 Satd. Flow (prot)0 1881 1865 0 1664 0 Flt Permitted 0.994 Satd. Flow (perm)0 1881 1865 0 1664 0 Link Speed (mph)35 35 30 Link Distance (ft)158 94 136 Travel Time (s)3.1 1.8 3.1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)0%1%1%0%0%0% Adj. Flow (vph)5 942 589 42 37 284 Shared Lane Traffic (%) Lane Group Flow (vph)0 947 631 0 321 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)0 0 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 76.4%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_PMEX Synchro 10 Report Page 11 Intersection Int Delay, s/veh 9.1 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 895 560 40 35 270 Future Vol, veh/h 5 895 560 40 35 270 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %0 1 1 0 0 0 Mvmt Flow 5 942 589 42 37 284 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 631 0 -0 1562 610 Stage 1 ----610 - Stage 2 ----952 - Critical Hdwy 4.1 ---6.4 6.2 Critical Hdwy Stg 1 ----5.4 - Critical Hdwy Stg 2 ----5.4 - Follow-up Hdwy 2.2 ---3.5 3.3 Pot Cap-1 Maneuver 961 ---124 498 Stage 1 ----546 - Stage 2 ----378 - Platoon blocked, %--- Mov Cap-1 Maneuver 961 ---123 498 Mov Cap-2 Maneuver ----123 - Stage 1 ----540 - Stage 2 ----378 - Approach NB SB NE HCM Control Delay, s 0 0 53.9 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h)369 961 --- HCM Lane V/C Ratio 0.87 0.005 --- HCM Control Delay (s)53.9 8.8 0 -- HCM Lane LOS F A A -- HCM 95th %tile Q(veh)8.4 0 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_PMEX Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)34 861 753 58 41 37 Future Volume (vph)34 861 753 58 41 37 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1805 1881 1881 1583 1770 1615 Flt Permitted 0.275 0.950 Satd. Flow (perm)522 1881 1881 1583 1770 1615 Right Turn on Red Yes Yes Satd. Flow (RTOR)14 39 Link Speed (mph)35 35 30 Link Distance (ft)362 553 354 Travel Time (s)7.1 10.8 8.0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)0%1%1%2%2%0% Adj. Flow (vph)35 897 784 60 43 39 Shared Lane Traffic (%) Lane Group Flow (vph)35 897 784 60 43 39 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)12 12 17 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 0 0 2 2 Detector Template Leading Detector (ft)83 6 0 0 83 83 Trailing Detector (ft)-5 0 0 0 -5 -5 Detector 1 Position(ft)-5 0 0 0 -5 -5 Detector 1 Size(ft)40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 43 Detector 2 Size(ft)40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_PMEX Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s)3.0 10.0 10.0 5.0 5.0 Minimum Split (s)9.0 16.0 16.0 10.0 10.0 Total Split (s)20.0 65.0 45.0 35.0 35.0 Total Split (%)20.0%65.0%45.0%35.0%35.0% Maximum Green (s)14.0 59.0 39.0 30.0 30.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max C-Max None None Act Effct Green (s)83.9 85.1 78.4 100.0 7.1 7.1 Actuated g/C Ratio 0.84 0.85 0.78 1.00 0.07 0.07 v/c Ratio 0.07 0.56 0.53 0.04 0.34 0.26 Control Delay 2.5 4.2 7.9 0.1 51.0 18.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.5 4.3 7.9 0.1 51.0 18.2 LOS A A A A D B Approach Delay 4.2 7.4 35.4 Approach LOS A A D Queue Length 50th (ft)3 125 213 0 27 0 Queue Length 95th (ft)m9 224 354 0 60 31 Internal Link Dist (ft)282 473 274 Turn Bay Length (ft)100 100 200 Base Capacity (vph)617 1600 1474 1583 531 511 Starvation Cap Reductn 0 50 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.58 0.53 0.04 0.08 0.08 Intersection Summary Area Type:Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.56 Intersection Signal Delay: 7.0 Intersection LOS: A Intersection Capacity Utilization 58.6%ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_PMEX Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/13/2018 17000360A_PMEX Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 895 720 70 Future Volume (vph)0 0 0 895 720 70 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 Flt Protected Satd. Flow (prot)0 0 0 1881 1860 0 Flt Permitted Satd. Flow (perm)0 0 0 1881 1860 0 Link Speed (mph)30 35 35 Link Distance (ft)297 278 362 Travel Time (s)6.8 5.4 7.1 Confl. Peds. (#/hr)10 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%)0%0%0%1%1%0% Adj. Flow (vph)0 0 0 913 735 71 Shared Lane Traffic (%) Lane Group Flow (vph)0 0 0 913 806 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 50.4%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_PMEX Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)40 5 35 95 10 370 40 485 75 120 595 5 Future Volume (vph)40 5 35 95 10 370 40 485 75 120 595 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft)25 25 50 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.869 0.850 0.980 0.999 Flt Protected 0.950 0.957 0.950 0.950 Satd. Flow (prot)1805 1651 0 0 1802 1583 1805 1844 0 1770 1879 0 Flt Permitted 0.950 0.957 0.346 0.304 Satd. Flow (perm)1805 1651 0 0 1802 1583 657 1844 0 566 1879 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)35 374 7 Link Speed (mph)30 30 35 35 Link Distance (ft)298 262 413 278 Travel Time (s)6.8 6.0 8.0 5.4 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%)0%0%0%1%0%2%0%1%1%2%1%0% Adj. Flow (vph)40 5 35 96 10 374 40 490 76 121 601 5 Shared Lane Traffic (%) Lane Group Flow (vph)40 40 0 0 106 374 40 566 0 121 606 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 Detector Template Left Leading Detector (ft)83 83 20 115 35 83 6 83 6 Trailing Detector (ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft)40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 75 43 43 Detector 2 Size(ft)40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_PMEX Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 4 4 4 5 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s)10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s)35.0 35.0 20.0 20.0 20.0 15.0 30.0 15.0 30.0 Total Split (%)35.0%35.0%20.0%20.0%20.0%15.0%30.0%15.0%30.0% Maximum Green (s)30.0 30.0 14.0 14.0 14.0 9.0 24.0 9.0 24.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s)7.0 7.0 7.0 7.0 Flash Dont Walk (s)12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr)0 0 0 0 Act Effct Green (s)6.9 6.9 9.2 9.2 60.6 55.2 67.3 61.8 Actuated g/C Ratio 0.07 0.07 0.09 0.09 0.61 0.55 0.67 0.62 v/c Ratio 0.32 0.27 0.64 0.77 0.09 0.55 0.26 0.52 Control Delay 50.6 21.8 60.5 16.0 8.0 19.7 5.2 10.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.6 21.8 60.5 16.0 8.0 19.7 5.2 10.1 LOS D C E B A B A B Approach Delay 36.2 25.8 19.0 9.3 Approach LOS D C B A Queue Length 50th (ft)25 3 67 0 8 220 11 91 Queue Length 95th (ft)57 35 114 86 24 432 22 435 Internal Link Dist (ft)218 182 333 198 Turn Bay Length (ft)50 100 250 Base Capacity (vph)541 519 256 545 525 1020 498 1160 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.08 0.41 0.69 0.08 0.55 0.24 0.52 Intersection Summary Area Type:Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 17.7 Intersection LOS: B Intersection Capacity Utilization 71.3%ICU Level of Service C Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_PMEX Synchro 10 Report Page 18 Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_PMEX Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph)15 0 0 63 86 6 Future Volume (vph)15 0 0 63 86 6 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 Flt Protected 0.950 Satd. Flow (prot)1805 0 0 1900 1883 0 Flt Permitted 0.950 Satd. Flow (perm)1805 0 0 1900 1883 0 Link Speed (mph)30 30 30 Link Distance (ft)271 369 263 Travel Time (s)6.2 8.4 6.0 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%)0%0%0%0%0%0% Adj. Flow (vph)18 0 0 75 102 7 Shared Lane Traffic (%) Lane Group Flow (vph)18 0 0 75 109 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 14.9%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_PMEX Synchro 10 Report Page 20 Intersection Int Delay, s/veh 0.8 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 15 0 0 63 86 6 Future Vol, veh/h 15 0 0 63 86 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, %0 0 0 0 0 0 Mvmt Flow 18 0 0 75 102 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 181 106 109 0 -0 Stage 1 106 ----- Stage 2 75 ----- Critical Hdwy 6.4 6.2 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 --- Pot Cap-1 Maneuver 813 954 1494 --- Stage 1 923 ----- Stage 2 953 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 813 954 1494 --- Mov Cap-2 Maneuver 813 ----- Stage 1 923 ----- Stage 2 953 ----- Approach SE NE SW HCM Control Delay, s 9.5 0 0 HCM LOS A Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h)1494 -813 -- HCM Lane V/C Ratio --0.022 -- HCM Control Delay (s)0 -9.5 -- HCM Lane LOS A -A -- HCM 95th %tile Q(veh)0 -0.1 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_PMEX Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)48 128 416 48 99 428 Future Volume (vph)48 128 416 48 99 428 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-3%-1%0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.902 0.986 Flt Protected 0.987 0.991 Satd. Flow (prot)1708 0 1850 0 0 1853 Flt Permitted 0.987 0.991 Satd. Flow (perm)1708 0 1850 0 0 1853 Link Speed (mph)30 35 35 Link Distance (ft)838 844 1802 Travel Time (s)19.0 16.4 35.1 Confl. Peds. (#/hr)1 1 1 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)2%0%2%0%0%2% Adj. Flow (vph)49 132 429 49 102 441 Shared Lane Traffic (%) Lane Group Flow (vph)181 0 478 0 0 543 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 73.5%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_PMEX Synchro 10 Report Page 22 Intersection Int Delay, s/veh 3.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 48 128 416 48 99 428 Future Vol, veh/h 48 128 416 48 99 428 Conflicting Peds, #/hr 1 1 0 1 1 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %-3 --1 --0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, %2 0 2 0 0 2 Mvmt Flow 49 132 429 49 102 441 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1101 456 0 0 479 0 Stage 1 455 ----- Stage 2 646 ----- Critical Hdwy 5.82 5.9 --4.1 - Critical Hdwy Stg 1 4.82 ----- Critical Hdwy Stg 2 4.82 ----- Follow-up Hdwy 3.518 3.3 --2.2 - Pot Cap-1 Maneuver 282 632 --1094 - Stage 1 689 ----- Stage 2 581 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 246 631 --1093 - Mov Cap-2 Maneuver 246 ----- Stage 1 603 ----- Stage 2 580 ----- Approach WB NB SB HCM Control Delay, s 18.7 0 1.6 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--442 1093 - HCM Lane V/C Ratio --0.411 0.093 - HCM Control Delay (s)--18.7 8.6 0 HCM Lane LOS --C A A HCM 95th %tile Q(veh)--2 0.3 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_PMEX Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)62 66 73 481 433 79 Future Volume (vph)62 66 73 481 433 79 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 15 12 12 12 12 Grade (%)0%1%-1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.930 0.979 Flt Protected 0.976 0.993 Satd. Flow (prot)1878 0 0 1845 1848 0 Flt Permitted 0.976 0.993 Satd. Flow (perm)1878 0 0 1845 1848 0 Link Speed (mph)30 35 35 Link Distance (ft)470 561 698 Travel Time (s)10.7 10.9 13.6 Confl. Peds. (#/hr)2 2 2 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%)0%2%0%2%1%2% Adj. Flow (vph)63 67 74 491 442 81 Shared Lane Traffic (%) Lane Group Flow (vph)130 0 0 565 523 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)15 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 74.9%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_PMEX Synchro 10 Report Page 24 Intersection Int Delay, s/veh 3.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 62 66 73 481 433 79 Future Vol, veh/h 62 66 73 481 433 79 Conflicting Peds, #/hr 2 2 2 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --1 -1 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, %0 2 0 2 1 2 Mvmt Flow 63 67 74 491 442 81 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1126 487 525 0 -0 Stage 1 485 ----- Stage 2 641 ----- Critical Hdwy 6.4 6.22 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.318 2.2 --- Pot Cap-1 Maneuver 229 581 1052 --- Stage 1 623 ----- Stage 2 528 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 206 579 1049 --- Mov Cap-2 Maneuver 206 ----- Stage 1 561 ----- Stage 2 527 ----- Approach EB NB SB HCM Control Delay, s 25 1.1 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1049 -308 -- HCM Lane V/C Ratio 0.071 -0.424 -- HCM Control Delay (s)8.7 0 25 -- HCM Lane LOS A A D -- HCM 95th %tile Q(veh)0.2 -2 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_PMEX Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)10 210 85 5 210 155 Future Volume (vph)10 210 85 5 210 155 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)13 13 11 11 12 12 Grade (%)0%-1%-3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 0.992 Flt Protected 0.998 0.972 Satd. Flow (prot)1690 0 1814 0 0 1848 Flt Permitted 0.998 0.972 Satd. Flow (perm)1690 0 1814 0 0 1848 Link Speed (mph)30 30 30 Link Distance (ft)73 545 349 Travel Time (s)1.7 12.4 7.9 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%)0%1%1%0%1%2% Adj. Flow (vph)11 239 97 6 239 176 Shared Lane Traffic (%) Lane Group Flow (vph)250 0 103 0 0 415 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)13 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 46.7%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_PMEX Synchro 10 Report Page 26 Intersection Int Delay, s/veh 5.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 10 210 85 5 210 155 Future Vol, veh/h 10 210 85 5 210 155 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 --1 ---3 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, %0 1 1 0 1 2 Mvmt Flow 11 239 97 6 239 176 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 754 100 0 0 103 0 Stage 1 100 ----- Stage 2 654 ----- Critical Hdwy 6.4 6.21 --4.11 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.309 --2.209 - Pot Cap-1 Maneuver 380 958 --1495 - Stage 1 929 ----- Stage 2 521 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 313 958 --1495 - Mov Cap-2 Maneuver 313 ----- Stage 1 765 ----- Stage 2 521 ----- Approach WB NB SB HCM Control Delay, s 10.7 0 4.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--876 1495 - HCM Lane V/C Ratio --0.285 0.16 - HCM Control Delay (s)--10.7 7.9 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--1.2 0.6 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph)233 723 577 155 148 170 Future Volume (vph)233 723 577 155 148 170 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 11 13 11 12 Storage Length (ft)75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1662 1810 1749 1589 1662 1538 Flt Permitted 0.262 0.950 Satd. Flow (perm)457 1810 1749 1542 1620 1538 Right Turn on Red Yes No Satd. Flow (RTOR)172 Link Speed (mph)35 35 30 Link Distance (ft)377 343 799 Travel Time (s)7.3 6.7 18.2 Confl. Peds. (#/hr)10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%)5%5%5%5%5%5% Adj. Flow (vph)259 803 641 172 164 189 Shared Lane Traffic (%) Lane Group Flow (vph)259 803 641 172 164 189 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)11 11 11 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft)18 66 166 166 18 18 Trailing Detector (ft)-8 60 160 160 -8 -8 Detector 1 Position(ft)-8 60 160 160 -8 -8 Detector 1 Size(ft)14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)12 12 12 Detector 2 Size(ft)6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s)5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s)8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s)13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%)12.7%40.2%40.2%20.6%20.6%26% Maximum Green (s)10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s)3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s)50.0 36.0 36.0 46.7 10.7 23.7 Actuated g/C Ratio 0.72 0.52 0.52 0.67 0.15 0.34 v/c Ratio 0.50 0.86 0.71 0.16 0.65 0.36 Control Delay 6.7 27.2 19.0 0.8 40.1 19.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.7 27.2 19.0 0.8 40.1 19.5 LOS A C B A D B Approach Delay 22.2 15.2 29.1 Approach LOS C B C Queue Length 50th (ft)24 273 192 0 67 60 Queue Length 95th (ft)58 #559 358 11 124 109 Internal Link Dist (ft)297 263 719 Turn Bay Length (ft)75 200 250 Base Capacity (vph)518 935 903 1205 381 500 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.86 0.71 0.14 0.43 0.38 Intersection Summary Area Type:Other Cycle Length: 102 Actuated Cycle Length: 69.7 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 20.7 Intersection LOS: C You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 3 Intersection Capacity Utilization 63.1%ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_AMNB Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 295 639 0 0 973 Future Volume (vph)0 295 639 0 0 973 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot)0 1611 1792 0 0 1810 Flt Permitted Satd. Flow (perm)0 1611 1792 0 0 1810 Link Speed (mph)30 35 35 Link Distance (ft)709 273 1105 Travel Time (s)16.1 5.3 21.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)0%2%6%0%0%5% Adj. Flow (vph)0 307 666 0 0 1014 Shared Lane Traffic (%) Lane Group Flow (vph)0 307 666 0 0 1014 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)0 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 58.6%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_AMNB Synchro 10 Report Page 5 Intersection Int Delay, s/veh 4.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 295 639 0 0 973 Future Vol, veh/h 0 295 639 0 0 973 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, %0 2 6 0 0 5 Mvmt Flow 0 307 666 0 0 1014 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -666 0 --- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.22 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.318 ---- Pot Cap-1 Maneuver 0 459 -0 0 - Stage 1 0 --0 0 - Stage 2 0 --0 0 - Platoon blocked, %-- Mov Cap-1 Maneuver -459 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 27.3 0 0 HCM LOS D Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h)-459 - HCM Lane V/C Ratio -0.669 - HCM Control Delay (s)-27.3 - HCM Lane LOS -D - HCM 95th %tile Q(veh)-4.8 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph)32 0 337 0 0 0 0 735 238 308 607 164 Future Volume (vph)32 0 337 0 0 0 0 735 238 308 607 164 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.967 0.968 Flt Protected 0.950 0.950 Satd. Flow (prot)1570 0 1568 0 0 0 0 1964 0 1752 1739 0 Flt Permitted 0.950 0.950 Satd. Flow (perm)1570 0 1568 0 0 0 0 1964 0 1752 1739 0 Link Speed (mph)35 35 35 35 Link Distance (ft)153 463 273 308 Travel Time (s)3.0 9.0 5.3 6.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%)15%0%3%0%0%0%0%6%6%3%6%5% Adj. Flow (vph)34 0 359 0 0 0 0 782 253 328 646 174 Shared Lane Traffic (%) Lane Group Flow (vph)34 0 359 0 0 0 0 1035 0 328 820 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)36 12 12 12 Link Offset(ft)0 26 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 83.6%ICU Level of Service E Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 7 Intersection Int Delay, s/veh 17.4 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 337 0 0 0 0 735 238 308 607 164 Future Vol, veh/h 32 0 337 0 0 0 0 735 238 308 607 164 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --Free --None Storage Length --0 ------0 -- Veh in Median Storage, #-0 --17747 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %15 0 3 0 0 0 0 6 6 3 6 5 Mvmt Flow 34 0 359 0 0 0 0 782 253 328 646 174 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2171 -782 -0 -782 0 0 Stage 1 782 -------- Stage 2 1389 -------- Critical Hdwy 6.55 -6.23 ---4.13 -- Critical Hdwy Stg 1 5.55 -------- Critical Hdwy Stg 2 5.55 -------- Follow-up Hdwy 3.635 -3.327 ---2.227 -- Pot Cap-1 Maneuver 47 0 393 0 -0 831 -- Stage 1 429 0 -0 -0 --- Stage 2 216 0 -0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver ~ 28 0 393 ---831 -- Mov Cap-2 Maneuver ~ 28 0 ------- Stage 1 260 0 ------- Stage 2 216 0 ------- Approach NB SE NW HCM Control Delay, s 92.9 0 3.5 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h)28 393 831 --- HCM Lane V/C Ratio 1.216 0.912 0.394 --- HCM Control Delay (s)$ 451.8 58.8 12.1 --- HCM Lane LOS F F B --- HCM 95th %tile Q(veh)4 9.6 1.9 --- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_AMNB Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph)863 276 307 765 5 216 Future Volume (vph)863 276 307 765 5 216 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.967 0.868 Flt Protected 0.950 0.999 Satd. Flow (prot)1766 0 1770 1810 1542 0 Flt Permitted 0.950 0.999 Satd. Flow (perm)1766 0 1770 1810 1542 0 Link Speed (mph)35 35 30 Link Distance (ft)94 308 121 Travel Time (s)1.8 6.0 2.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)5%1%2%5%0%7% Adj. Flow (vph)899 288 320 797 5 225 Shared Lane Traffic (%) Lane Group Flow (vph)1187 0 320 797 230 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 102.9%ICU Level of Service G Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_AMNB Synchro 10 Report Page 9 Intersection Int Delay, s/veh 17.6 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 863 276 307 765 5 216 Future Vol, veh/h 863 276 307 765 5 216 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --0 -0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, %5 1 2 5 0 7 Mvmt Flow 899 288 320 797 5 225 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1187 0 2480 1043 Stage 1 ----1043 - Stage 2 ----1437 - Critical Hdwy --4.12 -6.4 6.27 Critical Hdwy Stg 1 ----5.4 - Critical Hdwy Stg 2 ----5.4 - Follow-up Hdwy --2.218 -3.5 3.363 Pot Cap-1 Maneuver --588 -33 272 Stage 1 ----342 - Stage 2 ----221 - Platoon blocked, %--- Mov Cap-1 Maneuver --588 -15 272 Mov Cap-2 Maneuver ----15 - Stage 1 ----156 - Stage 2 ----221 - Approach NB SB SW HCM Control Delay, s 0 5.2 168.7 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h)--588 -196 HCM Lane V/C Ratio --0.544 -1.175 HCM Control Delay (s)--18.2 -168.7 HCM Lane LOS --C -F HCM 95th %tile Q(veh)--3.3 -11.7 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)0 1096 749 21 42 337 Future Volume (vph)0 1096 749 21 42 337 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.880 Flt Protected 0.994 Satd. Flow (prot)0 1810 1788 0 1642 0 Flt Permitted 0.994 Satd. Flow (perm)0 1810 1788 0 1642 0 Link Speed (mph)35 35 30 Link Distance (ft)158 94 136 Travel Time (s)3.1 1.8 3.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%)0%5%6%0%3%1% Adj. Flow (vph)0 1191 814 23 46 366 Shared Lane Traffic (%) Lane Group Flow (vph)0 1191 837 0 412 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)0 0 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 87.5%ICU Level of Service E Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 11 Intersection Int Delay, s/veh 61.7 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 0 1096 749 21 42 337 Future Vol, veh/h 0 1096 749 21 42 337 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %0 5 6 0 3 1 Mvmt Flow 0 1191 814 23 46 366 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 837 0 -0 2017 826 Stage 1 ----826 - Stage 2 ----1191 - Critical Hdwy 4.1 ---6.43 6.21 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.2 ---3.527 3.309 Pot Cap-1 Maneuver 806 ---64 373 Stage 1 ----428 - Stage 2 ----287 - Platoon blocked, %--- Mov Cap-1 Maneuver 806 ---64 373 Mov Cap-2 Maneuver ----64 - Stage 1 ----428 - Stage 2 ----287 - Approach NB SB NE HCM Control Delay, s 0 0 $ 365.4 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h)243 806 --- HCM Lane V/C Ratio 1.695 ---- HCM Control Delay (s)$ 365.4 0 --- HCM Lane LOS F A --- HCM 95th %tile Q(veh)26.9 0 --- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)83 989 843 249 105 59 Future Volume (vph)83 989 843 249 105 59 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1641 1810 1810 1615 1787 1553 Flt Permitted 0.168 0.950 Satd. Flow (perm)290 1810 1810 1615 1787 1553 Right Turn on Red Yes Yes Satd. Flow (RTOR)55 63 Link Speed (mph)35 35 30 Link Distance (ft)362 553 354 Travel Time (s)7.1 10.8 8.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 93%100%100%100%100%100% Heavy Vehicles (%)10%5%5%0%1%4% Adj. Flow (vph)83 1063 906 268 113 63 Shared Lane Traffic (%) Lane Group Flow (vph)83 1063 906 268 113 63 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)12 12 17 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 0 0 2 2 Detector Template Leading Detector (ft)83 6 0 0 83 83 Trailing Detector (ft)-5 0 0 0 -5 -5 Detector 1 Position(ft)-5 0 0 0 -5 -5 Detector 1 Size(ft)40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 43 Detector 2 Size(ft)40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s)3.0 10.0 10.0 5.0 5.0 Minimum Split (s)9.0 16.0 16.0 10.0 10.0 Total Split (s)16.0 72.0 56.0 25.0 25.0 Total Split (%)16.5%74.2%57.7%25.8%25.8% Maximum Green (s)10.0 66.0 50.0 20.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s)66.4 67.9 58.3 84.8 9.8 9.8 Actuated g/C Ratio 0.78 0.80 0.69 1.00 0.12 0.12 v/c Ratio 0.26 0.73 0.73 0.17 0.55 0.27 Control Delay 5.1 10.5 17.6 0.2 46.4 12.6 Queue Delay 0.0 1.0 0.0 0.0 0.0 0.0 Total Delay 5.1 11.5 17.6 0.2 46.4 12.6 LOS A B B A D B Approach Delay 11.0 13.6 34.3 Approach LOS B B C Queue Length 50th (ft)9 268 335 0 59 0 Queue Length 95th (ft)24 557 #708 0 112 35 Internal Link Dist (ft)282 473 274 Turn Bay Length (ft)100 100 200 Base Capacity (vph)387 1448 1245 1615 424 416 Starvation Cap Reductn 0 166 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.83 0.73 0.17 0.27 0.15 Intersection Summary Area Type:Other Cycle Length: 97 Actuated Cycle Length: 84.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 13.9 Intersection LOS: B Intersection Capacity Utilization 68.6%ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/13/2018 17000360A_AMNB Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 1072 690 212 Future Volume (vph)0 0 0 1072 690 212 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.968 Flt Protected Satd. Flow (prot)0 0 0 1810 1747 0 Flt Permitted Satd. Flow (perm)0 0 0 1810 1747 0 Link Speed (mph)30 35 35 Link Distance (ft)297 278 362 Travel Time (s)6.8 5.4 7.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%)0%0%0%5%6%3% Adj. Flow (vph)0 0 0 1165 750 230 Shared Lane Traffic (%) Lane Group Flow (vph)0 0 0 1165 980 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 59.8%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMNB Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)111 11 64 42 11 334 69 627 42 180 505 5 Future Volume (vph)111 11 64 42 11 334 69 627 42 180 505 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft)25 25 50 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 0.850 0.991 0.999 Flt Protected 0.950 0.962 0.950 0.950 Satd. Flow (prot)1719 1587 0 0 1718 1482 1671 1815 0 1805 1841 0 Flt Permitted 0.950 0.962 0.360 0.105 Satd. Flow (perm)1719 1587 0 0 1718 1482 633 1815 0 200 1841 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)67 348 2 Link Speed (mph)30 30 35 35 Link Distance (ft)298 262 413 278 Travel Time (s)6.8 6.0 8.0 5.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)5%0%5%8%0%9%8%4%0%0%3%13% Adj. Flow (vph)116 11 67 44 11 348 72 653 44 188 526 5 Shared Lane Traffic (%) Lane Group Flow (vph)116 78 0 0 55 348 72 697 0 188 531 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 Detector Template Left Leading Detector (ft)83 83 20 115 35 83 6 83 6 Trailing Detector (ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft)40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 75 43 43 Detector 2 Size(ft)40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMNB Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 4 4 4 5 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s)10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s)65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%)43.9%43.9%17.6%17.6%17.6%10.8%27.7%10.8%27.7% Maximum Green (s)60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s)7.0 7.0 7.0 7.0 Flash Dont Walk (s)12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr)0 0 0 0 Act Effct Green (s)10.4 10.4 6.8 6.8 41.5 35.1 49.1 41.2 Actuated g/C Ratio 0.12 0.12 0.08 0.08 0.49 0.41 0.57 0.48 v/c Ratio 0.56 0.31 0.40 0.79 0.19 0.93 0.62 0.60 Control Delay 46.4 15.2 47.0 18.8 10.3 46.6 24.5 22.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.4 15.2 47.0 18.8 10.3 46.6 24.5 22.4 LOS D B D B B D C C Approach Delay 33.8 22.7 43.2 23.0 Approach LOS C C D C Queue Length 50th (ft)58 5 29 0 14 334 39 201 Queue Length 95th (ft)119 45 67 85 42 #687 #156 408 Internal Link Dist (ft)218 182 333 198 Turn Bay Length (ft)50 100 250 Base Capacity (vph)1212 1138 404 614 456 748 303 887 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.07 0.14 0.57 0.16 0.93 0.62 0.60 Intersection Summary Area Type:Other Cycle Length: 148 Actuated Cycle Length: 85.4 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 31.4 Intersection LOS: C Intersection Capacity Utilization 76.5%ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMNB Synchro 10 Report Page 18 Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_AMNB Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph)40 0 0 124 40 292 Future Volume (vph)40 0 0 124 40 292 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.881 Flt Protected 0.950 Satd. Flow (prot)1805 0 0 1863 1664 0 Flt Permitted 0.950 Satd. Flow (perm)1805 0 0 1863 1664 0 Link Speed (mph)30 30 30 Link Distance (ft)271 369 263 Travel Time (s)6.2 8.4 6.0 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)0%0%0%2%5%0% Adj. Flow (vph)50 0 0 155 50 365 Shared Lane Traffic (%) Lane Group Flow (vph)50 0 0 155 415 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 30.1%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_AMNB Synchro 10 Report Page 20 Intersection Int Delay, s/veh 0.9 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 40 0 0 124 40 292 Future Vol, veh/h 40 0 0 124 40 292 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %0 0 0 2 5 0 Mvmt Flow 50 0 0 155 50 365 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 388 233 415 0 -0 Stage 1 233 ----- Stage 2 155 ----- Critical Hdwy 6.4 6.2 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 --- Pot Cap-1 Maneuver 619 811 1155 --- Stage 1 810 ----- Stage 2 878 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 619 811 1155 --- Mov Cap-2 Maneuver 619 ----- Stage 1 810 ----- Stage 2 878 ----- Approach SE NE SW HCM Control Delay, s 11.3 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h)1155 -619 -- HCM Lane V/C Ratio --0.081 -- HCM Control Delay (s)0 -11.3 -- HCM Lane LOS A -B -- HCM 95th %tile Q(veh)0 -0.3 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_AMNB Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)47 124 513 41 108 476 Future Volume (vph)47 124 513 41 108 476 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-3%-1%0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.902 0.990 Flt Protected 0.986 0.991 Satd. Flow (prot)1682 0 1813 0 0 1814 Flt Permitted 0.986 0.991 Satd. Flow (perm)1682 0 1813 0 0 1814 Link Speed (mph)30 35 35 Link Distance (ft)838 844 1802 Travel Time (s)19.0 16.4 35.1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%)2%2%4%8%3%4% Adj. Flow (vph)53 139 576 46 121 535 Shared Lane Traffic (%) Lane Group Flow (vph)192 0 622 0 0 656 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 80.7%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_AMNB Synchro 10 Report Page 22 Intersection Int Delay, s/veh 4.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 47 124 513 41 108 476 Future Vol, veh/h 47 124 513 41 108 476 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %-3 --1 --0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, %2 2 4 8 3 4 Mvmt Flow 53 139 576 46 121 535 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1376 599 0 0 622 0 Stage 1 599 ----- Stage 2 777 ----- Critical Hdwy 5.82 5.92 --4.13 - Critical Hdwy Stg 1 4.82 ----- Critical Hdwy Stg 2 4.82 ----- Follow-up Hdwy 3.518 3.318 --2.227 - Pot Cap-1 Maneuver 201 527 --954 - Stage 1 606 ----- Stage 2 516 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 165 527 --954 - Mov Cap-2 Maneuver 165 ----- Stage 1 497 ----- Stage 2 516 ----- Approach WB NB SB HCM Control Delay, s 30.2 0 1.7 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--329 954 - HCM Lane V/C Ratio --0.584 0.127 - HCM Control Delay (s)--30.2 9.3 0 HCM Lane LOS --D A A HCM 95th %tile Q(veh)--3.5 0.4 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_AMNB Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)71 86 119 681 562 109 Future Volume (vph)71 86 119 681 562 109 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 15 12 12 12 12 Grade (%)0%1%-1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.926 0.978 Flt Protected 0.978 0.993 Satd. Flow (prot)1867 0 0 1810 1784 0 Flt Permitted 0.978 0.993 Satd. Flow (perm)1867 0 0 1810 1784 0 Link Speed (mph)30 35 35 Link Distance (ft)470 561 698 Travel Time (s)10.7 10.9 13.6 Confl. Peds. (#/hr)1 1 1 1 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%)3%0%2%4%4%8% Adj. Flow (vph)85 102 142 811 669 130 Shared Lane Traffic (%) Lane Group Flow (vph)187 0 0 953 799 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)15 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 98.0%ICU Level of Service F Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_AMNB Synchro 10 Report Page 24 Intersection Int Delay, s/veh 42.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 71 86 119 681 562 109 Future Vol, veh/h 71 86 119 681 562 109 Conflicting Peds, #/hr 1 1 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --1 -1 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, %3 0 2 4 4 8 Mvmt Flow 85 102 142 811 669 130 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1831 736 800 0 -0 Stage 1 735 ----- Stage 2 1096 ----- Critical Hdwy 6.43 6.2 4.12 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.3 2.218 --- Pot Cap-1 Maneuver ~ 83 422 823 --- Stage 1 473 ----- Stage 2 319 ----- Platoon blocked, %--- Mov Cap-1 Maneuver ~ 57 421 822 --- Mov Cap-2 Maneuver ~ 57 ----- Stage 1 324 ----- Stage 2 319 ----- Approach EB NB SB HCM Control Delay, s$ 432.9 1.5 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)822 -108 -- HCM Lane V/C Ratio 0.172 -1.731 -- HCM Control Delay (s)10.3 0$ 432.9 -- HCM Lane LOS B A F -- HCM 95th %tile Q(veh)0.6 -14.6 -- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_AMNB Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)5 205 164 16 397 149 Future Volume (vph)5 205 164 16 397 149 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)13 13 11 11 12 12 Grade (%)0%-1%-3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.868 0.988 Flt Protected 0.999 0.965 Satd. Flow (prot)1638 0 1744 0 0 1789 Flt Permitted 0.999 0.965 Satd. Flow (perm)1638 0 1744 0 0 1789 Link Speed (mph)30 30 30 Link Distance (ft)73 545 349 Travel Time (s)1.7 12.4 7.9 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)0%4%5%0%4%4% Adj. Flow (vph)6 256 205 20 496 186 Shared Lane Traffic (%) Lane Group Flow (vph)262 0 225 0 0 682 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)13 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 62.4%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_AMNB Synchro 10 Report Page 26 Intersection Int Delay, s/veh 7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 205 164 16 397 149 Future Vol, veh/h 5 205 164 16 397 149 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 --1 ---3 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %0 4 5 0 4 4 Mvmt Flow 6 256 205 20 496 186 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1393 215 0 0 225 0 Stage 1 215 ----- Stage 2 1178 ----- Critical Hdwy 6.4 6.24 --4.14 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.336 --2.236 - Pot Cap-1 Maneuver 158 820 --1332 - Stage 1 826 ----- Stage 2 295 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 92 820 --1332 - Mov Cap-2 Maneuver 92 ----- Stage 1 483 ----- Stage 2 295 ----- Approach WB NB SB HCM Control Delay, s 13.4 0 6.8 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--690 1332 - HCM Lane V/C Ratio --0.38 0.373 - HCM Control Delay (s)--13.4 9.3 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--1.8 1.8 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_MIDNB Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph)118 580 665 110 138 100 Future Volume (vph)118 580 665 110 138 100 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 11 13 11 12 Storage Length (ft)75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1678 1776 1733 1451 1586 1509 Flt Permitted 0.233 0.950 Satd. Flow (perm)411 1776 1733 1451 1586 1509 Right Turn on Red Yes No Satd. Flow (RTOR)108 Link Speed (mph)35 35 30 Link Distance (ft)377 343 799 Travel Time (s)7.3 6.7 18.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%)4%7%6%15%10%7% Adj. Flow (vph)128 630 723 120 150 109 Shared Lane Traffic (%) Lane Group Flow (vph)128 630 723 120 150 109 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)11 11 11 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft)18 66 166 166 18 18 Trailing Detector (ft)-8 60 160 160 -8 -8 Detector 1 Position(ft)-8 60 160 160 -8 -8 Detector 1 Size(ft)14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)12 12 12 Detector 2 Size(ft)6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_MIDNB Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Protected Phases 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s)5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s)8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s)13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%)12.7%40.2%40.2%20.6%20.6%26% Maximum Green (s)10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s)3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s)46.0 36.1 36.1 51.4 10.3 19.2 Actuated g/C Ratio 0.70 0.55 0.55 0.79 0.16 0.29 v/c Ratio 0.30 0.64 0.75 0.10 0.60 0.25 Control Delay 4.8 14.8 19.1 0.7 36.5 18.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.8 14.8 19.1 0.7 36.5 18.8 LOS A B B A D B Approach Delay 13.1 16.5 29.0 Approach LOS B B C Queue Length 50th (ft)10 149 189 1 56 33 Queue Length 95th (ft)30 325 #471 9 112 67 Internal Link Dist (ft)297 263 719 Turn Bay Length (ft)75 200 250 Base Capacity (vph)515 982 958 1327 389 520 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.64 0.75 0.09 0.39 0.21 Intersection Summary Area Type:Other Cycle Length: 102 Actuated Cycle Length: 65.3 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 16.9 Intersection LOS: B Intersection Capacity Utilization 60.8%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_MIDNB Synchro 10 Report Page 3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_MIDNB Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 168 577 0 0 853 Future Volume (vph)0 168 577 0 0 853 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot)0 1627 1759 0 0 1792 Flt Permitted Satd. Flow (perm)0 1627 1759 0 0 1792 Link Speed (mph)30 35 35 Link Distance (ft)709 273 1105 Travel Time (s)16.1 5.3 21.5 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%)0%1%8%0%0%6% Adj. Flow (vph)0 181 620 0 0 917 Shared Lane Traffic (%) Lane Group Flow (vph)0 181 620 0 0 917 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)0 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 48.2%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_MIDNB Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 168 577 0 0 853 Future Vol, veh/h 0 168 577 0 0 853 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %0 1 8 0 0 6 Mvmt Flow 0 181 620 0 0 917 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -620 0 --- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.21 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.309 ---- Pot Cap-1 Maneuver 0 490 -0 0 - Stage 1 0 --0 0 - Stage 2 0 --0 0 - Platoon blocked, %-- Mov Cap-1 Maneuver -490 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 16.6 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h)-490 - HCM Lane V/C Ratio -0.369 - HCM Control Delay (s)-16.6 - HCM Lane LOS -C - HCM 95th %tile Q(veh)-1.7 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_MIDNB Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph)48 0 236 0 0 0 0 646 207 248 529 143 Future Volume (vph)48 0 236 0 0 0 0 646 207 248 529 143 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.967 0.968 Flt Protected 0.950 0.950 Satd. Flow (prot)1597 0 1524 0 0 0 0 1960 0 1736 1736 0 Flt Permitted 0.950 0.950 Satd. Flow (perm)1597 0 1524 0 0 0 0 1960 0 1736 1736 0 Link Speed (mph)35 35 35 35 Link Distance (ft)153 463 273 308 Travel Time (s)3.0 9.0 5.3 6.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%)13%0%6%0%0%0%0%5%10%4%7%2% Adj. Flow (vph)52 0 254 0 0 0 0 695 223 267 569 154 Shared Lane Traffic (%) Lane Group Flow (vph)52 0 254 0 0 0 0 918 0 267 723 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)36 12 12 12 Link Offset(ft)0 26 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 73.7%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_MIDNB Synchro 10 Report Page 7 Intersection Int Delay, s/veh 11 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 48 0 236 0 0 0 0 646 207 248 529 143 Future Vol, veh/h 48 0 236 0 0 0 0 646 207 248 529 143 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --Free --None Storage Length --0 ------0 -- Veh in Median Storage, #-0 --17747 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, %13 0 6 0 0 0 0 5 10 4 7 2 Mvmt Flow 52 0 254 0 0 0 0 695 223 267 569 154 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1875 -695 -0 -695 0 0 Stage 1 695 -------- Stage 2 1180 -------- Critical Hdwy 6.53 -6.26 ---4.14 -- Critical Hdwy Stg 1 5.53 -------- Critical Hdwy Stg 2 5.53 -------- Follow-up Hdwy 3.617 -3.354 ---2.236 -- Pot Cap-1 Maneuver 74 0 435 0 -0 891 -- Stage 1 475 0 -0 -0 --- Stage 2 277 0 -0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver 52 0 435 ---891 -- Mov Cap-2 Maneuver 52 0 ------- Stage 1 333 0 ------- Stage 2 277 0 ------- Approach NB SE NW HCM Control Delay, s 62.1 0 2.9 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h)52 435 891 --- HCM Lane V/C Ratio 0.993 0.583 0.299 --- HCM Control Delay (s)248.4 24.2 10.8 --- HCM Lane LOS F C B --- HCM 95th %tile Q(veh)4.4 3.6 1.3 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_MIDNB Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph)801 216 376 506 5 120 Future Volume (vph)801 216 376 506 5 120 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.971 0.870 Flt Protected 0.950 0.998 Satd. Flow (prot)1768 0 1770 1743 1518 0 Flt Permitted 0.950 0.998 Satd. Flow (perm)1768 0 1770 1743 1518 0 Link Speed (mph)35 35 30 Link Distance (ft)94 308 121 Travel Time (s)1.8 6.0 2.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%)5%2%2%9%0%9% Adj. Flow (vph)861 232 404 544 5 129 Shared Lane Traffic (%) Lane Group Flow (vph)1093 0 404 544 134 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 93.8%ICU Level of Service F Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_MIDNB Synchro 10 Report Page 9 Intersection Int Delay, s/veh 8.6 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 801 216 376 506 5 120 Future Vol, veh/h 801 216 376 506 5 120 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --0 -0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %5 2 2 9 0 9 Mvmt Flow 861 232 404 544 5 129 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1093 0 2329 977 Stage 1 ----977 - Stage 2 ----1352 - Critical Hdwy --4.12 -6.4 6.29 Critical Hdwy Stg 1 ----5.4 - Critical Hdwy Stg 2 ----5.4 - Follow-up Hdwy --2.218 -3.5 3.381 Pot Cap-1 Maneuver --638 -41 295 Stage 1 ----368 - Stage 2 ----243 - Platoon blocked, %--- Mov Cap-1 Maneuver --638 -15 295 Mov Cap-2 Maneuver ----15 - Stage 1 ----135 - Stage 2 ----243 - Approach NB SB SW HCM Control Delay, s 0 8.5 79 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h)--638 -169 HCM Lane V/C Ratio --0.634 -0.795 HCM Control Delay (s)--19.9 -79 HCM Lane LOS --C -F HCM 95th %tile Q(veh)--4.5 -5.3 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_MIDNB Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)5 985 490 21 32 230 Future Volume (vph)5 985 490 21 32 230 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.994 0.881 Flt Protected 0.994 Satd. Flow (prot)0 1810 1739 0 1613 0 Flt Permitted 0.994 Satd. Flow (perm)0 1810 1739 0 1613 0 Link Speed (mph)35 35 30 Link Distance (ft)158 94 136 Travel Time (s)3.1 1.8 3.1 Confl. Peds. (#/hr)4 4 4 4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%)0%5%9%0%4%3% Adj. Flow (vph)5 1059 527 23 34 247 Shared Lane Traffic (%) Lane Group Flow (vph)0 1064 550 0 281 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)0 0 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 78.8%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_MIDNB Synchro 10 Report Page 11 Intersection Int Delay, s/veh 6.2 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 985 490 21 32 230 Future Vol, veh/h 5 985 490 21 32 230 Conflicting Peds, #/hr 4 0 0 4 4 4 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %0 5 9 0 4 3 Mvmt Flow 5 1059 527 23 34 247 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 554 0 -0 1616 547 Stage 1 ----543 - Stage 2 ----1073 - Critical Hdwy 4.1 ---6.44 6.23 Critical Hdwy Stg 1 ----5.44 - Critical Hdwy Stg 2 ----5.44 - Follow-up Hdwy 2.2 ---3.536 3.327 Pot Cap-1 Maneuver 1026 ---113 535 Stage 1 ----578 - Stage 2 ----326 - Platoon blocked, %--- Mov Cap-1 Maneuver 1022 ---111 531 Mov Cap-2 Maneuver ----111 - Stage 1 ----569 - Stage 2 ----325 - Approach NB SB NE HCM Control Delay, s 0 0 42 HCM LOS E Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h)363 1022 --- HCM Lane V/C Ratio 0.776 0.005 --- HCM Control Delay (s)42 8.5 0 -- HCM Lane LOS E A A -- HCM 95th %tile Q(veh)6.4 0 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_MIDNB Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)53 960 577 121 113 53 Future Volume (vph)53 960 577 121 113 53 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1805 1827 1845 1442 1641 1524 Flt Permitted 0.318 0.950 Satd. Flow (perm)603 1827 1845 1407 1641 1524 Right Turn on Red Yes Yes Satd. Flow (RTOR)39 56 Link Speed (mph)35 35 30 Link Distance (ft)362 553 354 Travel Time (s)7.1 10.8 8.0 Confl. Peds. (#/hr)9 9 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%)0%4%3%12%10%6% Adj. Flow (vph)56 1021 614 129 120 56 Shared Lane Traffic (%) Lane Group Flow (vph)56 1021 614 129 120 56 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)12 12 17 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 0 0 2 2 Detector Template Leading Detector (ft)83 6 0 0 83 83 Trailing Detector (ft)-5 0 0 0 -5 -5 Detector 1 Position(ft)-5 0 0 0 -5 -5 Detector 1 Size(ft)40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 43 Detector 2 Size(ft)40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_MIDNB Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s)3.0 10.0 10.0 5.0 5.0 Minimum Split (s)9.0 16.0 16.0 10.0 10.0 Total Split (s)16.0 72.0 56.0 25.0 25.0 Total Split (%)16.5%74.2%57.7%25.8%25.8% Maximum Green (s)10.0 66.0 50.0 20.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s)66.1 66.1 57.0 88.0 10.8 10.8 Actuated g/C Ratio 0.75 0.75 0.65 1.00 0.12 0.12 v/c Ratio 0.11 0.74 0.51 0.09 0.59 0.24 Control Delay 3.9 11.3 11.6 0.1 48.7 12.3 Queue Delay 0.0 1.5 0.0 0.0 0.0 0.0 Total Delay 3.9 12.8 11.6 0.1 48.7 12.3 LOS A B B A D B Approach Delay 12.3 9.6 37.1 Approach LOS B A D Queue Length 50th (ft)6 254 173 0 64 0 Queue Length 95th (ft)19 528 314 0 118 33 Internal Link Dist (ft)282 473 274 Turn Bay Length (ft)100 100 200 Base Capacity (vph)590 1373 1195 1407 373 390 Starvation Cap Reductn 0 184 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.86 0.51 0.09 0.32 0.14 Intersection Summary Area Type:Other Cycle Length: 97 Actuated Cycle Length: 88 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 13.5 Intersection LOS: B Intersection Capacity Utilization 66.0%ICU Level of Service C Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_MIDNB Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/13/2018 17000360A_MIDNB Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 1013 524 106 Future Volume (vph)0 0 0 1013 524 106 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.977 Flt Protected Satd. Flow (prot)0 0 0 1845 1805 0 Flt Permitted Satd. Flow (perm)0 0 0 1845 1805 0 Link Speed (mph)30 35 35 Link Distance (ft)297 278 362 Travel Time (s)6.8 5.4 7.1 Confl. Peds. (#/hr)1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%)0%0%0%3%3%2% Adj. Flow (vph)0 0 0 1078 557 113 Shared Lane Traffic (%) Lane Group Flow (vph)0 0 0 1078 670 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 63.6%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_MIDNB Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)159 11 85 79 11 360 48 494 48 101 418 5 Future Volume (vph)159 11 85 79 11 360 48 494 48 101 418 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft)25 25 50 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 Frt 0.867 0.850 0.987 0.998 Flt Protected 0.950 0.958 0.950 0.950 Satd. Flow (prot)1703 1605 0 0 1804 1553 1719 1822 0 1787 1824 0 Flt Permitted 0.950 0.958 0.377 0.186 Satd. Flow (perm)1703 1605 0 0 1804 1553 682 1822 0 350 1824 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)92 337 3 Link Speed (mph)30 30 35 35 Link Distance (ft)298 262 413 278 Travel Time (s)6.8 6.0 8.0 5.4 Confl. Peds. (#/hr)1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%)6%0%3%1%0%4%5%3%2%1%4%0% Adj. Flow (vph)173 12 92 86 12 391 52 537 52 110 454 5 Shared Lane Traffic (%) Lane Group Flow (vph)173 104 0 0 98 391 52 589 0 110 459 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 Detector Template Left Leading Detector (ft)83 83 20 115 35 83 6 83 6 Trailing Detector (ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft)40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 75 43 43 Detector 2 Size(ft)40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_MIDNB Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 4 2 6 Detector Phase 3 3 4 4 4 5 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s)10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s)65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%)43.9%43.9%17.6%17.6%17.6%10.8%27.7%10.8%27.7% Maximum Green (s)60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s)7.0 7.0 7.0 7.0 Flash Dont Walk (s)12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr)0 0 0 0 Act Effct Green (s)13.9 13.9 9.4 9.4 41.5 35.5 45.7 39.4 Actuated g/C Ratio 0.16 0.16 0.10 0.10 0.46 0.40 0.51 0.44 v/c Ratio 0.66 0.32 0.52 0.84 0.13 0.82 0.37 0.57 Control Delay 49.0 12.7 48.9 25.0 13.2 37.2 15.6 25.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.0 12.7 48.9 25.0 13.2 37.2 15.6 25.8 LOS D B D C B D B C Approach Delay 35.4 29.8 35.3 23.8 Approach LOS D C D C Queue Length 50th (ft)90 6 53 28 12 275 26 189 Queue Length 95th (ft)178 53 110 139 40 #632 74 395 Internal Link Dist (ft)218 182 333 198 Turn Bay Length (ft)50 100 250 Base Capacity (vph)1155 1118 407 612 464 722 347 803 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.09 0.24 0.64 0.11 0.82 0.32 0.57 Intersection Summary Area Type:Other Cycle Length: 148 Actuated Cycle Length: 89.6 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 30.6 Intersection LOS: C Intersection Capacity Utilization 74.2%ICU Level of Service D You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_MIDNB Synchro 10 Report Page 18 Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_MIDNB Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph)121 4 0 44 73 101 Future Volume (vph)121 4 0 44 73 101 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.996 0.922 Flt Protected 0.954 Satd. Flow (prot)1792 0 0 1810 1730 0 Flt Permitted 0.954 Satd. Flow (perm)1792 0 0 1810 1730 0 Link Speed (mph)30 30 30 Link Distance (ft)271 369 263 Travel Time (s)6.2 8.4 6.0 Confl. Peds. (#/hr)33 34 34 33 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 Heavy Vehicles (%)0%25%0%5%3%0% Adj. Flow (vph)159 5 0 58 96 133 Shared Lane Traffic (%) Lane Group Flow (vph)164 0 0 58 229 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 30.8%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_MIDNB Synchro 10 Report Page 20 Intersection Int Delay, s/veh 4.4 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 121 4 0 44 73 101 Future Vol, veh/h 121 4 0 44 73 101 Conflicting Peds, #/hr 33 34 34 0 0 33 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 76 76 76 76 76 76 Heavy Vehicles, %0 25 0 5 3 0 Mvmt Flow 159 5 0 58 96 133 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 288 231 263 0 -0 Stage 1 197 ----- Stage 2 91 ----- Critical Hdwy 6.4 6.45 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.525 2.2 --- Pot Cap-1 Maneuver 707 754 1313 --- Stage 1 841 ----- Stage 2 938 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 662 706 1270 --- Mov Cap-2 Maneuver 662 ----- Stage 1 814 ----- Stage 2 908 ----- Approach SE NE SW HCM Control Delay, s 12.2 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h)1270 -663 -- HCM Lane V/C Ratio --0.248 -- HCM Control Delay (s)0 -12.2 -- HCM Lane LOS A -B -- HCM 95th %tile Q(veh)0 -1 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_MIDNB Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)38 78 450 38 71 451 Future Volume (vph)38 78 450 38 71 451 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-3%-1%0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.909 0.990 Flt Protected 0.984 0.993 Satd. Flow (prot)1670 0 1835 0 0 1819 Flt Permitted 0.984 0.993 Satd. Flow (perm)1670 0 1835 0 0 1819 Link Speed (mph)30 35 35 Link Distance (ft)838 844 1802 Travel Time (s)19.0 16.4 35.1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)8%1%3%3%2%4% Adj. Flow (vph)39 80 464 39 73 465 Shared Lane Traffic (%) Lane Group Flow (vph)119 0 503 0 0 538 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 70.6%ICU Level of Service C Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_MIDNB Synchro 10 Report Page 22 Intersection Int Delay, s/veh 2.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 38 78 450 38 71 451 Future Vol, veh/h 38 78 450 38 71 451 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %-3 --1 --0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, %8 1 3 3 2 4 Mvmt Flow 39 80 464 39 73 465 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1095 484 0 0 503 0 Stage 1 484 ----- Stage 2 611 ----- Critical Hdwy 5.88 5.91 --4.12 - Critical Hdwy Stg 1 4.88 ----- Critical Hdwy Stg 2 4.88 ----- Follow-up Hdwy 3.572 3.309 --2.218 - Pot Cap-1 Maneuver 276 609 --1061 - Stage 1 659 ----- Stage 2 587 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 250 609 --1061 - Mov Cap-2 Maneuver 250 ----- Stage 1 598 ----- Stage 2 587 ----- Approach WB NB SB HCM Control Delay, s 17.2 0 1.2 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--414 1061 - HCM Lane V/C Ratio --0.289 0.069 - HCM Control Delay (s)--17.2 8.6 0 HCM Lane LOS --C A A HCM 95th %tile Q(veh)--1.2 0.2 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_MIDNB Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)52 53 65 541 468 113 Future Volume (vph)52 53 65 541 468 113 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 15 12 12 12 12 Grade (%)0%1%-1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.974 Flt Protected 0.976 0.995 Satd. Flow (prot)1728 0 0 1811 1799 0 Flt Permitted 0.976 0.995 Satd. Flow (perm)1728 0 0 1811 1799 0 Link Speed (mph)30 35 35 Link Distance (ft)470 561 698 Travel Time (s)10.7 10.9 13.6 Confl. Peds. (#/hr)14 11 11 14 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%)8%12%3%4%3%5% Adj. Flow (vph)64 65 80 668 578 140 Shared Lane Traffic (%) Lane Group Flow (vph)129 0 0 748 718 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)15 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 82.6%ICU Level of Service E Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_MIDNB Synchro 10 Report Page 24 Intersection Int Delay, s/veh 6.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 52 53 65 541 468 113 Future Vol, veh/h 52 53 65 541 468 113 Conflicting Peds, #/hr 14 11 11 0 0 14 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --1 -1 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %8 12 3 4 3 5 Mvmt Flow 64 65 80 668 578 140 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1504 673 732 0 -0 Stage 1 662 ----- Stage 2 842 ----- Critical Hdwy 6.48 6.32 4.13 --- Critical Hdwy Stg 1 5.48 ----- Critical Hdwy Stg 2 5.48 ----- Follow-up Hdwy 3.572 3.408 2.227 --- Pot Cap-1 Maneuver 129 438 868 --- Stage 1 502 ----- Stage 2 413 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 106 426 854 --- Mov Cap-2 Maneuver 106 ----- Stage 1 420 ----- Stage 2 406 ----- Approach EB NB SB HCM Control Delay, s 72.3 1 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)854 -171 -- HCM Lane V/C Ratio 0.094 -0.758 -- HCM Control Delay (s)9.7 0 72.3 -- HCM Lane LOS A A F -- HCM 95th %tile Q(veh)0.3 -4.9 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_MIDNB Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)5 177 106 5 285 169 Future Volume (vph)5 177 106 5 285 169 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)13 13 11 11 12 12 Grade (%)0%-1%-3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.869 0.994 Flt Protected 0.999 0.970 Satd. Flow (prot)1582 0 1720 0 0 1748 Flt Permitted 0.999 0.970 Satd. Flow (perm)1582 0 1720 0 0 1748 Link Speed (mph)30 30 30 Link Distance (ft)73 545 349 Travel Time (s)1.7 12.4 7.9 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%)0%8%7%0%7%7% Adj. Flow (vph)6 199 119 6 320 190 Shared Lane Traffic (%) Lane Group Flow (vph)205 0 125 0 0 510 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)13 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 49.2%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_MIDNB Synchro 10 Report Page 26 Intersection Int Delay, s/veh 5.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 177 106 5 285 169 Future Vol, veh/h 5 177 106 5 285 169 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 --1 ---3 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, %0 8 7 0 7 7 Mvmt Flow 6 199 119 6 320 190 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 952 122 0 0 125 0 Stage 1 122 ----- Stage 2 830 ----- Critical Hdwy 6.4 6.28 --4.17 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.372 --2.263 - Pot Cap-1 Maneuver 290 913 --1431 - Stage 1 908 ----- Stage 2 432 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 218 913 --1431 - Mov Cap-2 Maneuver 218 ----- Stage 1 681 ----- Stage 2 432 ----- Approach WB NB SB HCM Control Delay, s 10.7 0 5.2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--839 1431 - HCM Lane V/C Ratio --0.244 0.224 - HCM Control Delay (s)--10.7 8.2 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--1 0.9 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_PMNB Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph)224 577 842 165 143 231 Future Volume (vph)224 577 842 165 143 231 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 11 13 11 12 Storage Length (ft)75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1662 1810 1749 1589 1662 1538 Flt Permitted 0.111 0.950 Satd. Flow (perm)194 1810 1749 1542 1621 1538 Right Turn on Red Yes No Satd. Flow (RTOR)127 Link Speed (mph)35 35 30 Link Distance (ft)377 343 799 Travel Time (s)7.3 6.7 18.2 Confl. Peds. (#/hr)10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%)5%5%5%5%5%5% Adj. Flow (vph)249 641 936 183 159 257 Shared Lane Traffic (%) Lane Group Flow (vph)249 641 936 183 159 257 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)11 11 11 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft)18 66 166 166 18 18 Trailing Detector (ft)-8 60 160 160 -8 -8 Detector 1 Position(ft)-8 60 160 160 -8 -8 Detector 1 Size(ft)14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)12 12 12 Detector 2 Size(ft)6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_PMNB Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s)5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s)8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s)13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%)12.7%40.2%40.2%20.6%20.6%26% Maximum Green (s)10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s)3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s)50.1 36.1 36.1 48.4 12.3 25.3 Actuated g/C Ratio 0.70 0.51 0.51 0.68 0.17 0.35 v/c Ratio 0.69 0.70 1.06 0.17 0.56 0.47 Control Delay 23.9 19.4 68.8 1.3 34.8 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.9 19.4 68.8 1.3 34.8 21.0 LOS C B E A C C Approach Delay 20.6 57.7 26.3 Approach LOS C E C Queue Length 50th (ft)49 204 ~466 5 65 86 Queue Length 95th (ft)#159 357 #728 17 120 148 Internal Link Dist (ft)297 263 719 Turn Bay Length (ft)75 200 250 Base Capacity (vph)362 914 883 1170 373 522 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.69 0.70 1.06 0.16 0.43 0.49 Intersection Summary Area Type:Other Cycle Length: 102 Actuated Cycle Length: 71.4 Natural Cycle: 140 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.06 Intersection Signal Delay: 38.7 Intersection LOS: D You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_PMNB Synchro 10 Report Page 3 Intersection Capacity Utilization 76.3%ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_PMNB Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 163 663 0 0 1021 Future Volume (vph)0 163 663 0 0 1021 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot)0 1644 1863 0 0 1881 Flt Permitted Satd. Flow (perm)0 1644 1863 0 0 1881 Link Speed (mph)30 35 35 Link Distance (ft)709 273 1105 Travel Time (s)16.1 5.3 21.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)0%0%2%0%0%1% Adj. Flow (vph)0 170 691 0 0 1064 Shared Lane Traffic (%) Lane Group Flow (vph)0 170 691 0 0 1064 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)0 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 57.1%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_PMNB Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 163 663 0 0 1021 Future Vol, veh/h 0 163 663 0 0 1021 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, %0 0 2 0 0 1 Mvmt Flow 0 170 691 0 0 1064 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -691 0 --- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.2 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.3 ---- Pot Cap-1 Maneuver 0 448 -0 0 - Stage 1 0 --0 0 - Stage 2 0 --0 0 - Platoon blocked, %-- Mov Cap-1 Maneuver -448 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 17.9 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h)-448 - HCM Lane V/C Ratio -0.379 - HCM Control Delay (s)-17.9 - HCM Lane LOS -C - HCM 95th %tile Q(veh)-1.7 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_PMNB Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph)32 0 295 0 0 0 0 782 238 235 631 169 Future Volume (vph)32 0 295 0 0 0 0 782 238 235 631 169 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.968 0.968 Flt Protected 0.950 0.950 Satd. Flow (prot)1805 0 1599 0 0 0 0 2044 0 1787 1811 0 Flt Permitted 0.950 0.950 Satd. Flow (perm)1805 0 1599 0 0 0 0 2044 0 1787 1811 0 Link Speed (mph)35 35 35 35 Link Distance (ft)153 463 273 308 Travel Time (s)3.0 9.0 5.3 6.0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%)0%0%1%0%0%0%0%2%2%1%2%0% Adj. Flow (vph)33 0 301 0 0 0 0 798 243 240 644 172 Shared Lane Traffic (%) Lane Group Flow (vph)33 0 301 0 0 0 0 1041 0 240 816 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)36 12 12 12 Link Offset(ft)0 26 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 82.0%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_PMNB Synchro 10 Report Page 7 Intersection Int Delay, s/veh 9.4 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 295 0 0 0 0 782 238 235 631 169 Future Vol, veh/h 32 0 295 0 0 0 0 782 238 235 631 169 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --Free --None Storage Length --0 ------0 -- Veh in Median Storage, #-0 --17747 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, %0 0 1 0 0 0 0 2 2 1 2 0 Mvmt Flow 33 0 301 0 0 0 0 798 243 240 644 172 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2008 -798 -0 -798 0 0 Stage 1 798 -------- Stage 2 1210 -------- Critical Hdwy 6.4 -6.21 ---4.11 -- Critical Hdwy Stg 1 5.4 -------- Critical Hdwy Stg 2 5.4 -------- Follow-up Hdwy 3.5 -3.309 ---2.209 -- Pot Cap-1 Maneuver 66 0 388 0 -0 829 -- Stage 1 447 0 -0 -0 --- Stage 2 285 0 -0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver 47 0 388 ---829 -- Mov Cap-2 Maneuver 47 0 ------- Stage 1 317 0 ------- Stage 2 285 0 ------- Approach NB SE NW HCM Control Delay, s 53.8 0 2.5 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h)47 388 829 --- HCM Lane V/C Ratio 0.695 0.776 0.289 --- HCM Control Delay (s)182.2 39.9 11.1 --- HCM Lane LOS F E B --- HCM 95th %tile Q(veh)2.7 6.5 1.2 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_PMNB Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph)926 272 408 669 5 110 Future Volume (vph)926 272 408 669 5 110 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.969 0.871 Flt Protected 0.950 0.998 Satd. Flow (prot)1823 0 1787 1863 1652 0 Flt Permitted 0.950 0.998 Satd. Flow (perm)1823 0 1787 1863 1652 0 Link Speed (mph)35 35 30 Link Distance (ft)94 308 121 Travel Time (s)1.8 6.0 2.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)1%1%1%2%0%0% Adj. Flow (vph)965 283 425 697 5 115 Shared Lane Traffic (%) Lane Group Flow (vph)1248 0 425 697 120 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 105.0%ICU Level of Service G Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_PMNB Synchro 10 Report Page 9 Intersection Int Delay, s/veh 18.6 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 926 272 408 669 5 110 Future Vol, veh/h 926 272 408 669 5 110 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --0 -0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, %1 1 1 2 0 0 Mvmt Flow 965 283 425 697 5 115 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1248 0 2654 1107 Stage 1 ----1107 - Stage 2 ----1547 - Critical Hdwy --4.11 -6.4 6.2 Critical Hdwy Stg 1 ----5.4 - Critical Hdwy Stg 2 ----5.4 - Follow-up Hdwy --2.209 -3.5 3.3 Pot Cap-1 Maneuver --561 -26 258 Stage 1 ----319 - Stage 2 ----195 - Platoon blocked, %--- Mov Cap-1 Maneuver --561 -6 258 Mov Cap-2 Maneuver ----6 - Stage 1 ----77 - Stage 2 ----195 - Approach NB SB SW HCM Control Delay, s 0 10.9 284.6 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h)--561 -91 HCM Lane V/C Ratio --0.758 -1.316 HCM Control Delay (s)--28.7 -284.6 HCM Lane LOS --D -F HCM 95th %tile Q(veh)--6.7 -8.7 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_PMNB Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)5 1161 632 42 37 300 Future Volume (vph)5 1161 632 42 37 300 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.992 0.880 Flt Protected 0.995 Satd. Flow (prot)0 1881 1867 0 1664 0 Flt Permitted 0.995 Satd. Flow (perm)0 1881 1867 0 1664 0 Link Speed (mph)35 35 30 Link Distance (ft)158 94 136 Travel Time (s)3.1 1.8 3.1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)0%1%1%0%0%0% Adj. Flow (vph)5 1222 665 44 39 316 Shared Lane Traffic (%) Lane Group Flow (vph)0 1227 709 0 355 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)0 0 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 92.3%ICU Level of Service F Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_PMNB Synchro 10 Report Page 11 Intersection Int Delay, s/veh 25.7 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 1161 632 42 37 300 Future Vol, veh/h 5 1161 632 42 37 300 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %0 1 1 0 0 0 Mvmt Flow 5 1222 665 44 39 316 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 709 0 -0 1919 687 Stage 1 ----687 - Stage 2 ----1232 - Critical Hdwy 4.1 ---6.4 6.2 Critical Hdwy Stg 1 ----5.4 - Critical Hdwy Stg 2 ----5.4 - Follow-up Hdwy 2.2 ---3.5 3.3 Pot Cap-1 Maneuver 899 ---75 450 Stage 1 ----503 - Stage 2 ----278 - Platoon blocked, %--- Mov Cap-1 Maneuver 899 ---74 450 Mov Cap-2 Maneuver ----74 - Stage 1 ----494 - Stage 2 ----278 - Approach NB SB NE HCM Control Delay, s 0 0 166.1 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h)289 899 --- HCM Lane V/C Ratio 1.227 0.006 --- HCM Control Delay (s)166.1 9 0 -- HCM Lane LOS F A A -- HCM 95th %tile Q(veh)16.4 0 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_PMNB Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)45 936 815 97 232 86 Future Volume (vph)45 936 815 97 232 86 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1805 1881 1881 1583 1770 1615 Flt Permitted 0.168 0.950 Satd. Flow (perm)319 1881 1881 1583 1770 1615 Right Turn on Red Yes Yes Satd. Flow (RTOR)21 90 Link Speed (mph)35 35 30 Link Distance (ft)362 553 354 Travel Time (s)7.1 10.8 8.0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)0%1%1%2%2%0% Adj. Flow (vph)47 975 849 101 242 90 Shared Lane Traffic (%) Lane Group Flow (vph)47 975 849 101 242 90 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)12 12 17 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 0 0 2 2 Detector Template Leading Detector (ft)83 6 0 0 83 83 Trailing Detector (ft)-5 0 0 0 -5 -5 Detector 1 Position(ft)-5 0 0 0 -5 -5 Detector 1 Size(ft)40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 43 Detector 2 Size(ft)40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_PMNB Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s)3.0 10.0 10.0 5.0 5.0 Minimum Split (s)9.0 16.0 16.0 10.0 10.0 Total Split (s)20.0 65.0 45.0 35.0 35.0 Total Split (%)20.0%65.0%45.0%35.0%35.0% Maximum Green (s)14.0 59.0 39.0 30.0 30.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max C-Max None None Act Effct Green (s)70.8 70.8 63.6 100.0 18.2 18.2 Actuated g/C Ratio 0.71 0.71 0.64 1.00 0.18 0.18 v/c Ratio 0.15 0.73 0.71 0.06 0.75 0.25 Control Delay 6.5 11.2 19.5 0.1 53.0 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.5 11.2 19.5 0.1 53.0 8.5 LOS A B B A D A Approach Delay 11.0 17.4 40.9 Approach LOS B B D Queue Length 50th (ft)7 180 371 0 148 0 Queue Length 95th (ft)m15 421 #720 0 214 38 Internal Link Dist (ft)282 473 274 Turn Bay Length (ft)100 100 200 Base Capacity (vph)433 1331 1197 1583 531 547 Starvation Cap Reductn 0 2 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.73 0.71 0.06 0.46 0.16 Intersection Summary Area Type:Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 17.9 Intersection LOS: B Intersection Capacity Utilization 71.3%ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_PMNB Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/13/2018 17000360A_PMNB Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 981 827 74 Future Volume (vph)0 0 0 981 827 74 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.989 Flt Protected Satd. Flow (prot)0 0 0 1881 1862 0 Flt Permitted Satd. Flow (perm)0 0 0 1881 1862 0 Link Speed (mph)30 35 35 Link Distance (ft)297 278 362 Travel Time (s)6.8 5.4 7.1 Confl. Peds. (#/hr)10 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%)0%0%0%1%1%0% Adj. Flow (vph)0 0 0 1001 844 76 Shared Lane Traffic (%) Lane Group Flow (vph)0 0 0 1001 920 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 55.0%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_PMNB Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)42 5 37 101 11 392 42 547 79 127 694 5 Future Volume (vph)42 5 37 101 11 392 42 547 79 127 694 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft)25 25 50 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.868 0.850 0.981 0.999 Flt Protected 0.950 0.957 0.950 0.950 Satd. Flow (prot)1805 1649 0 0 1802 1583 1805 1845 0 1770 1879 0 Flt Permitted 0.950 0.957 0.272 0.251 Satd. Flow (perm)1805 1649 0 0 1802 1583 517 1845 0 468 1879 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)37 396 7 Link Speed (mph)30 30 35 35 Link Distance (ft)298 262 413 278 Travel Time (s)6.8 6.0 8.0 5.4 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%)0%0%0%1%0%2%0%1%1%2%1%0% Adj. Flow (vph)42 5 37 102 11 396 42 553 80 128 701 5 Shared Lane Traffic (%) Lane Group Flow (vph)42 42 0 0 113 396 42 633 0 128 706 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 Detector Template Left Leading Detector (ft)83 83 20 115 35 83 6 83 6 Trailing Detector (ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft)40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 75 43 43 Detector 2 Size(ft)40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_PMNB Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 4 4 4 5 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s)10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s)35.0 35.0 20.0 20.0 20.0 15.0 30.0 15.0 30.0 Total Split (%)35.0%35.0%20.0%20.0%20.0%15.0%30.0%15.0%30.0% Maximum Green (s)30.0 30.0 14.0 14.0 14.0 9.0 24.0 9.0 24.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s)7.0 7.0 7.0 7.0 Flash Dont Walk (s)12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr)0 0 0 0 Act Effct Green (s)7.0 7.0 9.5 9.5 59.9 54.4 67.1 61.3 Actuated g/C Ratio 0.07 0.07 0.10 0.10 0.60 0.54 0.67 0.61 v/c Ratio 0.33 0.28 0.66 0.78 0.11 0.63 0.31 0.61 Control Delay 50.8 21.3 60.8 15.7 8.5 22.5 7.1 10.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.8 21.3 60.8 15.7 8.5 22.5 7.1 10.6 LOS D C E B A C A B Approach Delay 36.0 25.7 21.6 10.1 Approach LOS D C C B Queue Length 50th (ft)26 3 71 0 8 266 12 76 Queue Length 95th (ft)59 35 120 88 25 #566 m36 #413 Internal Link Dist (ft)218 182 333 198 Turn Bay Length (ft)50 100 250 Base Capacity (vph)541 520 258 566 443 1007 441 1151 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.08 0.44 0.70 0.09 0.63 0.29 0.61 Intersection Summary Area Type:Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 18.6 Intersection LOS: B Intersection Capacity Utilization 76.2%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_PMNB Synchro 10 Report Page 18 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_PMNB Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph)252 0 0 67 91 51 Future Volume (vph)252 0 0 67 91 51 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.951 Flt Protected 0.950 Satd. Flow (prot)1805 0 0 1900 1807 0 Flt Permitted 0.950 Satd. Flow (perm)1805 0 0 1900 1807 0 Link Speed (mph)30 30 30 Link Distance (ft)271 369 263 Travel Time (s)6.2 8.4 6.0 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%)0%0%0%0%0%0% Adj. Flow (vph)300 0 0 80 108 61 Shared Lane Traffic (%) Lane Group Flow (vph)300 0 0 80 169 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 28.5%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_PMNB Synchro 10 Report Page 20 Intersection Int Delay, s/veh 6.9 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 252 0 0 67 91 51 Future Vol, veh/h 252 0 0 67 91 51 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, %0 0 0 0 0 0 Mvmt Flow 300 0 0 80 108 61 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 219 139 169 0 -0 Stage 1 139 ----- Stage 2 80 ----- Critical Hdwy 6.4 6.2 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 --- Pot Cap-1 Maneuver 774 915 1421 --- Stage 1 893 ----- Stage 2 948 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 774 915 1421 --- Mov Cap-2 Maneuver 774 ----- Stage 1 893 ----- Stage 2 948 ----- Approach SE NE SW HCM Control Delay, s 12.6 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h)1421 -774 -- HCM Lane V/C Ratio --0.388 -- HCM Control Delay (s)0 -12.6 -- HCM Lane LOS A -B -- HCM 95th %tile Q(veh)0 -1.8 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_PMNB Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)51 136 474 51 105 517 Future Volume (vph)51 136 474 51 105 517 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-3%-1%0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.902 0.987 Flt Protected 0.986 0.992 Satd. Flow (prot)1706 0 1851 0 0 1854 Flt Permitted 0.986 0.992 Satd. Flow (perm)1706 0 1851 0 0 1854 Link Speed (mph)30 35 35 Link Distance (ft)838 844 1802 Travel Time (s)19.0 16.4 35.1 Confl. Peds. (#/hr)1 1 1 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)2%0%2%0%0%2% Adj. Flow (vph)53 140 489 53 108 533 Shared Lane Traffic (%) Lane Group Flow (vph)193 0 542 0 0 641 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 82.4%ICU Level of Service E Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_PMNB Synchro 10 Report Page 22 Intersection Int Delay, s/veh 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 51 136 474 51 105 517 Future Vol, veh/h 51 136 474 51 105 517 Conflicting Peds, #/hr 1 1 0 1 1 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %-3 --1 --0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, %2 0 2 0 0 2 Mvmt Flow 53 140 489 53 108 533 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1267 518 0 0 543 0 Stage 1 517 ----- Stage 2 750 ----- Critical Hdwy 5.82 5.9 --4.1 - Critical Hdwy Stg 1 4.82 ----- Critical Hdwy Stg 2 4.82 ----- Follow-up Hdwy 3.518 3.3 --2.2 - Pot Cap-1 Maneuver 230 586 --1036 - Stage 1 652 ----- Stage 2 529 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 196 585 --1035 - Mov Cap-2 Maneuver 196 ----- Stage 1 555 ----- Stage 2 528 ----- Approach WB NB SB HCM Control Delay, s 23.8 0 1.5 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--380 1035 - HCM Lane V/C Ratio --0.507 0.105 - HCM Control Delay (s)--23.8 8.9 0 HCM Lane LOS --C A A HCM 95th %tile Q(veh)--2.8 0.3 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_PMNB Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)66 70 77 452 523 84 Future Volume (vph)66 70 77 452 523 84 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 15 12 12 12 12 Grade (%)0%1%-1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.931 0.981 Flt Protected 0.976 0.993 Satd. Flow (prot)1880 0 0 1846 1852 0 Flt Permitted 0.976 0.993 Satd. Flow (perm)1880 0 0 1846 1852 0 Link Speed (mph)30 35 35 Link Distance (ft)470 561 698 Travel Time (s)10.7 10.9 13.6 Confl. Peds. (#/hr)2 2 2 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%)0%2%0%2%1%2% Adj. Flow (vph)67 71 79 461 534 86 Shared Lane Traffic (%) Lane Group Flow (vph)138 0 0 540 620 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)15 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 79.1%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_PMNB Synchro 10 Report Page 24 Intersection Int Delay, s/veh 3.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 66 70 77 452 523 84 Future Vol, veh/h 66 70 77 452 523 84 Conflicting Peds, #/hr 2 2 2 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --1 -1 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, %0 2 0 2 1 2 Mvmt Flow 67 71 79 461 534 86 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1200 581 622 0 -0 Stage 1 579 ----- Stage 2 621 ----- Critical Hdwy 6.4 6.22 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.318 2.2 --- Pot Cap-1 Maneuver 206 514 969 --- Stage 1 564 ----- Stage 2 540 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 183 512 967 --- Mov Cap-2 Maneuver 183 ----- Stage 1 501 ----- Stage 2 539 ----- Approach EB NB SB HCM Control Delay, s 31.1 1.3 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)967 -273 -- HCM Lane V/C Ratio 0.081 -0.508 -- HCM Control Delay (s)9.1 0 31.1 -- HCM Lane LOS A A D -- HCM 95th %tile Q(veh)0.3 -2.7 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_PMNB Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)11 236 90 5 309 164 Future Volume (vph)11 236 90 5 309 164 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)13 13 11 11 12 12 Grade (%)0%-1%-3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 0.992 Flt Protected 0.998 0.968 Satd. Flow (prot)1691 0 1814 0 0 1842 Flt Permitted 0.998 0.968 Satd. Flow (perm)1691 0 1814 0 0 1842 Link Speed (mph)30 30 30 Link Distance (ft)73 545 349 Travel Time (s)1.7 12.4 7.9 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%)0%1%1%0%1%2% Adj. Flow (vph)13 268 102 6 351 186 Shared Lane Traffic (%) Lane Group Flow (vph)281 0 108 0 0 537 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)13 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 54.3%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_PMNB Synchro 10 Report Page 26 Intersection Int Delay, s/veh 6.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 11 236 90 5 309 164 Future Vol, veh/h 11 236 90 5 309 164 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 --1 ---3 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, %0 1 1 0 1 2 Mvmt Flow 13 268 102 6 351 186 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 993 105 0 0 108 0 Stage 1 105 ----- Stage 2 888 ----- Critical Hdwy 6.4 6.21 --4.11 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.309 --2.209 - Pot Cap-1 Maneuver 274 952 --1489 - Stage 1 924 ----- Stage 2 405 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 202 952 --1489 - Mov Cap-2 Maneuver 202 ----- Stage 1 681 ----- Stage 2 405 ----- Approach WB NB SB HCM Control Delay, s 11.7 0 5.3 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--817 1489 - HCM Lane V/C Ratio --0.344 0.236 - HCM Control Delay (s)--11.7 8.2 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--1.5 0.9 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph)233 723 551 155 148 143 Future Volume (vph)233 723 551 155 148 143 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 11 13 11 12 Storage Length (ft)75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1662 1810 1749 1589 1662 1538 Flt Permitted 0.284 0.950 Satd. Flow (perm)495 1810 1749 1542 1620 1538 Right Turn on Red Yes No Satd. Flow (RTOR)172 Link Speed (mph)35 35 30 Link Distance (ft)377 343 799 Travel Time (s)7.3 6.7 18.2 Confl. Peds. (#/hr)10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%)5%5%5%5%5%5% Adj. Flow (vph)259 803 612 172 164 159 Shared Lane Traffic (%) Lane Group Flow (vph)259 803 612 172 164 159 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)11 11 11 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft)18 66 166 166 18 18 Trailing Detector (ft)-8 60 160 160 -8 -8 Detector 1 Position(ft)-8 60 160 160 -8 -8 Detector 1 Size(ft)14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)12 12 12 Detector 2 Size(ft)6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s)5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s)8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s)13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%)12.7%40.2%40.2%20.6%20.6%26% Maximum Green (s)10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s)3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s)50.0 36.0 36.0 46.7 10.7 23.7 Actuated g/C Ratio 0.72 0.52 0.52 0.67 0.15 0.34 v/c Ratio 0.48 0.86 0.68 0.16 0.65 0.30 Control Delay 6.2 27.2 17.9 0.8 40.1 18.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.2 27.2 17.9 0.8 40.1 18.6 LOS A C B A D B Approach Delay 22.1 14.1 29.5 Approach LOS C B C Queue Length 50th (ft)24 273 178 0 67 49 Queue Length 95th (ft)58 #559 332 11 124 93 Internal Link Dist (ft)297 263 719 Turn Bay Length (ft)75 200 250 Base Capacity (vph)539 935 903 1205 381 500 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.86 0.68 0.14 0.43 0.32 Intersection Summary Area Type:Other Cycle Length: 102 Actuated Cycle Length: 69.7 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 20.3 Intersection LOS: C You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 3 Intersection Capacity Utilization 61.8%ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_AMBD Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 295 639 0 0 920 Future Volume (vph)0 295 639 0 0 920 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot)0 1611 1792 0 0 1810 Flt Permitted Satd. Flow (perm)0 1611 1792 0 0 1810 Link Speed (mph)30 35 35 Link Distance (ft)709 273 1105 Travel Time (s)16.1 5.3 21.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)0%2%6%0%0%5% Adj. Flow (vph)0 307 666 0 0 958 Shared Lane Traffic (%) Lane Group Flow (vph)0 307 666 0 0 958 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)0 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 58.6%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_AMBD Synchro 10 Report Page 5 Intersection Int Delay, s/veh 4.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 295 639 0 0 920 Future Vol, veh/h 0 295 639 0 0 920 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, %0 2 6 0 0 5 Mvmt Flow 0 307 666 0 0 958 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -666 0 --- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.22 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.318 ---- Pot Cap-1 Maneuver 0 459 -0 0 - Stage 1 0 --0 0 - Stage 2 0 --0 0 - Platoon blocked, %-- Mov Cap-1 Maneuver -459 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 27.3 0 0 HCM LOS D Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h)-459 - HCM Lane V/C Ratio -0.669 - HCM Control Delay (s)-27.3 - HCM Lane LOS -D - HCM 95th %tile Q(veh)-4.8 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph)32 0 254 0 0 0 0 682 238 305 607 164 Future Volume (vph)32 0 254 0 0 0 0 682 238 305 607 164 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.965 0.968 Flt Protected 0.950 0.950 Satd. Flow (prot)1570 0 1568 0 0 0 0 1960 0 1752 1739 0 Flt Permitted 0.950 0.950 Satd. Flow (perm)1570 0 1568 0 0 0 0 1960 0 1752 1739 0 Link Speed (mph)35 35 35 35 Link Distance (ft)153 463 273 308 Travel Time (s)3.0 9.0 5.3 6.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%)15%0%3%0%0%0%0%6%6%3%6%5% Adj. Flow (vph)34 0 270 0 0 0 0 726 253 324 646 174 Shared Lane Traffic (%) Lane Group Flow (vph)34 0 270 0 0 0 0 979 0 324 820 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)36 12 12 12 Link Offset(ft)0 26 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 80.6%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 7 Intersection Int Delay, s/veh 10.6 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 254 0 0 0 0 682 238 305 607 164 Future Vol, veh/h 32 0 254 0 0 0 0 682 238 305 607 164 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --Free --None Storage Length --0 ------0 -- Veh in Median Storage, #-0 --17747 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %15 0 3 0 0 0 0 6 6 3 6 5 Mvmt Flow 34 0 270 0 0 0 0 726 253 324 646 174 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2107 -726 -0 -726 0 0 Stage 1 726 -------- Stage 2 1381 -------- Critical Hdwy 6.55 -6.23 ---4.13 -- Critical Hdwy Stg 1 5.55 -------- Critical Hdwy Stg 2 5.55 -------- Follow-up Hdwy 3.635 -3.327 ---2.227 -- Pot Cap-1 Maneuver 52 0 423 0 -0 872 -- Stage 1 456 0 -0 -0 --- Stage 2 218 0 -0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver ~ 33 0 423 ---872 -- Mov Cap-2 Maneuver ~ 33 0 ------- Stage 1 286 0 ------- Stage 2 218 0 ------- Approach NB SE NW HCM Control Delay, s 63.1 0 3.3 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h)33 423 872 --- HCM Lane V/C Ratio 1.032 0.639 0.372 --- HCM Control Delay (s)$ 346.3 27.4 11.6 --- HCM Lane LOS F D B --- HCM 95th %tile Q(veh)3.6 4.3 1.7 --- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_AMBD Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph)860 273 307 629 5 216 Future Volume (vph)860 273 307 629 5 216 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.968 0.868 Flt Protected 0.950 0.999 Satd. Flow (prot)1768 0 1770 1810 1542 0 Flt Permitted 0.950 0.999 Satd. Flow (perm)1768 0 1770 1810 1542 0 Link Speed (mph)35 35 30 Link Distance (ft)94 308 121 Travel Time (s)1.8 6.0 2.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)5%1%2%5%0%7% Adj. Flow (vph)896 284 320 655 5 225 Shared Lane Traffic (%) Lane Group Flow (vph)1180 0 320 655 230 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 102.5%ICU Level of Service G Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_AMBD Synchro 10 Report Page 9 Intersection Int Delay, s/veh 15.8 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 860 273 307 629 5 216 Future Vol, veh/h 860 273 307 629 5 216 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --0 -0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, %5 1 2 5 0 7 Mvmt Flow 896 284 320 655 5 225 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1180 0 2333 1038 Stage 1 ----1038 - Stage 2 ----1295 - Critical Hdwy --4.12 -6.4 6.27 Critical Hdwy Stg 1 ----5.4 - Critical Hdwy Stg 2 ----5.4 - Follow-up Hdwy --2.218 -3.5 3.363 Pot Cap-1 Maneuver --592 -41 274 Stage 1 ----344 - Stage 2 ----259 - Platoon blocked, %--- Mov Cap-1 Maneuver --592 -19 274 Mov Cap-2 Maneuver ----19 - Stage 1 ----158 - Stage 2 ----259 - Approach NB SB SW HCM Control Delay, s 0 5.9 138.3 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h)--592 -210 HCM Lane V/C Ratio --0.54 -1.096 HCM Control Delay (s)--18 -138.3 HCM Lane LOS --C -F HCM 95th %tile Q(veh)--3.2 -10.6 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)0 1090 613 21 42 254 Future Volume (vph)0 1090 613 21 42 254 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.995 0.884 Flt Protected 0.993 Satd. Flow (prot)0 1810 1787 0 1647 0 Flt Permitted 0.993 Satd. Flow (perm)0 1810 1787 0 1647 0 Link Speed (mph)35 35 30 Link Distance (ft)158 94 136 Travel Time (s)3.1 1.8 3.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%)0%5%6%0%3%1% Adj. Flow (vph)0 1185 666 23 46 276 Shared Lane Traffic (%) Lane Group Flow (vph)0 1185 689 0 322 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)0 0 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 82.0%ICU Level of Service E Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 11 Intersection Int Delay, s/veh 22.1 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 0 1090 613 21 42 254 Future Vol, veh/h 0 1090 613 21 42 254 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %0 5 6 0 3 1 Mvmt Flow 0 1185 666 23 46 276 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 689 0 -0 1863 678 Stage 1 ----678 - Stage 2 ----1185 - Critical Hdwy 4.1 ---6.43 6.21 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.2 ---3.527 3.309 Pot Cap-1 Maneuver 915 ---80 454 Stage 1 ----502 - Stage 2 ----289 - Platoon blocked, %--- Mov Cap-1 Maneuver 915 ---80 454 Mov Cap-2 Maneuver ----80 - Stage 1 ----502 - Stage 2 ----289 - Approach NB SB NE HCM Control Delay, s 0 0 151.1 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h)273 915 --- HCM Lane V/C Ratio 1.179 ---- HCM Control Delay (s)151.1 0 --- HCM Lane LOS F A --- HCM 95th %tile Q(veh)14.4 0 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)35 989 843 30 99 69 Future Volume (vph)35 989 843 30 99 69 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1641 1810 1810 1615 1787 1553 Flt Permitted 0.178 0.950 Satd. Flow (perm)307 1810 1810 1615 1787 1553 Right Turn on Red Yes Yes Satd. Flow (RTOR)7 74 Link Speed (mph)35 35 30 Link Distance (ft)362 553 354 Travel Time (s)7.1 10.8 8.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 93%100%100%100%100%100% Heavy Vehicles (%)10%5%5%0%1%4% Adj. Flow (vph)35 1063 906 32 106 74 Shared Lane Traffic (%) Lane Group Flow (vph)35 1063 906 32 106 74 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)12 12 17 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 0 0 2 2 Detector Template Leading Detector (ft)83 6 0 0 83 83 Trailing Detector (ft)-5 0 0 0 -5 -5 Detector 1 Position(ft)-5 0 0 0 -5 -5 Detector 1 Size(ft)40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 43 Detector 2 Size(ft)40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s)3.0 10.0 10.0 5.0 5.0 Minimum Split (s)9.0 16.0 16.0 10.0 10.0 Total Split (s)16.0 72.0 56.0 25.0 25.0 Total Split (%)16.5%74.2%57.7%25.8%25.8% Maximum Green (s)10.0 66.0 50.0 20.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s)66.5 66.5 59.8 87.1 9.6 9.6 Actuated g/C Ratio 0.76 0.76 0.69 1.00 0.11 0.11 v/c Ratio 0.11 0.77 0.73 0.02 0.54 0.31 Control Delay 3.8 11.6 15.6 0.0 46.6 12.6 Queue Delay 0.0 1.7 0.0 0.0 0.0 0.0 Total Delay 3.8 13.2 15.6 0.0 46.6 12.6 LOS A B B A D B Approach Delay 12.9 15.1 32.6 Approach LOS B B C Queue Length 50th (ft)4 262 322 0 56 0 Queue Length 95th (ft)12 544 #613 0 106 38 Internal Link Dist (ft)282 473 274 Turn Bay Length (ft)100 100 200 Base Capacity (vph)387 1381 1242 1615 410 413 Starvation Cap Reductn 0 166 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.87 0.73 0.02 0.26 0.18 Intersection Summary Area Type:Other Cycle Length: 97 Actuated Cycle Length: 87.1 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 15.5 Intersection LOS: B Intersection Capacity Utilization 66.7%ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/13/2018 17000360A_AMBD Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 1024 700 212 Future Volume (vph)0 0 0 1024 700 212 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.969 Flt Protected Satd. Flow (prot)0 0 0 1810 1748 0 Flt Permitted Satd. Flow (perm)0 0 0 1810 1748 0 Link Speed (mph)30 35 35 Link Distance (ft)297 278 362 Travel Time (s)6.8 5.4 7.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%)0%0%0%5%6%3% Adj. Flow (vph)0 0 0 1113 761 230 Shared Lane Traffic (%) Lane Group Flow (vph)0 0 0 1113 991 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 57.2%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMBD Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)111 11 64 42 11 334 69 579 42 180 515 5 Future Volume (vph)111 11 64 42 11 334 69 579 42 180 515 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft)25 25 50 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 0.850 0.990 0.999 Flt Protected 0.950 0.962 0.950 0.950 Satd. Flow (prot)1719 1587 0 0 1718 1482 1671 1813 0 1805 1841 0 Flt Permitted 0.950 0.962 0.350 0.146 Satd. Flow (perm)1719 1587 0 0 1718 1482 616 1813 0 277 1841 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)67 348 2 Link Speed (mph)30 30 35 35 Link Distance (ft)298 262 413 278 Travel Time (s)6.8 6.0 8.0 5.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)5%0%5%8%0%9%8%4%0%0%3%13% Adj. Flow (vph)116 11 67 44 11 348 72 603 44 188 536 5 Shared Lane Traffic (%) Lane Group Flow (vph)116 78 0 0 55 348 72 647 0 188 541 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 Detector Template Left Leading Detector (ft)83 83 20 115 35 83 6 83 6 Trailing Detector (ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft)40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 75 43 43 Detector 2 Size(ft)40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMBD Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 4 4 4 5 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s)10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s)65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%)43.9%43.9%17.6%17.6%17.6%10.8%27.7%10.8%27.7% Maximum Green (s)60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s)7.0 7.0 7.0 7.0 Flash Dont Walk (s)12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr)0 0 0 0 Act Effct Green (s)10.4 10.4 6.8 6.8 41.5 35.1 49.1 41.2 Actuated g/C Ratio 0.12 0.12 0.08 0.08 0.49 0.41 0.57 0.48 v/c Ratio 0.56 0.31 0.40 0.79 0.19 0.87 0.56 0.61 Control Delay 46.4 15.2 47.0 18.8 10.4 38.3 17.5 22.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.4 15.2 47.0 18.8 10.4 38.3 17.5 22.8 LOS D B D B B D B C Approach Delay 33.8 22.7 35.5 21.4 Approach LOS C C D C Queue Length 50th (ft)58 5 29 0 14 297 39 206 Queue Length 95th (ft)119 45 67 85 42 #617 111 #418 Internal Link Dist (ft)218 182 333 198 Turn Bay Length (ft)50 100 250 Base Capacity (vph)1212 1138 404 614 449 747 338 887 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.07 0.14 0.57 0.16 0.87 0.56 0.61 Intersection Summary Area Type:Other Cycle Length: 148 Actuated Cycle Length: 85.4 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 27.8 Intersection LOS: C Intersection Capacity Utilization 74.0%ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMBD Synchro 10 Report Page 18 Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_AMBD Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph)44 0 0 124 40 25 Future Volume (vph)44 0 0 124 40 25 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.948 Flt Protected 0.950 Satd. Flow (prot)1805 0 0 1863 1747 0 Flt Permitted 0.950 Satd. Flow (perm)1805 0 0 1863 1747 0 Link Speed (mph)30 30 30 Link Distance (ft)271 369 263 Travel Time (s)6.2 8.4 6.0 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)0%0%0%2%5%0% Adj. Flow (vph)55 0 0 155 50 31 Shared Lane Traffic (%) Lane Group Flow (vph)55 0 0 155 81 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 16.5%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_AMBD Synchro 10 Report Page 20 Intersection Int Delay, s/veh 1.9 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 44 0 0 124 40 25 Future Vol, veh/h 44 0 0 124 40 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %0 0 0 2 5 0 Mvmt Flow 55 0 0 155 50 31 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 221 66 81 0 -0 Stage 1 66 ----- Stage 2 155 ----- Critical Hdwy 6.4 6.2 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 --- Pot Cap-1 Maneuver 772 1003 1529 --- Stage 1 962 ----- Stage 2 878 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 772 1003 1529 --- Mov Cap-2 Maneuver 772 ----- Stage 1 962 ----- Stage 2 878 ----- Approach SE NE SW HCM Control Delay, s 10 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h)1529 -772 -- HCM Lane V/C Ratio --0.071 -- HCM Control Delay (s)0 -10 -- HCM Lane LOS A -B -- HCM 95th %tile Q(veh)0 -0.2 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_AMBD Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)47 125 464 41 110 484 Future Volume (vph)47 125 464 41 110 484 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-3%-1%0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.902 0.989 Flt Protected 0.986 0.991 Satd. Flow (prot)1682 0 1810 0 0 1814 Flt Permitted 0.986 0.991 Satd. Flow (perm)1682 0 1810 0 0 1814 Link Speed (mph)30 35 35 Link Distance (ft)838 844 1802 Travel Time (s)19.0 16.4 35.1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%)2%2%4%8%3%4% Adj. Flow (vph)53 140 521 46 124 544 Shared Lane Traffic (%) Lane Group Flow (vph)193 0 567 0 0 668 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 78.8%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_AMBD Synchro 10 Report Page 22 Intersection Int Delay, s/veh 4.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 47 125 464 41 110 484 Future Vol, veh/h 47 125 464 41 110 484 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %-3 --1 --0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, %2 2 4 8 3 4 Mvmt Flow 53 140 521 46 124 544 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1336 544 0 0 567 0 Stage 1 544 ----- Stage 2 792 ----- Critical Hdwy 5.82 5.92 --4.13 - Critical Hdwy Stg 1 4.82 ----- Critical Hdwy Stg 2 4.82 ----- Follow-up Hdwy 3.518 3.318 --2.227 - Pot Cap-1 Maneuver 211 564 --1000 - Stage 1 637 ----- Stage 2 509 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 173 564 --1000 - Mov Cap-2 Maneuver 173 ----- Stage 1 524 ----- Stage 2 509 ----- Approach WB NB SB HCM Control Delay, s 27.4 0 1.7 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--349 1000 - HCM Lane V/C Ratio --0.554 0.124 - HCM Control Delay (s)--27.4 9.1 0 HCM Lane LOS --D A A HCM 95th %tile Q(veh)--3.2 0.4 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_AMBD Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)72 86 119 631 568 111 Future Volume (vph)72 86 119 631 568 111 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 15 12 12 12 12 Grade (%)0%1%-1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.927 0.978 Flt Protected 0.978 0.992 Satd. Flow (prot)1869 0 0 1809 1784 0 Flt Permitted 0.978 0.992 Satd. Flow (perm)1869 0 0 1809 1784 0 Link Speed (mph)30 35 35 Link Distance (ft)470 561 698 Travel Time (s)10.7 10.9 13.6 Confl. Peds. (#/hr)1 1 1 1 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%)3%0%2%4%4%8% Adj. Flow (vph)86 102 142 751 676 132 Shared Lane Traffic (%) Lane Group Flow (vph)188 0 0 893 808 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)15 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 95.9%ICU Level of Service F Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_AMBD Synchro 10 Report Page 24 Intersection Int Delay, s/veh 38.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 72 86 119 631 568 111 Future Vol, veh/h 72 86 119 631 568 111 Conflicting Peds, #/hr 1 1 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --1 -1 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, %3 0 2 4 4 8 Mvmt Flow 86 102 142 751 676 132 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1779 744 809 0 -0 Stage 1 743 ----- Stage 2 1036 ----- Critical Hdwy 6.43 6.2 4.12 --- Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.3 2.218 --- Pot Cap-1 Maneuver 90 418 817 --- Stage 1 468 ----- Stage 2 341 ----- Platoon blocked, %--- Mov Cap-1 Maneuver ~ 63 417 816 --- Mov Cap-2 Maneuver ~ 63 ----- Stage 1 328 ----- Stage 2 341 ----- Approach EB NB SB HCM Control Delay, s$ 374.9 1.6 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)816 -117 -- HCM Lane V/C Ratio 0.174 -1.608 -- HCM Control Delay (s)10.3 0$ 374.9 -- HCM Lane LOS B A F -- HCM 95th %tile Q(veh)0.6 -13.9 -- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_AMBD Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)5 122 164 16 394 149 Future Volume (vph)5 122 164 16 394 149 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)13 13 11 11 12 12 Grade (%)0%-1%-3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.870 0.988 Flt Protected 0.998 0.965 Satd. Flow (prot)1642 0 1744 0 0 1789 Flt Permitted 0.998 0.965 Satd. Flow (perm)1642 0 1744 0 0 1789 Link Speed (mph)30 30 30 Link Distance (ft)73 545 349 Travel Time (s)1.7 12.4 7.9 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)0%4%5%0%4%4% Adj. Flow (vph)6 153 205 20 493 186 Shared Lane Traffic (%) Lane Group Flow (vph)159 0 225 0 0 679 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)13 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 57.1%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_AMBD Synchro 10 Report Page 26 Intersection Int Delay, s/veh 6.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 122 164 16 394 149 Future Vol, veh/h 5 122 164 16 394 149 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 --1 ---3 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %0 4 5 0 4 4 Mvmt Flow 6 153 205 20 493 186 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1387 215 0 0 225 0 Stage 1 215 ----- Stage 2 1172 ----- Critical Hdwy 6.4 6.24 --4.14 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.336 --2.236 - Pot Cap-1 Maneuver 159 820 --1332 - Stage 1 826 ----- Stage 2 297 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 93 820 --1332 - Mov Cap-2 Maneuver 93 ----- Stage 1 485 ----- Stage 2 297 ----- Approach WB NB SB HCM Control Delay, s 12.7 0 6.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--627 1332 - HCM Lane V/C Ratio --0.253 0.37 - HCM Control Delay (s)--12.7 9.3 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--1 1.7 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_MIDBD Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph)110 572 659 110 138 94 Future Volume (vph)110 572 659 110 138 94 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 11 13 11 12 Storage Length (ft)75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1678 1776 1733 1451 1586 1509 Flt Permitted 0.239 0.950 Satd. Flow (perm)422 1776 1733 1451 1586 1509 Right Turn on Red Yes No Satd. Flow (RTOR)109 Link Speed (mph)35 35 30 Link Distance (ft)377 343 799 Travel Time (s)7.3 6.7 18.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%)4%7%6%15%10%7% Adj. Flow (vph)120 622 716 120 150 102 Shared Lane Traffic (%) Lane Group Flow (vph)120 622 716 120 150 102 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)11 11 11 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft)18 66 166 166 18 18 Trailing Detector (ft)-8 60 160 160 -8 -8 Detector 1 Position(ft)-8 60 160 160 -8 -8 Detector 1 Size(ft)14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)12 12 12 Detector 2 Size(ft)6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_MIDBD Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Protected Phases 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s)5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s)8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s)13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%)12.7%40.2%40.2%20.6%20.6%26% Maximum Green (s)10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s)3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s)45.9 36.1 36.1 51.4 10.3 19.0 Actuated g/C Ratio 0.70 0.55 0.55 0.79 0.16 0.29 v/c Ratio 0.28 0.63 0.75 0.10 0.60 0.23 Control Delay 4.6 14.5 18.6 0.7 36.2 18.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.6 14.5 18.6 0.7 36.2 18.6 LOS A B B A D B Approach Delay 12.9 16.0 29.1 Approach LOS B B C Queue Length 50th (ft)10 145 185 1 55 30 Queue Length 95th (ft)28 314 #459 8 112 63 Internal Link Dist (ft)297 263 719 Turn Bay Length (ft)75 200 250 Base Capacity (vph)522 984 960 1329 390 521 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.63 0.75 0.09 0.38 0.20 Intersection Summary Area Type:Other Cycle Length: 102 Actuated Cycle Length: 65.2 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 16.5 Intersection LOS: B Intersection Capacity Utilization 60.1%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_MIDBD Synchro 10 Report Page 3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_MIDBD Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 168 561 0 0 841 Future Volume (vph)0 168 561 0 0 841 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot)0 1627 1759 0 0 1792 Flt Permitted Satd. Flow (perm)0 1627 1759 0 0 1792 Link Speed (mph)30 35 35 Link Distance (ft)709 273 1105 Travel Time (s)16.1 5.3 21.5 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%)0%1%8%0%0%6% Adj. Flow (vph)0 181 603 0 0 904 Shared Lane Traffic (%) Lane Group Flow (vph)0 181 603 0 0 904 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)0 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 47.6%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_MIDBD Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 168 561 0 0 841 Future Vol, veh/h 0 168 561 0 0 841 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %0 1 8 0 0 6 Mvmt Flow 0 181 603 0 0 904 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -603 0 --- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.21 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.309 ---- Pot Cap-1 Maneuver 0 501 -0 0 - Stage 1 0 --0 0 - Stage 2 0 --0 0 - Platoon blocked, %-- Mov Cap-1 Maneuver -501 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 16.2 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h)-501 - HCM Lane V/C Ratio -0.361 - HCM Control Delay (s)-16.2 - HCM Lane LOS -C - HCM 95th %tile Q(veh)-1.6 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_MIDBD Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph)48 0 213 0 0 0 0 634 207 220 513 143 Future Volume (vph)48 0 213 0 0 0 0 634 207 220 513 143 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.967 0.967 Flt Protected 0.950 0.950 Satd. Flow (prot)1597 0 1524 0 0 0 0 1960 0 1736 1735 0 Flt Permitted 0.950 0.950 Satd. Flow (perm)1597 0 1524 0 0 0 0 1960 0 1736 1735 0 Link Speed (mph)35 35 35 35 Link Distance (ft)153 463 273 308 Travel Time (s)3.0 9.0 5.3 6.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%)13%0%6%0%0%0%0%5%10%4%7%2% Adj. Flow (vph)52 0 229 0 0 0 0 682 223 237 552 154 Shared Lane Traffic (%) Lane Group Flow (vph)52 0 229 0 0 0 0 905 0 237 706 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)36 12 12 12 Link Offset(ft)0 26 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 71.5%ICU Level of Service C Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_MIDBD Synchro 10 Report Page 7 Intersection Int Delay, s/veh 8.7 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 48 0 213 0 0 0 0 634 207 220 513 143 Future Vol, veh/h 48 0 213 0 0 0 0 634 207 220 513 143 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --Free --None Storage Length --0 ------0 -- Veh in Median Storage, #-0 --17747 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, %13 0 6 0 0 0 0 5 10 4 7 2 Mvmt Flow 52 0 229 0 0 0 0 682 223 237 552 154 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1785 -682 -0 -682 0 0 Stage 1 682 -------- Stage 2 1103 -------- Critical Hdwy 6.53 -6.26 ---4.14 -- Critical Hdwy Stg 1 5.53 -------- Critical Hdwy Stg 2 5.53 -------- Follow-up Hdwy 3.617 -3.354 ---2.236 -- Pot Cap-1 Maneuver 84 0 443 0 -0 901 -- Stage 1 482 0 -0 -0 --- Stage 2 303 0 -0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver 62 0 443 ---901 -- Mov Cap-2 Maneuver 62 0 ------- Stage 1 355 0 ------- Stage 2 303 0 ------- Approach NB SE NW HCM Control Delay, s 50.2 0 2.6 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h)62 443 901 --- HCM Lane V/C Ratio 0.832 0.517 0.263 --- HCM Control Delay (s)177.6 21.5 10.4 --- HCM Lane LOS F C B --- HCM 95th %tile Q(veh)3.8 2.9 1.1 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_MIDBD Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph)757 187 376 471 5 120 Future Volume (vph)757 187 376 471 5 120 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.973 0.870 Flt Protected 0.950 0.998 Satd. Flow (prot)1771 0 1770 1743 1518 0 Flt Permitted 0.950 0.998 Satd. Flow (perm)1771 0 1770 1743 1518 0 Link Speed (mph)35 35 30 Link Distance (ft)94 308 121 Travel Time (s)1.8 6.0 2.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%)5%2%2%9%0%9% Adj. Flow (vph)814 201 404 506 5 129 Shared Lane Traffic (%) Lane Group Flow (vph)1015 0 404 506 134 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 89.7%ICU Level of Service E Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_MIDBD Synchro 10 Report Page 9 Intersection Int Delay, s/veh 6.9 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 757 187 376 471 5 120 Future Vol, veh/h 757 187 376 471 5 120 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --0 -0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %5 2 2 9 0 9 Mvmt Flow 814 201 404 506 5 129 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1015 0 2229 915 Stage 1 ----915 - Stage 2 ----1314 - Critical Hdwy --4.12 -6.4 6.29 Critical Hdwy Stg 1 ----5.4 - Critical Hdwy Stg 2 ----5.4 - Follow-up Hdwy --2.218 -3.5 3.381 Pot Cap-1 Maneuver --683 -48 321 Stage 1 ----394 - Stage 2 ----254 - Platoon blocked, %--- Mov Cap-1 Maneuver --683 -20 321 Mov Cap-2 Maneuver ----20 - Stage 1 ----161 - Stage 2 ----254 - Approach NB SB SW HCM Control Delay, s 0 7.8 53.6 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h)--683 -200 HCM Lane V/C Ratio --0.592 -0.672 HCM Control Delay (s)--17.6 -53.6 HCM Lane LOS --C -F HCM 95th %tile Q(veh)--3.9 -4.1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_MIDBD Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)5 912 455 21 32 207 Future Volume (vph)5 912 455 21 32 207 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.994 0.883 Flt Protected 0.993 Satd. Flow (prot)0 1810 1739 0 1615 0 Flt Permitted 0.993 Satd. Flow (perm)0 1810 1739 0 1615 0 Link Speed (mph)35 35 30 Link Distance (ft)158 94 136 Travel Time (s)3.1 1.8 3.1 Confl. Peds. (#/hr)4 4 4 4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%)0%5%9%0%4%3% Adj. Flow (vph)5 981 489 23 34 223 Shared Lane Traffic (%) Lane Group Flow (vph)0 986 512 0 257 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)0 0 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 73.6%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_MIDBD Synchro 10 Report Page 11 Intersection Int Delay, s/veh 4.5 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 912 455 21 32 207 Future Vol, veh/h 5 912 455 21 32 207 Conflicting Peds, #/hr 4 0 0 4 4 4 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, %0 5 9 0 4 3 Mvmt Flow 5 981 489 23 34 223 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 516 0 -0 1500 509 Stage 1 ----505 - Stage 2 ----995 - Critical Hdwy 4.1 ---6.44 6.23 Critical Hdwy Stg 1 ----5.44 - Critical Hdwy Stg 2 ----5.44 - Follow-up Hdwy 2.2 ---3.536 3.327 Pot Cap-1 Maneuver 1060 ---133 562 Stage 1 ----602 - Stage 2 ----355 - Platoon blocked, %--- Mov Cap-1 Maneuver 1056 ---131 558 Mov Cap-2 Maneuver ----131 - Stage 1 ----594 - Stage 2 ----354 - Approach NB SB NE HCM Control Delay, s 0 0 30.7 HCM LOS D Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h)388 1056 --- HCM Lane V/C Ratio 0.662 0.005 --- HCM Control Delay (s)30.7 8.4 0 -- HCM Lane LOS D A A -- HCM 95th %tile Q(veh)4.6 0 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_MIDBD Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)47 960 577 63 40 45 Future Volume (vph)47 960 577 63 40 45 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1805 1827 1845 1442 1641 1524 Flt Permitted 0.346 0.950 Satd. Flow (perm)656 1827 1845 1407 1641 1524 Right Turn on Red Yes Yes Satd. Flow (RTOR)20 48 Link Speed (mph)35 35 30 Link Distance (ft)362 553 354 Travel Time (s)7.1 10.8 8.0 Confl. Peds. (#/hr)9 9 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%)0%4%3%12%10%6% Adj. Flow (vph)50 1021 614 67 43 48 Shared Lane Traffic (%) Lane Group Flow (vph)50 1021 614 67 43 48 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)12 12 17 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 0 0 2 2 Detector Template Leading Detector (ft)83 6 0 0 83 83 Trailing Detector (ft)-5 0 0 0 -5 -5 Detector 1 Position(ft)-5 0 0 0 -5 -5 Detector 1 Size(ft)40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 43 Detector 2 Size(ft)40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_MIDBD Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s)3.0 10.0 10.0 5.0 5.0 Minimum Split (s)9.0 16.0 16.0 10.0 10.0 Total Split (s)16.0 72.0 56.0 25.0 25.0 Total Split (%)16.5%74.2%57.7%25.8%25.8% Maximum Green (s)10.0 66.0 50.0 20.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s)69.0 70.1 63.3 84.9 6.9 6.9 Actuated g/C Ratio 0.81 0.83 0.75 1.00 0.08 0.08 v/c Ratio 0.08 0.68 0.45 0.05 0.32 0.29 Control Delay 2.5 7.1 7.8 0.1 42.8 15.8 Queue Delay 0.0 0.7 0.0 0.0 0.0 0.0 Total Delay 2.5 7.8 7.8 0.1 42.8 15.8 LOS A A A A D B Approach Delay 7.6 7.0 28.6 Approach LOS A A C Queue Length 50th (ft)4 188 146 0 22 0 Queue Length 95th (ft)12 373 251 0 54 32 Internal Link Dist (ft)282 473 274 Turn Bay Length (ft)100 100 200 Base Capacity (vph)668 1508 1375 1407 386 395 Starvation Cap Reductn 0 193 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.78 0.45 0.05 0.11 0.12 Intersection Summary Area Type:Other Cycle Length: 97 Actuated Cycle Length: 84.9 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.68 Intersection Signal Delay: 8.4 Intersection LOS: A Intersection Capacity Utilization 63.9%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_MIDBD Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/13/2018 17000360A_MIDBD Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 1007 516 106 Future Volume (vph)0 0 0 1007 516 106 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.977 Flt Protected Satd. Flow (prot)0 0 0 1845 1805 0 Flt Permitted Satd. Flow (perm)0 0 0 1845 1805 0 Link Speed (mph)30 35 35 Link Distance (ft)297 278 362 Travel Time (s)6.8 5.4 7.1 Confl. Peds. (#/hr)1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%)0%0%0%3%3%2% Adj. Flow (vph)0 0 0 1071 549 113 Shared Lane Traffic (%) Lane Group Flow (vph)0 0 0 1071 662 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 63.3%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_MIDBD Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)159 11 85 79 11 360 48 488 48 101 410 5 Future Volume (vph)159 11 85 79 11 360 48 488 48 101 410 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft)25 25 50 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 Frt 0.867 0.850 0.987 0.998 Flt Protected 0.950 0.958 0.950 0.950 Satd. Flow (prot)1703 1605 0 0 1804 1553 1719 1822 0 1787 1824 0 Flt Permitted 0.950 0.958 0.386 0.193 Satd. Flow (perm)1703 1605 0 0 1804 1553 698 1822 0 363 1824 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)92 337 3 Link Speed (mph)30 30 35 35 Link Distance (ft)298 262 413 278 Travel Time (s)6.8 6.0 8.0 5.4 Confl. Peds. (#/hr)1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%)6%0%3%1%0%4%5%3%2%1%4%0% Adj. Flow (vph)173 12 92 86 12 391 52 530 52 110 446 5 Shared Lane Traffic (%) Lane Group Flow (vph)173 104 0 0 98 391 52 582 0 110 451 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 Detector Template Left Leading Detector (ft)83 83 20 115 35 83 6 83 6 Trailing Detector (ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft)40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 75 43 43 Detector 2 Size(ft)40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_MIDBD Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 4 2 6 Detector Phase 3 3 4 4 4 5 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s)10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s)65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%)43.9%43.9%17.6%17.6%17.6%10.8%27.7%10.8%27.7% Maximum Green (s)60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s)7.0 7.0 7.0 7.0 Flash Dont Walk (s)12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr)0 0 0 0 Act Effct Green (s)13.9 13.9 9.4 9.4 41.5 35.5 45.7 39.4 Actuated g/C Ratio 0.16 0.16 0.10 0.10 0.46 0.40 0.51 0.44 v/c Ratio 0.66 0.32 0.52 0.84 0.13 0.81 0.36 0.56 Control Delay 49.0 12.7 48.9 25.0 13.2 36.6 15.5 25.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.0 12.7 48.9 25.0 13.2 36.6 15.5 25.5 LOS D B D C B D B C Approach Delay 35.4 29.8 34.7 23.6 Approach LOS D C C C Queue Length 50th (ft)90 6 53 28 12 270 26 185 Queue Length 95th (ft)178 53 110 139 40 #622 74 388 Internal Link Dist (ft)218 182 333 198 Turn Bay Length (ft)50 100 250 Base Capacity (vph)1155 1118 407 612 470 722 352 803 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.09 0.24 0.64 0.11 0.81 0.31 0.56 Intersection Summary Area Type:Other Cycle Length: 148 Actuated Cycle Length: 89.6 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 30.4 Intersection LOS: C Intersection Capacity Utilization 73.9%ICU Level of Service D You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_MIDBD Synchro 10 Report Page 18 Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_MIDBD Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph)40 4 0 44 73 37 Future Volume (vph)40 4 0 44 73 37 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.954 Flt Protected 0.956 Satd. Flow (prot)1757 0 0 1810 1777 0 Flt Permitted 0.956 Satd. Flow (perm)1757 0 0 1810 1777 0 Link Speed (mph)30 30 30 Link Distance (ft)271 369 263 Travel Time (s)6.2 8.4 6.0 Confl. Peds. (#/hr)33 34 34 33 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 Heavy Vehicles (%)0%25%0%5%3%0% Adj. Flow (vph)53 5 0 58 96 49 Shared Lane Traffic (%) Lane Group Flow (vph)58 0 0 58 145 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 28.0%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_MIDBD Synchro 10 Report Page 20 Intersection Int Delay, s/veh 2.4 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 40 4 0 44 73 37 Future Vol, veh/h 40 4 0 44 73 37 Conflicting Peds, #/hr 33 34 34 0 0 33 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 76 76 76 76 76 76 Heavy Vehicles, %0 25 0 5 3 0 Mvmt Flow 53 5 0 58 96 49 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 246 189 179 0 -0 Stage 1 155 ----- Stage 2 91 ----- Critical Hdwy 6.4 6.45 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.525 2.2 --- Pot Cap-1 Maneuver 747 797 1409 --- Stage 1 878 ----- Stage 2 938 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 700 746 1363 --- Mov Cap-2 Maneuver 700 ----- Stage 1 850 ----- Stage 2 908 ----- Approach SE NE SW HCM Control Delay, s 10.6 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h)1363 -704 -- HCM Lane V/C Ratio --0.082 -- HCM Control Delay (s)0 -10.6 -- HCM Lane LOS A -B -- HCM 95th %tile Q(veh)0 -0.3 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_MIDBD Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)38 80 442 38 73 441 Future Volume (vph)38 80 442 38 73 441 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-3%-1%0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.909 0.989 Flt Protected 0.984 0.993 Satd. Flow (prot)1671 0 1833 0 0 1819 Flt Permitted 0.984 0.993 Satd. Flow (perm)1671 0 1833 0 0 1819 Link Speed (mph)30 35 35 Link Distance (ft)838 844 1802 Travel Time (s)19.0 16.4 35.1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)8%1%3%3%2%4% Adj. Flow (vph)39 82 456 39 75 455 Shared Lane Traffic (%) Lane Group Flow (vph)121 0 495 0 0 530 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 69.8%ICU Level of Service C Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_MIDBD Synchro 10 Report Page 22 Intersection Int Delay, s/veh 2.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 38 80 442 38 73 441 Future Vol, veh/h 38 80 442 38 73 441 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %-3 --1 --0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, %8 1 3 3 2 4 Mvmt Flow 39 82 456 39 75 455 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1081 476 0 0 495 0 Stage 1 476 ----- Stage 2 605 ----- Critical Hdwy 5.88 5.91 --4.12 - Critical Hdwy Stg 1 4.88 ----- Critical Hdwy Stg 2 4.88 ----- Follow-up Hdwy 3.572 3.309 --2.218 - Pot Cap-1 Maneuver 281 615 --1069 - Stage 1 663 ----- Stage 2 590 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 255 615 --1069 - Mov Cap-2 Maneuver 255 ----- Stage 1 601 ----- Stage 2 590 ----- Approach WB NB SB HCM Control Delay, s 16.9 0 1.2 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--423 1069 - HCM Lane V/C Ratio --0.288 0.07 - HCM Control Delay (s)--16.9 8.6 0 HCM Lane LOS --C A A HCM 95th %tile Q(veh)--1.2 0.2 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_MIDBD Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)54 53 65 531 456 115 Future Volume (vph)54 53 65 531 456 115 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 15 12 12 12 12 Grade (%)0%1%-1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.934 0.973 Flt Protected 0.975 0.995 Satd. Flow (prot)1731 0 0 1811 1797 0 Flt Permitted 0.975 0.995 Satd. Flow (perm)1731 0 0 1811 1797 0 Link Speed (mph)30 35 35 Link Distance (ft)470 561 698 Travel Time (s)10.7 10.9 13.6 Confl. Peds. (#/hr)14 11 11 14 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%)8%12%3%4%3%5% Adj. Flow (vph)67 65 80 656 563 142 Shared Lane Traffic (%) Lane Group Flow (vph)132 0 0 736 705 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)15 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 81.6%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_MIDBD Synchro 10 Report Page 24 Intersection Int Delay, s/veh 6.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 54 53 65 531 456 115 Future Vol, veh/h 54 53 65 531 456 115 Conflicting Peds, #/hr 14 11 11 0 0 14 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --1 -1 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %8 12 3 4 3 5 Mvmt Flow 67 65 80 656 563 142 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1478 659 719 0 -0 Stage 1 648 ----- Stage 2 830 ----- Critical Hdwy 6.48 6.32 4.13 --- Critical Hdwy Stg 1 5.48 ----- Critical Hdwy Stg 2 5.48 ----- Follow-up Hdwy 3.572 3.408 2.227 --- Pot Cap-1 Maneuver 134 446 878 --- Stage 1 510 ----- Stage 2 418 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 111 434 863 --- Mov Cap-2 Maneuver 111 ----- Stage 1 428 ----- Stage 2 411 ----- Approach EB NB SB HCM Control Delay, s 69.6 1 0 HCM LOS F Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)863 -176 -- HCM Lane V/C Ratio 0.093 -0.751 -- HCM Control Delay (s)9.6 0 69.6 -- HCM Lane LOS A A F -- HCM 95th %tile Q(veh)0.3 -4.8 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_MIDBD Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)5 155 106 5 258 169 Future Volume (vph)5 155 106 5 258 169 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)13 13 11 11 12 12 Grade (%)0%-1%-3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.869 0.994 Flt Protected 0.998 0.971 Satd. Flow (prot)1580 0 1720 0 0 1750 Flt Permitted 0.998 0.971 Satd. Flow (perm)1580 0 1720 0 0 1750 Link Speed (mph)30 30 30 Link Distance (ft)73 545 349 Travel Time (s)1.7 12.4 7.9 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%)0%8%7%0%7%7% Adj. Flow (vph)6 174 119 6 290 190 Shared Lane Traffic (%) Lane Group Flow (vph)180 0 125 0 0 480 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)13 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 46.4%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_MIDBD Synchro 10 Report Page 26 Intersection Int Delay, s/veh 5.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 155 106 5 258 169 Future Vol, veh/h 5 155 106 5 258 169 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 --1 ---3 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, %0 8 7 0 7 7 Mvmt Flow 6 174 119 6 290 190 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 892 122 0 0 125 0 Stage 1 122 ----- Stage 2 770 ----- Critical Hdwy 6.4 6.28 --4.17 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.372 --2.263 - Pot Cap-1 Maneuver 315 913 --1431 - Stage 1 908 ----- Stage 2 460 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 243 913 --1431 - Mov Cap-2 Maneuver 243 ----- Stage 1 702 ----- Stage 2 460 ----- Approach WB NB SB HCM Control Delay, s 10.4 0 4.9 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--841 1431 - HCM Lane V/C Ratio --0.214 0.203 - HCM Control Delay (s)--10.4 8.2 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.8 0.8 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_PMBD Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph)202 556 842 165 143 232 Future Volume (vph)202 556 842 165 143 232 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 11 13 11 12 Storage Length (ft)75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1662 1810 1749 1589 1662 1538 Flt Permitted 0.111 0.950 Satd. Flow (perm)194 1810 1749 1542 1621 1538 Right Turn on Red Yes No Satd. Flow (RTOR)127 Link Speed (mph)35 35 30 Link Distance (ft)377 343 799 Travel Time (s)7.3 6.7 18.2 Confl. Peds. (#/hr)10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%)5%5%5%5%5%5% Adj. Flow (vph)224 618 936 183 159 258 Shared Lane Traffic (%) Lane Group Flow (vph)224 618 936 183 159 258 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)11 11 11 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft)18 66 166 166 18 18 Trailing Detector (ft)-8 60 160 160 -8 -8 Detector 1 Position(ft)-8 60 160 160 -8 -8 Detector 1 Size(ft)14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)12 12 12 Detector 2 Size(ft)6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_PMBD Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s)5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s)8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s)13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%)12.7%40.2%40.2%20.6%20.6%26% Maximum Green (s)10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s)3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s)49.2 36.1 36.1 48.4 12.3 24.4 Actuated g/C Ratio 0.70 0.51 0.51 0.69 0.17 0.35 v/c Ratio 0.65 0.67 1.05 0.17 0.55 0.49 Control Delay 20.9 18.1 63.8 1.3 34.3 21.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.9 18.1 63.8 1.3 34.3 21.4 LOS C B E A C C Approach Delay 18.9 53.6 26.3 Approach LOS B D C Queue Length 50th (ft)37 193 ~466 5 65 86 Queue Length 95th (ft)#129 337 #728 17 120 149 Internal Link Dist (ft)297 263 719 Turn Bay Length (ft)75 200 250 Base Capacity (vph)367 927 895 1184 378 528 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.67 1.05 0.15 0.42 0.49 Intersection Summary Area Type:Other Cycle Length: 102 Actuated Cycle Length: 70.5 Natural Cycle: 140 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.05 Intersection Signal Delay: 36.5 Intersection LOS: D You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_PMBD Synchro 10 Report Page 3 Intersection Capacity Utilization 75.1%ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_PMBD Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 163 620 0 0 1022 Future Volume (vph)0 163 620 0 0 1022 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot)0 1644 1863 0 0 1881 Flt Permitted Satd. Flow (perm)0 1644 1863 0 0 1881 Link Speed (mph)30 35 35 Link Distance (ft)709 273 1105 Travel Time (s)16.1 5.3 21.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)0%0%2%0%0%1% Adj. Flow (vph)0 170 646 0 0 1065 Shared Lane Traffic (%) Lane Group Flow (vph)0 170 646 0 0 1065 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)0 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 57.1%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_PMBD Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 163 620 0 0 1022 Future Vol, veh/h 0 163 620 0 0 1022 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, %0 0 2 0 0 1 Mvmt Flow 0 170 646 0 0 1065 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -646 0 --- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.2 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.3 ---- Pot Cap-1 Maneuver 0 475 -0 0 - Stage 1 0 --0 0 - Stage 2 0 --0 0 - Platoon blocked, %-- Mov Cap-1 Maneuver -475 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 16.7 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h)-475 - HCM Lane V/C Ratio -0.357 - HCM Control Delay (s)-16.7 - HCM Lane LOS -C - HCM 95th %tile Q(veh)-1.6 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_PMBD Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph)32 0 289 0 0 0 0 783 238 167 588 169 Future Volume (vph)32 0 289 0 0 0 0 783 238 167 588 169 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.969 0.967 Flt Protected 0.950 0.950 Satd. Flow (prot)1805 0 1599 0 0 0 0 2046 0 1787 1809 0 Flt Permitted 0.950 0.950 Satd. Flow (perm)1805 0 1599 0 0 0 0 2046 0 1787 1809 0 Link Speed (mph)35 35 35 35 Link Distance (ft)153 463 273 308 Travel Time (s)3.0 9.0 5.3 6.0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%)0%0%1%0%0%0%0%2%2%1%2%0% Adj. Flow (vph)33 0 295 0 0 0 0 799 243 170 600 172 Shared Lane Traffic (%) Lane Group Flow (vph)33 0 295 0 0 0 0 1042 0 170 772 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)36 12 12 12 Link Offset(ft)0 26 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 80.2%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_PMBD Synchro 10 Report Page 7 Intersection Int Delay, s/veh 7.9 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 289 0 0 0 0 783 238 167 588 169 Future Vol, veh/h 32 0 289 0 0 0 0 783 238 167 588 169 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --Free --None Storage Length --0 ------0 -- Veh in Median Storage, #-0 --17747 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, %0 0 1 0 0 0 0 2 2 1 2 0 Mvmt Flow 33 0 295 0 0 0 0 799 243 170 600 172 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1825 -799 -0 -799 0 0 Stage 1 799 -------- Stage 2 1026 -------- Critical Hdwy 6.4 -6.21 ---4.11 -- Critical Hdwy Stg 1 5.4 -------- Critical Hdwy Stg 2 5.4 -------- Follow-up Hdwy 3.5 -3.309 ---2.209 -- Pot Cap-1 Maneuver 86 0 387 0 -0 828 -- Stage 1 446 0 -0 -0 --- Stage 2 349 0 -0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver 68 0 387 ---828 -- Mov Cap-2 Maneuver 68 0 ------- Stage 1 355 0 ------- Stage 2 349 0 ------- Approach NB SE NW HCM Control Delay, s 44.7 0 1.9 HCM LOS E Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h)68 387 828 --- HCM Lane V/C Ratio 0.48 0.762 0.206 --- HCM Control Delay (s)99.5 38.6 10.5 --- HCM Lane LOS F E B --- HCM 95th %tile Q(veh)1.9 6.2 0.8 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_PMBD Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph)815 204 408 664 5 110 Future Volume (vph)815 204 408 664 5 110 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.973 0.871 Flt Protected 0.950 0.998 Satd. Flow (prot)1830 0 1787 1863 1652 0 Flt Permitted 0.950 0.998 Satd. Flow (perm)1830 0 1787 1863 1652 0 Link Speed (mph)35 35 30 Link Distance (ft)94 308 121 Travel Time (s)1.8 6.0 2.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)1%1%1%2%0%0% Adj. Flow (vph)849 213 425 692 5 115 Shared Lane Traffic (%) Lane Group Flow (vph)1062 0 425 692 120 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 95.0%ICU Level of Service F Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_PMBD Synchro 10 Report Page 9 Intersection Int Delay, s/veh 8.7 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 815 204 408 664 5 110 Future Vol, veh/h 815 204 408 664 5 110 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --0 -0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, %1 1 1 2 0 0 Mvmt Flow 849 213 425 692 5 115 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1062 0 2498 956 Stage 1 ----956 - Stage 2 ----1542 - Critical Hdwy --4.11 -6.4 6.2 Critical Hdwy Stg 1 ----5.4 - Critical Hdwy Stg 2 ----5.4 - Follow-up Hdwy --2.209 -3.5 3.3 Pot Cap-1 Maneuver --660 -32 316 Stage 1 ----376 - Stage 2 ----196 - Platoon blocked, %--- Mov Cap-1 Maneuver --660 -11 316 Mov Cap-2 Maneuver ----11 - Stage 1 ----134 - Stage 2 ----196 - Approach NB SB SW HCM Control Delay, s 0 7.5 97.7 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h)--660 -143 HCM Lane V/C Ratio --0.644 -0.838 HCM Control Delay (s)--19.8 -97.7 HCM Lane LOS --C -F HCM 95th %tile Q(veh)--4.7 -5.4 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_PMBD Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)5 982 627 42 37 294 Future Volume (vph)5 982 627 42 37 294 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.992 0.880 Flt Protected 0.994 Satd. Flow (prot)0 1881 1867 0 1662 0 Flt Permitted 0.994 Satd. Flow (perm)0 1881 1867 0 1662 0 Link Speed (mph)35 35 30 Link Distance (ft)158 94 136 Travel Time (s)3.1 1.8 3.1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)0%1%1%0%0%0% Adj. Flow (vph)5 1034 660 44 39 309 Shared Lane Traffic (%) Lane Group Flow (vph)0 1039 704 0 348 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)0 0 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 82.5%ICU Level of Service E Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_PMBD Synchro 10 Report Page 11 Intersection Int Delay, s/veh 18.4 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 982 627 42 37 294 Future Vol, veh/h 5 982 627 42 37 294 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %0 1 1 0 0 0 Mvmt Flow 5 1034 660 44 39 309 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 704 0 -0 1726 682 Stage 1 ----682 - Stage 2 ----1044 - Critical Hdwy 4.1 ---6.4 6.2 Critical Hdwy Stg 1 ----5.4 - Critical Hdwy Stg 2 ----5.4 - Follow-up Hdwy 2.2 ---3.5 3.3 Pot Cap-1 Maneuver 903 ---99 453 Stage 1 ----506 - Stage 2 ----342 - Platoon blocked, %--- Mov Cap-1 Maneuver 903 ---98 453 Mov Cap-2 Maneuver ----98 - Stage 1 ----499 - Stage 2 ----342 - Approach NB SB NE HCM Control Delay, s 0 0 110.7 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h)322 903 --- HCM Lane V/C Ratio 1.082 0.006 --- HCM Control Delay (s)110.7 9 0 -- HCM Lane LOS F A A -- HCM 95th %tile Q(veh)13.2 0 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_PMBD Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)54 936 815 86 53 52 Future Volume (vph)54 936 815 86 53 52 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1805 1881 1881 1583 1770 1615 Flt Permitted 0.236 0.950 Satd. Flow (perm)448 1881 1881 1583 1770 1615 Right Turn on Red Yes Yes Satd. Flow (RTOR)19 54 Link Speed (mph)35 35 30 Link Distance (ft)362 553 354 Travel Time (s)7.1 10.8 8.0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)0%1%1%2%2%0% Adj. Flow (vph)56 975 849 90 55 54 Shared Lane Traffic (%) Lane Group Flow (vph)56 975 849 90 55 54 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)12 12 17 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 0 0 2 2 Detector Template Leading Detector (ft)83 6 0 0 83 83 Trailing Detector (ft)-5 0 0 0 -5 -5 Detector 1 Position(ft)-5 0 0 0 -5 -5 Detector 1 Size(ft)40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 43 Detector 2 Size(ft)40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_PMBD Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s)3.0 10.0 10.0 5.0 5.0 Minimum Split (s)9.0 16.0 16.0 10.0 10.0 Total Split (s)20.0 65.0 45.0 35.0 35.0 Total Split (%)20.0%65.0%45.0%35.0%35.0% Maximum Green (s)14.0 59.0 39.0 30.0 30.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max C-Max None None Act Effct Green (s)83.3 84.5 75.4 100.0 7.7 7.7 Actuated g/C Ratio 0.83 0.84 0.75 1.00 0.08 0.08 v/c Ratio 0.13 0.61 0.60 0.06 0.40 0.31 Control Delay 2.9 5.5 10.2 0.1 52.0 16.8 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 Total Delay 2.9 5.6 10.2 0.1 52.0 16.8 LOS A A B A D B Approach Delay 5.4 9.2 34.5 Approach LOS A A C Queue Length 50th (ft)5 139 255 0 34 0 Queue Length 95th (ft)m14 356 434 0 71 36 Internal Link Dist (ft)282 473 274 Turn Bay Length (ft)100 100 200 Base Capacity (vph)563 1589 1418 1583 531 522 Starvation Cap Reductn 0 49 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.63 0.60 0.06 0.10 0.10 Intersection Summary Area Type:Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 8.7 Intersection LOS: A Intersection Capacity Utilization 62.6%ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_PMBD Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/13/2018 17000360A_PMBD Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 990 793 74 Future Volume (vph)0 0 0 990 793 74 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 Flt Protected Satd. Flow (prot)0 0 0 1881 1860 0 Flt Permitted Satd. Flow (perm)0 0 0 1881 1860 0 Link Speed (mph)30 35 35 Link Distance (ft)297 278 362 Travel Time (s)6.8 5.4 7.1 Confl. Peds. (#/hr)10 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%)0%0%0%1%1%0% Adj. Flow (vph)0 0 0 1010 809 76 Shared Lane Traffic (%) Lane Group Flow (vph)0 0 0 1010 885 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 55.4%ICU Level of Service B Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_PMBD Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)42 5 37 101 11 392 42 556 79 127 660 5 Future Volume (vph)42 5 37 101 11 392 42 556 79 127 660 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft)25 25 50 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.868 0.850 0.981 0.999 Flt Protected 0.950 0.957 0.950 0.950 Satd. Flow (prot)1805 1649 0 0 1802 1583 1805 1845 0 1770 1879 0 Flt Permitted 0.950 0.957 0.297 0.245 Satd. Flow (perm)1805 1649 0 0 1802 1583 564 1845 0 456 1879 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)37 396 7 Link Speed (mph)30 30 35 35 Link Distance (ft)298 262 413 278 Travel Time (s)6.8 6.0 8.0 5.4 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%)0%0%0%1%0%2%0%1%1%2%1%0% Adj. Flow (vph)42 5 37 102 11 396 42 562 80 128 667 5 Shared Lane Traffic (%) Lane Group Flow (vph)42 42 0 0 113 396 42 642 0 128 672 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 Detector Template Left Leading Detector (ft)83 83 20 115 35 83 6 83 6 Trailing Detector (ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft)40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 75 43 43 Detector 2 Size(ft)40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_PMBD Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 4 4 4 5 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s)10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s)35.0 35.0 20.0 20.0 20.0 15.0 30.0 15.0 30.0 Total Split (%)35.0%35.0%20.0%20.0%20.0%15.0%30.0%15.0%30.0% Maximum Green (s)30.0 30.0 14.0 14.0 14.0 9.0 24.0 9.0 24.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s)7.0 7.0 7.0 7.0 Flash Dont Walk (s)12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr)0 0 0 0 Act Effct Green (s)7.0 7.0 9.5 9.5 59.9 54.4 67.1 61.3 Actuated g/C Ratio 0.07 0.07 0.10 0.10 0.60 0.54 0.67 0.61 v/c Ratio 0.33 0.28 0.66 0.78 0.10 0.64 0.31 0.58 Control Delay 50.8 21.3 60.8 15.7 8.4 22.7 5.8 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.8 21.3 60.8 15.7 8.4 22.7 5.8 10.9 LOS D C E B A C A B Approach Delay 36.0 25.7 21.9 10.1 Approach LOS D C C B Queue Length 50th (ft)26 3 71 0 8 271 12 112 Queue Length 95th (ft)59 35 120 88 25 #580 m24 478 Internal Link Dist (ft)218 182 333 198 Turn Bay Length (ft)50 100 250 Base Capacity (vph)541 520 258 566 469 1007 435 1151 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.08 0.44 0.70 0.09 0.64 0.29 0.58 Intersection Summary Area Type:Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 18.8 Intersection LOS: B Intersection Capacity Utilization 76.7%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_PMBD Synchro 10 Report Page 18 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_PMBD Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph)39 0 0 67 91 49 Future Volume (vph)39 0 0 67 91 49 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.953 Flt Protected 0.950 Satd. Flow (prot)1805 0 0 1900 1811 0 Flt Permitted 0.950 Satd. Flow (perm)1805 0 0 1900 1811 0 Link Speed (mph)30 30 30 Link Distance (ft)271 369 263 Travel Time (s)6.2 8.4 6.0 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%)0%0%0%0%0%0% Adj. Flow (vph)46 0 0 80 108 58 Shared Lane Traffic (%) Lane Group Flow (vph)46 0 0 80 166 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 17.8%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_PMBD Synchro 10 Report Page 20 Intersection Int Delay, s/veh 1.6 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 39 0 0 67 91 49 Future Vol, veh/h 39 0 0 67 91 49 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, %0 0 0 0 0 0 Mvmt Flow 46 0 0 80 108 58 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 217 137 166 0 -0 Stage 1 137 ----- Stage 2 80 ----- Critical Hdwy 6.4 6.2 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 --- Pot Cap-1 Maneuver 776 917 1424 --- Stage 1 895 ----- Stage 2 948 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 776 917 1424 --- Mov Cap-2 Maneuver 776 ----- Stage 1 895 ----- Stage 2 948 ----- Approach SE NE SW HCM Control Delay, s 9.9 0 0 HCM LOS A Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h)1424 -776 -- HCM Lane V/C Ratio --0.06 -- HCM Control Delay (s)0 -9.9 -- HCM Lane LOS A -A -- HCM 95th %tile Q(veh)0 -0.2 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_PMBD Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)51 138 481 51 107 481 Future Volume (vph)51 138 481 51 107 481 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-3%-1%0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.902 0.987 Flt Protected 0.987 0.991 Satd. Flow (prot)1708 0 1851 0 0 1853 Flt Permitted 0.987 0.991 Satd. Flow (perm)1708 0 1851 0 0 1853 Link Speed (mph)30 35 35 Link Distance (ft)838 844 1802 Travel Time (s)19.0 16.4 35.1 Confl. Peds. (#/hr)1 1 1 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)2%0%2%0%0%2% Adj. Flow (vph)53 142 496 53 110 496 Shared Lane Traffic (%) Lane Group Flow (vph)195 0 549 0 0 606 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 81.1%ICU Level of Service D Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_PMBD Synchro 10 Report Page 22 Intersection Int Delay, s/veh 4.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 51 138 481 51 107 481 Future Vol, veh/h 51 138 481 51 107 481 Conflicting Peds, #/hr 1 1 0 1 1 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %-3 --1 --0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, %2 0 2 0 0 2 Mvmt Flow 53 142 496 53 110 496 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1241 525 0 0 550 0 Stage 1 524 ----- Stage 2 717 ----- Critical Hdwy 5.82 5.9 --4.1 - Critical Hdwy Stg 1 4.82 ----- Critical Hdwy Stg 2 4.82 ----- Follow-up Hdwy 3.518 3.3 --2.2 - Pot Cap-1 Maneuver 238 581 --1030 - Stage 1 648 ----- Stage 2 545 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 202 580 --1029 - Mov Cap-2 Maneuver 202 ----- Stage 1 551 ----- Stage 2 544 ----- Approach WB NB SB HCM Control Delay, s 23.6 0 1.6 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--385 1029 - HCM Lane V/C Ratio --0.506 0.107 - HCM Control Delay (s)--23.6 8.9 0 HCM Lane LOS --C A A HCM 95th %tile Q(veh)--2.8 0.4 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_PMBD Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)68 70 77 547 485 86 Future Volume (vph)68 70 77 547 485 86 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 15 12 12 12 12 Grade (%)0%1%-1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.980 Flt Protected 0.976 0.994 Satd. Flow (prot)1882 0 0 1847 1850 0 Flt Permitted 0.976 0.994 Satd. Flow (perm)1882 0 0 1847 1850 0 Link Speed (mph)30 35 35 Link Distance (ft)470 561 698 Travel Time (s)10.7 10.9 13.6 Confl. Peds. (#/hr)2 2 2 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%)0%2%0%2%1%2% Adj. Flow (vph)69 71 79 558 495 88 Shared Lane Traffic (%) Lane Group Flow (vph)140 0 0 637 583 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)15 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 82.3%ICU Level of Service E Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_PMBD Synchro 10 Report Page 24 Intersection Int Delay, s/veh 4.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 68 70 77 547 485 86 Future Vol, veh/h 68 70 77 547 485 86 Conflicting Peds, #/hr 2 2 2 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --1 -1 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, %0 2 0 2 1 2 Mvmt Flow 69 71 79 558 495 88 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1259 543 585 0 -0 Stage 1 541 ----- Stage 2 718 ----- Critical Hdwy 6.4 6.22 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.318 2.2 --- Pot Cap-1 Maneuver 190 540 1000 --- Stage 1 588 ----- Stage 2 487 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 167 538 998 --- Mov Cap-2 Maneuver 167 ----- Stage 1 519 ----- Stage 2 486 ----- Approach EB NB SB HCM Control Delay, s 34.8 1.1 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)998 -257 -- HCM Lane V/C Ratio 0.079 -0.548 -- HCM Control Delay (s)8.9 0 34.8 -- HCM Lane LOS A A D -- HCM 95th %tile Q(veh)0.3 -3 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_PMBD Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)11 231 90 5 241 164 Future Volume (vph)11 231 90 5 241 164 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)13 13 11 11 12 12 Grade (%)0%-1%-3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 0.992 Flt Protected 0.998 0.971 Satd. Flow (prot)1691 0 1814 0 0 1847 Flt Permitted 0.998 0.971 Satd. Flow (perm)1691 0 1814 0 0 1847 Link Speed (mph)30 30 30 Link Distance (ft)73 545 349 Travel Time (s)1.7 12.4 7.9 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%)0%1%1%0%1%2% Adj. Flow (vph)13 263 102 6 274 186 Shared Lane Traffic (%) Lane Group Flow (vph)276 0 108 0 0 460 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)13 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 50.2%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_PMBD Synchro 10 Report Page 26 Intersection Int Delay, s/veh 6.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 11 231 90 5 241 164 Future Vol, veh/h 11 231 90 5 241 164 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 --1 ---3 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, %0 1 1 0 1 2 Mvmt Flow 13 263 102 6 274 186 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 839 105 0 0 108 0 Stage 1 105 ----- Stage 2 734 ----- Critical Hdwy 6.4 6.21 --4.11 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.309 --2.209 - Pot Cap-1 Maneuver 339 952 --1489 - Stage 1 924 ----- Stage 2 478 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 270 952 --1489 - Mov Cap-2 Maneuver 270 ----- Stage 1 735 ----- Stage 2 478 ----- Approach WB NB SB HCM Control Delay, s 11.2 0 4.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--854 1489 - HCM Lane V/C Ratio --0.322 0.184 - HCM Control Delay (s)--11.2 8 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--1.4 0.7 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix 900 KING STREET _______________________________________________________________________________ APPENDIX E TRAFFIC COUNT DATA SENIOR LEARNING COMMUNITY AT PURCHASE COLLEGE, PURCHASE, NY - (#876.000) FIELD DATA SUMMARY - Anderson Hill Road at King Street Wednesday Eastbound - Anderson Hill Road Westbound Northbound - King Street Southbound - King Street Last 4 16-Mar-16 Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Total Quarters 6:00 AM 6:15 AM 1 0 2 3 0 0 0 0 11 31 0 42 0 33 2 35 80 6:15 AM 6:30 AM 0 0 5 5 0 0 0 0 18 44 0 62 0 41 4 45 112 6:30 AM 6:45 AM 10 0 12 22 0 0 0 0 23 78 0 101 0 56 4 60 183 6:45 AM 7:00 AM 15 0 6 21 0 0 0 0 21 100 0 121 0 62 8 70 212 587 7:00 AM 7:15 AM 15 0 16 31 0 0 0 0 17 92 0 109 0 81 8 89 229 736 7:15 AM 7:30 AM 24 0 9 33 0 0 0 0 20 117 0 137 0 119 18 137 307 931 7:30 AM 7:45 AM 33 0 19 52 0 0 0 0 35 146 0 181 0 142 19 161 394 1,142 7:45 AM 8:00 AM 35 0 26 61 0 0 0 0 37 206 0 243 0 127 24 151 455 1,385 8:00 AM 8:15 AM 41 0 19 60 0 0 0 0 45 186 0 231 0 164 21 185 476 1,632 8:15 AM 8:30 AM 36 0 18 54 0 0 0 0 29 198 0 227 0 131 16 147 428 1,753 8:30 AM 8:45 AM 25 0 22 47 0 0 0 0 40 149 0 189 0 105 19 124 360 1,719 8:45 AM 9:00 AM 32 0 33 65 0 0 0 0 38 133 0 171 0 107 33 140 376 1,640 9:00 AM 9:15 AM 30 0 31 61 0 0 0 0 39 136 0 175 0 103 31 134 370 1,534 9:15 AM 9:30 AM 26 0 26 52 0 0 0 0 31 82 0 113 0 101 26 127 292 1,398 9:30 AM 9:45 AM 25 0 27 52 0 0 0 0 27 67 0 94 0 99 27 126 272 1,310 9:45 AM 10:00 AM 22 0 24 46 0 0 0 0 23 69 0 92 0 85 30 115 253 1,187 123 0 104 227 0 0 0 0 146 616 0 762 0 446 99 545 1,534 Peak Hour Factor 0.87 #DIV/0!0.84 0.93 0.90 2:00 PM 2:15 PM 25 0 29 54 0 0 0 0 30 74 0 104 0 103 18 121 279 2:15 PM 2:30 PM 21 0 33 54 0 0 0 0 26 79 0 105 0 96 20 116 275 2:30 PM 2:45 PM 16 0 40 56 0 0 0 0 22 113 0 135 0 93 20 113 304 2:45 PM 3:00 PM 15 0 32 47 0 0 0 0 25 121 0 146 0 105 19 124 317 1,175 3:00 PM 3:15 PM 20 0 37 57 0 0 0 0 30 124 0 154 0 124 21 145 356 1,252 3:15 PM 3:30 PM 21 0 33 54 0 0 0 0 28 109 0 137 0 156 24 180 371 1,348 3:30 PM 3:45 PM 19 0 35 54 0 0 0 0 27 101 0 128 0 189 28 217 399 1,443 3:45 PM 4:00 PM 19 0 41 60 0 0 0 0 29 99 0 128 0 198 30 228 416 1,542 4:00 PM 4:15 PM 20 0 39 59 0 0 0 0 30 102 0 132 0 195 29 224 415 1,601 4:15 PM 4:30 PM 17 0 40 57 0 0 0 0 29 108 0 137 0 132 34 166 360 1,590 4:30 PM 4:45 PM 18 0 38 56 0 0 0 0 29 106 0 135 0 141 31 172 363 1,554 4:45 PM 5:00 PM 25 0 44 69 0 0 0 0 28 112 0 140 0 193 30 223 432 1,570 5:00 PM 5:15 PM 30 0 51 81 0 0 0 0 34 118 0 152 0 209 35 244 477 1,632 5:15 PM 5:30 PM 24 0 40 64 0 0 0 0 29 109 0 138 0 218 31 249 451 1,723 5:30 PM 5:45 PM 30 0 44 74 0 0 0 0 44 106 0 150 0 142 34 176 400 1,760 5:45 PM 6:00 PM 28 0 42 70 0 0 0 0 41 112 0 153 0 139 33 172 395 1,723 112 0 177 289 0 0 0 0 148 445 0 593 0 708 133 841 1,723 Peak Hour Factor 0.89 #DIV/0!0.97 0.84 0.90 Saturday Eastbound - Anderson Hill Road Westbound Northbound - King Street Southbound - King Street Last 4 2-Apr-16 Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Total Quarters 10:00 AM 10:15 AM 7 0 13 20 0 0 0 0 16 41 0 57 0 71 5 76 153 10:15 AM 10:30 AM 8 0 15 23 0 0 0 0 18 44 0 62 0 74 7 81 166 10:30 AM 10:45 AM 13 0 22 35 0 0 0 0 18 59 0 77 0 76 10 86 198 10:45 AM 11:00 AM 9 0 20 29 0 0 0 0 21 61 0 82 0 87 11 98 209 726 11:00 AM 11:15 AM 10 0 18 28 0 0 0 0 26 64 0 90 0 91 13 104 222 795 11:15 AM 11:30 AM 8 0 15 23 0 0 0 0 20 69 0 89 0 96 11 107 219 848 11:30 AM 11:45 AM 6 0 14 20 0 0 0 0 19 71 0 90 0 89 12 101 211 861 11:45 AM 12:00 PM 8 0 20 28 0 0 0 0 21 68 0 89 0 91 15 106 223 875 12:00 PM 12:15 PM 9 0 22 31 0 0 0 0 26 63 0 89 0 90 17 107 227 880 12:15 PM 12:30 PM 7 0 20 27 0 0 0 0 29 68 0 97 0 97 15 112 236 897 12:30 PM 12:45 PM 8 0 15 23 0 0 0 0 32 70 0 102 0 101 16 117 242 928 12:45 PM 1:00 PM 10 0 18 28 0 0 0 0 24 79 0 103 0 98 15 113 244 949 1:00 PM 1:15 PM 13 0 20 33 0 0 0 0 10 85 0 95 0 93 17 110 238 960 1:15 PM 1:30 PM 12 0 21 33 0 0 0 0 11 79 0 90 0 89 16 105 228 952 1:30 PM 1:45 PM 11 0 24 35 0 0 0 0 14 72 0 86 0 82 15 97 218 928 1:45 PM 2:00 PM 10 0 19 29 0 0 0 0 18 77 0 95 0 86 15 101 225 909460841300000533130366035063413909 0.93 #DIV/0!0.96 0.94 0.95 AM Peak Hour Vol. PM Peak Hour Vol. SAT Peak Hour Vol. Peak Hour Factor Frederick P. Clark Associates, Inc. 8/2/2017 G:\876.000 SUNY Purchase College, Sr. Learning Ctr\Excel Files\sun16-001.stc.xls File Name : 9-KING_ST_AT_ANDERSON_HILL_RD_490837_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South ANDERSON HILL RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 5 99 0 0 104 0 0 0 0 0 0 88 18 0 106 5 0 13 0 18 228 07:15 AM 13 104 0 0 117 0 0 0 0 0 0 141 23 0 164 21 0 21 0 42 323 07:30 AM 17 176 0 0 193 0 0 0 0 0 0 155 33 0 188 17 0 23 0 40 421 07:45 AM 26 146 0 0 172 0 0 0 0 0 0 176 26 0 202 16 0 36 0 52 426 Total 61 525 0 0 586 0 0 0 0 0 0 560 100 0 660 59 0 93 0 152 1398 08:00 AM 24 156 0 0 180 0 0 0 0 0 0 144 29 0 173 20 0 33 0 53 406 08:15 AM 28 134 0 0 162 0 0 0 0 0 0 118 46 0 164 17 0 27 0 44 370 08:30 AM 22 87 0 0 109 0 0 0 0 0 0 126 45 0 171 26 0 22 0 48 328 08:45 AM 28 101 0 0 129 0 0 0 0 0 0 148 42 0 190 19 0 22 0 41 360 Total 102 478 0 0 580 0 0 0 0 0 0 536 162 0 698 82 0 104 0 186 1464 09:00 AM 17 98 0 0 115 0 0 0 0 0 0 113 49 0 162 16 0 21 0 37 314 09:15 AM 16 89 0 0 105 0 0 0 0 0 0 76 28 0 104 17 0 12 0 29 238 09:30 AM 17 62 0 0 79 0 0 0 0 0 0 81 37 0 118 20 0 19 0 39 236 09:45 AM 13 68 0 0 81 0 0 0 0 0 0 70 24 0 94 14 0 17 0 31 206 Total 63 317 0 0 380 0 0 0 0 0 0 340 138 0 478 67 0 69 0 136 994 Grand Total 226 1320 0 0 1546 0 0 0 0 0 0 1436 400 0 1836 208 0 266 0 474 3856 Apprch %14.6 85.4 0 0 0 0 0 0 0 78.2 21.8 0 43.9 0 56.1 0 Total %5.9 34.2 0 0 40.1 0 0 0 0 0 0 37.2 10.4 0 47.6 5.4 0 6.9 0 12.3 Lights 194 1243 0 0 1437 0 0 0 0 0 0 1355 394 0 1749 184 0 232 0 416 3602 % Lights 85.8 94.2 0 0 92.9 0 0 0 0 0 0 94.4 98.5 0 95.3 88.5 0 87.2 0 87.8 93.4 Buses 29 52 0 0 81 0 0 0 0 0 0 55 1 0 56 5 0 25 0 30 167 % Buses 12.8 3.9 0 0 5.2 0 0 0 0 0 0 3.8 0.2 0 3.1 2.4 0 9.4 0 6.3 4.3 Trucks 3 25 0 0 28 0 0 0 0 0 0 26 5 0 31 19 0 9 0 28 87 % Trucks 1.3 1.9 0 0 1.8 0 0 0 0 0 0 1.8 1.2 0 1.7 9.1 0 3.4 0 5.9 2.3 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 9-KING_ST_AT_ANDERSON_HILL_RD_490837_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 KING ST From North From East KING ST From South ANDERSON HILL RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 17 176 0 0 193 0 0 0 0 0 0 155 33 0 188 17 0 23 0 40 421 07:45 AM 26 146 0 0 172 0 0 0 0 0 0 176 26 0 202 16 0 36 0 52 426 08:00 AM 24 156 0 0 180 0 0 0 0 0 0 144 29 0 173 20 0 33 0 53 406 08:15 AM 28 134 0 0 162 0 0 0 0 0 0 118 46 0 164 17 0 27 0 44 370 Total Volume 95 612 0 0 707 0 0 0 0 0 0 593 134 0 727 70 0 119 0 189 1623 % App. Total 13.4 86.6 0 0 0 0 0 0 0 81.6 18.4 0 37 0 63 0 PHF .848 .869 .000 .000 .916 .000 .000 .000 .000 .000 .000 .842 .728 .000 .900 .875 .000 .826 .000 .892 .952 Lights 85 576 0 0 661 0 0 0 0 0 0 553 132 0 685 59 0 102 0 161 1507 % Lights 89.5 94.1 0 0 93.5 0 0 0 0 0 0 93.3 98.5 0 94.2 84.3 0 85.7 0 85.2 92.9 Buses 9 30 0 0 39 0 0 0 0 0 0 34 1 0 35 4 0 11 0 15 89 % Buses 9.5 4.9 0 0 5.5 0 0 0 0 0 0 5.7 0.7 0 4.8 5.7 0 9.2 0 7.9 5.5 Trucks 1 6 0 0 7 0 0 0 0 0 0 6 1 0 7 7 0 6 0 13 27 % Trucks 1.1 1.0 0 0 1.0 0 0 0 0 0 0 1.0 0.7 0 1.0 10.0 0 5.0 0 6.9 1.7 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 9-KING_ST_AT_ANDERSON_HILL_RD_490837_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South ANDERSON HILL RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 10:00 AM 21 54 0 0 75 0 0 0 0 0 0 51 24 0 75 19 0 14 0 33 183 10:15 AM 5 87 0 0 92 0 0 0 0 0 0 80 17 0 97 20 0 14 0 34 223 10:30 AM 10 73 0 0 83 0 0 0 0 0 0 53 19 0 72 14 0 8 0 22 177 10:45 AM 12 67 0 0 79 0 0 0 0 0 0 58 12 0 70 14 0 15 0 29 178 Total 48 281 0 0 329 0 0 0 0 0 0 242 72 0 314 67 0 51 0 118 761 11:00 AM 8 50 0 0 58 0 0 0 0 0 0 56 17 0 73 13 0 8 0 21 152 11:15 AM 13 83 0 0 96 0 0 0 0 0 0 50 15 0 65 16 0 7 0 23 184 11:30 AM 5 62 0 0 67 0 0 0 0 0 0 48 18 0 66 14 0 9 0 23 156 11:45 AM 21 71 0 0 92 0 0 0 0 0 0 53 17 0 70 21 0 18 0 39 201 Total 47 266 0 0 313 0 0 0 0 0 0 207 67 0 274 64 0 42 0 106 693 12:00 PM 16 62 0 0 78 0 0 0 0 0 0 58 13 0 71 19 0 16 0 35 184 12:15 PM 13 67 0 0 80 0 0 0 0 0 0 68 16 0 84 19 0 10 0 29 193 12:30 PM 21 49 0 0 70 0 0 0 0 0 0 65 10 0 75 38 0 20 0 58 203 12:45 PM 10 69 0 0 79 0 0 0 0 0 0 60 27 0 87 17 0 15 0 32 198 Total 60 247 0 0 307 0 0 0 0 0 0 251 66 0 317 93 0 61 0 154 778 01:00 PM 14 72 0 0 86 0 0 0 0 0 0 80 18 0 98 14 0 8 0 22 206 01:15 PM 9 61 0 0 70 0 0 0 0 0 0 67 19 0 86 20 0 18 0 38 194 01:30 PM 16 68 0 0 84 0 0 0 0 0 0 75 17 0 92 19 0 21 0 40 216 01:45 PM 12 63 0 0 75 0 0 0 0 0 0 67 19 0 86 19 0 15 0 34 195 Total 51 264 0 0 315 0 0 0 0 0 0 289 73 0 362 72 0 62 0 134 811 02:00 PM 7 80 0 0 87 0 0 0 0 0 0 66 16 0 82 23 0 17 0 40 209 02:15 PM 11 89 0 0 100 0 0 0 0 0 0 81 15 0 96 23 0 16 0 39 235 02:30 PM 21 106 0 0 127 0 0 0 0 0 0 102 43 0 145 26 0 23 0 49 321 02:45 PM 21 104 0 0 125 0 0 0 0 0 0 122 16 0 138 26 0 13 0 39 302 Total 60 379 0 0 439 0 0 0 0 0 0 371 90 0 461 98 0 69 0 167 1067 03:00 PM 19 122 0 0 141 0 0 0 0 0 0 117 17 0 134 28 0 13 0 41 316 03:15 PM 21 135 0 0 156 0 0 0 0 0 0 164 25 0 189 20 0 14 0 34 379 03:30 PM 24 158 0 0 182 0 0 0 0 0 0 100 11 0 111 34 0 25 0 59 352 03:45 PM 29 180 0 0 209 0 0 0 0 0 0 116 21 0 137 34 0 10 0 44 390 Total 93 595 0 0 688 0 0 0 0 0 0 497 74 0 571 116 0 62 0 178 1437 Grand Total 359 2032 0 0 2391 0 0 0 0 0 0 1857 442 0 2299 510 0 347 0 857 5547 Apprch %15 85 0 0 0 0 0 0 0 80.8 19.2 0 59.5 0 40.5 0 Total %6.5 36.6 0 0 43.1 0 0 0 0 0 0 33.5 8 0 41.4 9.2 0 6.3 0 15.4 Lights 306 1944 0 0 2250 0 0 0 0 0 0 1759 426 0 2185 483 0 300 0 783 5218 % Lights 85.2 95.7 0 0 94.1 0 0 0 0 0 0 94.7 96.4 0 95 94.7 0 86.5 0 91.4 94.1 Buses 31 52 0 0 83 0 0 0 0 0 0 55 4 0 59 8 0 34 0 42 184 % Buses 8.6 2.6 0 0 3.5 0 0 0 0 0 0 3 0.9 0 2.6 1.6 0 9.8 0 4.9 3.3 Trucks 22 36 0 0 58 0 0 0 0 0 0 43 12 0 55 19 0 13 0 32 145 % Trucks 6.1 1.8 0 0 2.4 0 0 0 0 0 0 2.3 2.7 0 2.4 3.7 0 3.7 0 3.7 2.6 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 9-KING_ST_AT_ANDERSON_HILL_RD_490837_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North From East KING ST From South ANDERSON HILL RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 10:00 AM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:00 PM 03:00 PM 19 122 0 0 141 0 0 0 0 0 0 117 17 0 134 28 0 13 0 41 316 03:15 PM 21 135 0 0 156 0 0 0 0 0 0 164 25 0 189 20 0 14 0 34 379 03:30 PM 24 158 0 0 182 0 0 0 0 0 0 100 11 0 111 34 0 25 0 59 352 03:45 PM 29 180 0 0 209 0 0 0 0 0 0 116 21 0 137 34 0 10 0 44 390 Total Volume 93 595 0 0 688 0 0 0 0 0 0 497 74 0 571 116 0 62 0 178 1437 % App. Total 13.5 86.5 0 0 0 0 0 0 0 87 13 0 65.2 0 34.8 0 PHF .802 .826 .000 .000 .823 .000 .000 .000 .000 .000 .000 .758 .740 .000 .755 .853 .000 .620 .000 .754 .921 Lights 79 558 0 0 637 0 0 0 0 0 0 462 71 0 533 108 0 56 0 164 1334 % Lights 84.9 93.8 0 0 92.6 0 0 0 0 0 0 93.0 95.9 0 93.3 93.1 0 90.3 0 92.1 92.8 Buses 9 35 0 0 44 0 0 0 0 0 0 30 1 0 31 6 0 6 0 12 87 % Buses 9.7 5.9 0 0 6.4 0 0 0 0 0 0 6.0 1.4 0 5.4 5.2 0 9.7 0 6.7 6.1 Trucks 5 2 0 0 7 0 0 0 0 0 0 5 2 0 7 2 0 0 0 2 16 % Trucks 5.4 0.3 0 0 1.0 0 0 0 0 0 0 1.0 2.7 0 1.2 1.7 0 0 0 1.1 1.1 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 9-KING_ST_AT_ANDERSON_HILL_RD_490837_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South ANDERSON HILL RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 22 159 0 0 181 0 0 0 0 0 0 97 26 0 123 31 0 18 0 49 353 04:15 PM 17 119 0 1 137 0 0 0 0 0 0 91 32 0 123 29 0 18 0 47 307 04:30 PM 22 116 0 0 138 0 0 0 0 0 0 99 30 0 129 23 0 26 0 49 316 04:45 PM 19 156 0 0 175 0 0 0 0 0 0 109 30 0 139 33 0 17 0 50 364 Total 80 550 0 1 631 0 0 0 0 0 0 396 118 0 514 116 0 79 0 195 1340 05:00 PM 26 176 0 0 202 0 0 0 0 0 0 98 24 0 122 54 0 24 0 78 402 05:15 PM 22 149 0 0 171 0 0 0 0 0 0 106 26 0 132 44 0 33 0 77 380 05:30 PM 27 132 0 0 159 0 0 0 0 0 0 109 16 0 125 46 0 19 0 65 349 05:45 PM 18 151 0 0 169 0 0 0 0 0 0 106 29 0 135 24 0 24 0 48 352 Total 93 608 0 0 701 0 0 0 0 0 0 419 95 0 514 168 0 100 0 268 1483 06:00 PM 17 146 0 0 163 0 0 0 0 0 0 102 16 0 118 41 0 21 0 62 343 06:15 PM 18 122 0 0 140 0 0 0 0 0 0 90 27 0 117 37 0 22 0 59 316 06:30 PM 11 89 0 0 100 0 0 0 0 0 0 64 17 0 81 29 0 17 0 46 227 06:45 PM 13 59 0 0 72 0 0 0 0 0 0 76 15 0 91 35 0 11 0 46 209 Total 59 416 0 0 475 0 0 0 0 0 0 332 75 0 407 142 0 71 0 213 1095 Grand Total 232 1574 0 1 1807 0 0 0 0 0 0 1147 288 0 1435 426 0 250 0 676 3918 Apprch %12.8 87.1 0 0.1 0 0 0 0 0 79.9 20.1 0 63 0 37 0 Total %5.9 40.2 0 0 46.1 0 0 0 0 0 0 29.3 7.4 0 36.6 10.9 0 6.4 0 17.3 Lights 219 1550 0 0 1769 0 0 0 0 0 0 1122 276 0 1398 419 0 242 0 661 3828 % Lights 94.4 98.5 0 0 97.9 0 0 0 0 0 0 97.8 95.8 0 97.4 98.4 0 96.8 0 97.8 97.7 Buses 9 14 0 0 23 0 0 0 0 0 0 16 1 0 17 3 0 7 0 10 50 % Buses 3.9 0.9 0 0 1.3 0 0 0 0 0 0 1.4 0.3 0 1.2 0.7 0 2.8 0 1.5 1.3 Trucks 4 10 0 0 14 0 0 0 0 0 0 9 11 0 20 4 0 1 0 5 39 % Trucks 1.7 0.6 0 0 0.8 0 0 0 0 0 0 0.8 3.8 0 1.4 0.9 0 0.4 0 0.7 1 Pedestrians 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 % Pedestrians 0 0 0 100 0.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 9-KING_ST_AT_ANDERSON_HILL_RD_490837_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 KING ST From North From East KING ST From South ANDERSON HILL RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 19 156 0 0 175 0 0 0 0 0 0 109 30 0 139 33 0 17 0 50 364 05:00 PM 26 176 0 0 202 0 0 0 0 0 0 98 24 0 122 54 0 24 0 78 402 05:15 PM 22 149 0 0 171 0 0 0 0 0 0 106 26 0 132 44 0 33 0 77 380 05:30 PM 27 132 0 0 159 0 0 0 0 0 0 109 16 0 125 46 0 19 0 65 349 Total Volume 94 613 0 0 707 0 0 0 0 0 0 422 96 0 518 177 0 93 0 270 1495 % App. Total 13.3 86.7 0 0 0 0 0 0 0 81.5 18.5 0 65.6 0 34.4 0 PHF .870 .871 .000 .000 .875 .000 .000 .000 .000 .000 .000 .968 .800 .000 .932 .819 .000 .705 .000 .865 .930 Lights 89 603 0 0 692 0 0 0 0 0 0 413 92 0 505 174 0 89 0 263 1460 % Lights 94.7 98.4 0 0 97.9 0 0 0 0 0 0 97.9 95.8 0 97.5 98.3 0 95.7 0 97.4 97.7 Buses 4 5 0 0 9 0 0 0 0 0 0 4 0 0 4 2 0 4 0 6 19 % Buses 4.3 0.8 0 0 1.3 0 0 0 0 0 0 0.9 0 0 0.8 1.1 0 4.3 0 2.2 1.3 Trucks 1 5 0 0 6 0 0 0 0 0 0 5 4 0 9 1 0 0 0 1 16 % Trucks 1.1 0.8 0 0 0.8 0 0 0 0 0 0 1.2 4.2 0 1.7 0.6 0 0 0 0.4 1.1 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 7-KING_ST_AT_HUTCHINSON_RIVER_PKWY_MERRIT_PKWY_SB_ON_OFF_RAMP_395044_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians HUTCHINSON RIVER PKWY/MERRITT PKWY SB ON RAMP From North KING ST From East HUTCHINSON RIVER PKWY/MERRITT PKWY SB OFF RAMP From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Left Thru Right Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 0 0 0 0 18 76 0 0 94 3 0 44 1 48 0 101 0 0 101 243 07:15 AM 0 0 0 1 1 33 119 0 0 152 0 0 41 1 42 0 136 0 0 136 331 07:30 AM 0 0 0 0 0 41 129 0 0 170 1 0 57 0 58 0 195 0 0 195 423 07:45 AM 0 0 0 0 0 31 142 0 0 173 1 0 85 0 86 0 189 0 0 189 448 Total 0 0 0 1 1 123 466 0 0 589 5 0 227 2 234 0 621 0 0 621 1445 08:00 AM 0 0 0 0 0 40 138 0 0 178 0 0 61 0 61 0 206 0 0 206 445 08:15 AM 0 0 0 0 0 44 142 0 0 186 3 0 51 0 54 0 223 1 0 224 464 08:30 AM 0 0 0 0 0 37 147 0 0 184 0 0 54 0 54 0 135 0 0 135 373 08:45 AM 0 0 0 0 0 34 136 0 0 170 0 0 41 0 41 0 127 0 0 127 338 Total 0 0 0 0 0 155 563 0 0 718 3 0 207 0 210 0 691 1 0 692 1620 09:00 AM 0 0 0 0 0 23 101 0 0 124 0 0 44 0 44 0 134 0 0 134 302 09:15 AM 0 0 0 0 0 39 98 0 0 137 1 0 45 0 46 0 122 0 0 122 305 Grand Total 0 0 0 1 1 340 1228 0 0 1568 9 0 523 2 534 0 1568 1 0 1569 3672 Apprch %0 0 0 100 21.7 78.3 0 0 1.7 0 97.9 0.4 0 99.9 0.1 0 Total %0 0 0 0 0 9.3 33.4 0 0 42.7 0.2 0 14.2 0.1 14.5 0 42.7 0 0 42.7 Lights 0 0 0 0 0 329 1155 0 0 1484 7 0 518 0 525 0 1479 1 0 1480 3489 % Lights 0 0 0 0 0 96.8 94.1 0 0 94.6 77.8 0 99 0 98.3 0 94.3 100 0 94.3 95 Buses 0 0 0 0 0 11 41 0 0 52 0 0 3 0 3 0 62 0 0 62 117 % Buses 0 0 0 0 0 3.2 3.3 0 0 3.3 0 0 0.6 0 0.6 0 4 0 0 4 3.2 Trucks 0 0 0 0 0 0 32 0 0 32 2 0 2 0 4 0 27 0 0 27 63 % Trucks 0 0 0 0 0 0 2.6 0 0 2 22.2 0 0.4 0 0.7 0 1.7 0 0 1.7 1.7 Pedestrians 0 0 0 1 1 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0 3 % Pedestrians 0 0 0 100 100 0 0 0 0 0 0 0 0 100 0.4 0 0 0 0 0 0.1 Maser Consulting 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty through Client Satisfaction File Name : 7-KING_ST_AT_HUTCHINSON_RIVER_PKWY_MERRIT_PKWY_SB_ON_OFF_RAMP_395044_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 HUTCHINSON RIVER PKWY/MERRITT PKWY SB ON RAMP From North KING ST From East HUTCHINSON RIVER PKWY/MERRITT PKWY SB OFF RAMP From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Left Thru Right Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 41 129 0 0 170 1 0 57 0 58 0 195 0 0 195 423 07:45 AM 0 0 0 0 0 31 142 0 0 173 1 0 85 0 86 0 189 0 0 189 448 08:00 AM 0 0 0 0 0 40 138 0 0 178 0 0 61 0 61 0 206 0 0 206 445 08:15 AM 0 0 0 0 0 44 142 0 0 186 3 0 51 0 54 0 223 1 0 224 464 Total Volume 0 0 0 0 0 156 551 0 0 707 5 0 254 0 259 0 813 1 0 814 1780 % App. Total 0 0 0 0 22.1 77.9 0 0 1.9 0 98.1 0 0 99.9 0.1 0 PHF .000 .000 .000 .000 .000 .886 .970 .000 .000 .950 .417 .000 .747 .000 .753 .000 .911 .250 .000 .908 .959 Lights 0 0 0 0 0 149 519 0 0 668 4 0 250 0 254 0 773 1 0 774 1696 % Lights 0 0 0 0 0 95.5 94.2 0 0 94.5 80.0 0 98.4 0 98.1 0 95.1 100 0 95.1 95.3 Buses 0 0 0 0 0 7 25 0 0 32 0 0 3 0 3 0 33 0 0 33 68 % Buses 0 0 0 0 0 4.5 4.5 0 0 4.5 0 0 1.2 0 1.2 0 4.1 0 0 4.1 3.8 Trucks 0 0 0 0 0 0 7 0 0 7 1 0 1 0 2 0 7 0 0 7 16 % Trucks 0 0 0 0 0 0 1.3 0 0 1.0 20.0 0 0.4 0 0.8 0 0.9 0 0 0.9 0.9 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty through Client Satisfaction File Name : 7-KING_ST_AT_HRP_SB_OFF_RAMP_490835_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North HRP SB OFF RAMP From East KING ST From South From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 10:00 AM 0 94 0 0 94 29 0 0 0 29 0 55 0 0 55 0 0 0 0 0 178 10:15 AM 0 117 0 0 117 30 0 1 0 31 0 73 0 0 73 0 0 0 0 0 221 10:30 AM 0 101 0 0 101 13 0 1 0 14 0 63 0 0 63 0 0 0 0 0 178 10:45 AM 0 94 0 0 94 23 0 1 2 26 0 61 0 0 61 0 0 0 0 0 181 Total 0 406 0 0 406 95 0 3 2 100 0 252 0 0 252 0 0 0 0 0 758 11:00 AM 0 73 0 0 73 10 0 0 0 10 0 69 0 0 69 0 0 0 0 0 152 11:15 AM 0 95 0 1 96 18 0 0 0 18 0 56 0 0 56 0 0 0 0 0 170 11:30 AM 0 92 0 0 92 14 0 1 0 15 0 61 0 0 61 0 0 0 0 0 168 11:45 AM 0 100 0 0 100 17 0 1 0 18 0 61 0 0 61 0 0 0 0 0 179 Total 0 360 0 1 361 59 0 2 0 61 0 247 0 0 247 0 0 0 0 0 669 12:00 PM 0 93 0 0 93 15 0 1 0 16 0 68 0 0 68 0 0 0 0 0 177 12:15 PM 0 88 0 0 88 13 0 0 0 13 0 80 0 0 80 0 0 0 0 0 181 12:30 PM 0 99 0 0 99 14 0 1 0 15 0 65 0 0 65 0 0 0 0 0 179 12:45 PM 0 91 0 0 91 17 0 0 0 17 0 79 0 0 79 0 0 0 0 0 187 Total 0 371 0 0 371 59 0 2 0 61 0 292 0 0 292 0 0 0 0 0 724 01:00 PM 0 91 0 0 91 22 0 1 0 23 0 80 0 0 80 0 0 0 0 0 194 01:15 PM 0 81 0 0 81 17 0 0 0 17 0 81 0 0 81 0 0 0 0 0 179 01:30 PM 0 92 0 0 92 20 0 0 0 20 0 83 0 0 83 0 0 0 0 0 195 01:45 PM 0 97 0 0 97 15 0 0 0 15 0 72 0 0 72 0 0 0 0 0 184 Total 0 361 0 0 361 74 0 1 0 75 0 316 0 0 316 0 0 0 0 0 752 02:00 PM 0 102 0 0 102 30 0 0 0 30 0 61 0 0 61 0 0 0 0 0 193 02:15 PM 0 117 0 0 117 18 0 1 0 19 0 87 0 0 87 0 0 0 0 0 223 02:30 PM 0 149 0 0 149 35 0 0 0 35 0 123 0 0 123 0 0 0 0 0 307 02:45 PM 0 130 0 0 130 35 0 0 0 35 0 119 0 0 119 0 0 0 0 0 284 Total 0 498 0 0 498 118 0 1 0 119 0 390 0 0 390 0 0 0 0 0 1007 03:00 PM 0 170 0 0 170 36 0 0 0 36 0 109 0 0 109 0 0 0 0 0 315 03:15 PM 0 157 0 0 157 40 0 0 0 40 0 153 0 0 153 0 0 0 0 0 350 03:30 PM 0 185 0 0 185 33 0 1 0 34 0 100 0 0 100 0 0 0 0 0 319 03:45 PM 0 221 0 0 221 26 0 0 0 26 0 115 0 0 115 0 0 0 0 0 362 Total 0 733 0 0 733 135 0 1 0 136 0 477 0 0 477 0 0 0 0 0 1346 Grand Total 0 2729 0 1 2730 540 0 10 2 552 0 1974 0 0 1974 0 0 0 0 0 5256 Apprch %0 100 0 0 97.8 0 1.8 0.4 0 100 0 0 0 0 0 0 Total %0 51.9 0 0 51.9 10.3 0 0.2 0 10.5 0 37.6 0 0 37.6 0 0 0 0 0 Lights 0 2613 0 0 2613 535 0 9 0 544 0 1861 0 0 1861 0 0 0 0 0 5018 % Lights 0 95.7 0 0 95.7 99.1 0 90 0 98.6 0 94.3 0 0 94.3 0 0 0 0 0 95.5 Buses 0 54 0 0 54 1 0 0 0 1 0 54 0 0 54 0 0 0 0 0 109 % Buses 0 2 0 0 2 0.2 0 0 0 0.2 0 2.7 0 0 2.7 0 0 0 0 0 2.1 Trucks 0 62 0 0 62 4 0 1 0 5 0 59 0 0 59 0 0 0 0 0 126 % Trucks 0 2.3 0 0 2.3 0.7 0 10 0 0.9 0 3 0 0 3 0 0 0 0 0 2.4 Pedestrians 0 0 0 1 1 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 3 % Pedestrians 0 0 0 100 0 0 0 0 100 0.4 0 0 0 0 0 0 0 0 0 0 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 7-KING_ST_AT_HRP_SB_OFF_RAMP_490835_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North HRP SB OFF RAMP From East KING ST From South From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 10:00 AM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:00 PM 03:00 PM 0 170 0 0 170 36 0 0 0 36 0 109 0 0 109 0 0 0 0 0 315 03:15 PM 0 157 0 0 157 40 0 0 0 40 0 153 0 0 153 0 0 0 0 0 350 03:30 PM 0 185 0 0 185 33 0 1 0 34 0 100 0 0 100 0 0 0 0 0 319 03:45 PM 0 221 0 0 221 26 0 0 0 26 0 115 0 0 115 0 0 0 0 0 362 Total Volume 0 733 0 0 733 135 0 1 0 136 0 477 0 0 477 0 0 0 0 0 1346 % App. Total 0 100 0 0 99.3 0 0.7 0 0 100 0 0 0 0 0 0 PHF .000 .829 .000 .000 .829 .844 .000 .250 .000 .850 .000 .779 .000 .000 .779 .000 .000 .000 .000 .000 .930 Lights 0 689 0 0 689 133 0 1 0 134 0 441 0 0 441 0 0 0 0 0 1264 % Lights 0 94.0 0 0 94.0 98.5 0 100 0 98.5 0 92.5 0 0 92.5 0 0 0 0 0 93.9 Buses 0 37 0 0 37 1 0 0 0 1 0 27 0 0 27 0 0 0 0 0 65 % Buses 0 5.0 0 0 5.0 0.7 0 0 0 0.7 0 5.7 0 0 5.7 0 0 0 0 0 4.8 Trucks 0 7 0 0 7 1 0 0 0 1 0 9 0 0 9 0 0 0 0 0 17 % Trucks 0 1.0 0 0 1.0 0.7 0 0 0 0.7 0 1.9 0 0 1.9 0 0 0 0 0 1.3 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 7-KING_ST_AT_HUTCHINSON_RIVER_PKWY_MERRIT_PKWY_SB_ON_OFF_RAMP_395044_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians HUTCHINSON RIVER PKWY/MERRITT PKWY SB ON RAMP From North KING ST From East HUTCHINSON RIVER PKWY/MERRITT PKWY SB OFF RAMP From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Left Thru Right Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 0 0 0 2 2 56 121 0 0 177 0 0 39 2 41 0 208 0 0 208 428 04:15 PM 0 0 0 0 0 44 118 0 0 162 1 0 25 0 26 0 161 0 0 161 349 04:30 PM 0 0 0 2 2 27 132 0 0 159 0 0 31 1 32 0 184 0 0 184 377 04:45 PM 0 0 0 0 0 37 133 0 0 170 0 0 30 0 30 0 211 1 0 212 412 Total 0 0 0 4 4 164 504 0 0 668 1 0 125 3 129 0 764 1 0 765 1566 05:00 PM 1 0 0 1 2 33 132 0 0 165 0 0 33 0 33 0 237 1 0 238 438 05:15 PM 2 0 0 0 2 45 121 0 0 166 0 0 35 0 35 0 248 0 0 248 451 05:30 PM 0 0 0 0 0 43 152 0 0 195 0 0 31 0 31 0 211 0 0 211 437 05:45 PM 0 0 0 0 0 28 123 0 0 151 0 0 31 0 31 0 210 0 0 210 392 Total 3 0 0 1 4 149 528 0 0 677 0 0 130 0 130 0 906 1 0 907 1718 06:00 PM 0 0 0 0 0 34 132 0 0 166 1 0 40 0 41 0 223 0 0 223 430 06:15 PM 0 0 0 1 1 41 109 0 0 150 0 0 25 0 25 0 185 1 0 186 362 Grand Total 3 0 0 6 9 388 1273 0 0 1661 2 0 320 3 325 0 2078 3 0 2081 4076 Apprch %33.3 0 0 66.7 23.4 76.6 0 0 0.6 0 98.5 0.9 0 99.9 0.1 0 Total %0.1 0 0 0.1 0.2 9.5 31.2 0 0 40.8 0 0 7.9 0.1 8 0 51 0.1 0 51.1 Lights 3 0 0 0 3 377 1251 0 0 1628 2 0 318 0 320 0 2055 3 0 2058 4009 % Lights 100 0 0 0 33.3 97.2 98.3 0 0 98 100 0 99.4 0 98.5 0 98.9 100 0 98.9 98.4 Buses 0 0 0 0 0 10 7 0 0 17 0 0 2 0 2 0 13 0 0 13 32 % Buses 0 0 0 0 0 2.6 0.5 0 0 1 0 0 0.6 0 0.6 0 0.6 0 0 0.6 0.8 Trucks 0 0 0 0 0 1 15 0 0 16 0 0 0 0 0 0 10 0 0 10 26 % Trucks 0 0 0 0 0 0.3 1.2 0 0 1 0 0 0 0 0 0 0.5 0 0 0.5 0.6 Pedestrians 0 0 0 6 6 0 0 0 0 0 0 0 0 3 3 0 0 0 0 0 9 % Pedestrians 0 0 0 100 66.7 0 0 0 0 0 0 0 0 100 0.9 0 0 0 0 0 0.2 Maser Consulting 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty through Client Satisfaction File Name : 7-KING_ST_AT_HUTCHINSON_RIVER_PKWY_MERRIT_PKWY_SB_ON_OFF_RAMP_395044_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 HUTCHINSON RIVER PKWY/MERRITT PKWY SB ON RAMP From North KING ST From East HUTCHINSON RIVER PKWY/MERRITT PKWY SB OFF RAMP From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Left Thru Right Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 0 0 0 0 37 133 0 0 170 0 0 30 0 30 0 211 1 0 212 412 05:00 PM 1 0 0 1 2 33 132 0 0 165 0 0 33 0 33 0 237 1 0 238 438 05:15 PM 2 0 0 0 2 45 121 0 0 166 0 0 35 0 35 0 248 0 0 248 451 05:30 PM 0 0 0 0 0 43 152 0 0 195 0 0 31 0 31 0 211 0 0 211 437 Total Volume 3 0 0 1 4 158 538 0 0 696 0 0 129 0 129 0 907 2 0 909 1738 % App. Total 75 0 0 25 22.7 77.3 0 0 0 0 100 0 0 99.8 0.2 0 PHF .375 .000 .000 .250 .500 .878 .885 .000 .000 .892 .000 .000 .921 .000 .921 .000 .914 .500 .000 .916 .963 Lights 3 0 0 0 3 158 529 0 0 687 0 0 129 0 129 0 897 2 0 899 1718 % Lights 100 0 0 0 75.0 100 98.3 0 0 98.7 0 0 100 0 100 0 98.9 100 0 98.9 98.8 Buses 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 6 0 0 6 9 % Buses 0 0 0 0 0 0 0.6 0 0 0.4 0 0 0 0 0 0 0.7 0 0 0.7 0.5 Trucks 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 4 0 0 4 10 % Trucks 0 0 0 0 0 0 1.1 0 0 0.9 0 0 0 0 0 0 0.4 0 0 0.4 0.6 Pedestrians 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 % Pedestrians 0 0 0 100 25.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 Maser Consulting 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty through Client Satisfaction File Name : 6-KING_ST_AT_N_RIDGE_ST_395033_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians From North Westbound St. From East Northbound St. From South Eastbound St. From WestStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 0 0 0 0 0 90 38 0 128 27 0 7 1 35 17 87 0 0 104 267 07:15 AM 0 0 0 0 0 0 152 70 0 222 63 0 3 0 66 32 109 0 0 141 429 07:30 AM 0 0 0 0 0 0 171 73 0 244 70 0 4 0 74 36 150 0 0 186 504 07:45 AM 0 0 0 0 0 0 170 81 0 251 50 0 5 0 55 48 138 0 0 186 492 Total 0 0 0 0 0 0 583 262 0 845 210 0 19 1 230 133 484 0 0 617 1692 08:00 AM 0 0 0 0 0 0 170 59 0 229 54 0 7 0 61 46 156 0 0 202 492 08:15 AM 0 0 0 0 0 0 174 65 0 239 68 0 11 0 79 73 151 0 0 224 542 08:30 AM 0 0 0 0 0 0 168 60 0 228 69 0 12 0 81 36 102 0 0 138 447 08:45 AM 0 0 0 0 0 0 157 54 0 211 54 0 13 0 67 38 94 0 0 132 410 Total 0 0 0 0 0 0 669 238 0 907 245 0 43 0 288 193 503 0 0 696 1891 09:00 AM 0 0 0 0 0 0 118 46 0 164 40 0 6 0 46 37 98 0 0 135 345 09:15 AM 0 0 0 0 0 0 128 45 0 173 45 0 6 0 51 24 94 0 0 118 342 Grand Total 0 0 0 0 0 0 1498 591 0 2089 540 0 74 1 615 387 1179 0 0 1566 4270 Apprch %0 0 0 0 0 71.7 28.3 0 87.8 0 12 0.2 24.7 75.3 0 0 Total %0 0 0 0 0 0 35.1 13.8 0 48.9 12.6 0 1.7 0 14.4 9.1 27.6 0 0 36.7 Lights 0 0 0 0 0 0 1411 574 0 1985 523 0 65 0 588 358 1109 0 0 1467 4040 % Lights 0 0 0 0 0 0 94.2 97.1 0 95 96.9 0 87.8 0 95.6 92.5 94.1 0 0 93.7 94.6 Buses 0 0 0 0 0 0 54 14 0 68 10 0 2 0 12 26 34 0 0 60 140 % Buses 0 0 0 0 0 0 3.6 2.4 0 3.3 1.9 0 2.7 0 2 6.7 2.9 0 0 3.8 3.3 Trucks 0 0 0 0 0 0 33 3 0 36 7 0 7 0 14 3 36 0 0 39 89 % Trucks 0 0 0 0 0 0 2.2 0.5 0 1.7 1.3 0 9.5 0 2.3 0.8 3.1 0 0 2.5 2.1 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.2 0 0 0 0 0 0 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 6-KING_ST_AT_N_RIDGE_ST_395033_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 From North Westbound St. From East Northbound St. From South Eastbound St. From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 0 171 73 0 244 70 0 4 0 74 36 150 0 0 186 504 07:45 AM 0 0 0 0 0 0 170 81 0 251 50 0 5 0 55 48 138 0 0 186 492 08:00 AM 0 0 0 0 0 0 170 59 0 229 54 0 7 0 61 46 156 0 0 202 492 08:15 AM 0 0 0 0 0 0 174 65 0 239 68 0 11 0 79 73 151 0 0 224 542 Total Volume 0 0 0 0 0 0 685 278 0 963 242 0 27 0 269 203 595 0 0 798 2030 % App. Total 0 0 0 0 0 71.1 28.9 0 90 0 10 0 25.4 74.6 0 0 PHF .000 .000 .000 .000 .000 .000 .984 .858 .000 .959 .864 .000 .614 .000 .851 .695 .954 .000 .000 .891 .936 Lights 0 0 0 0 0 0 638 270 0 908 234 0 23 0 257 190 560 0 0 750 1915 % Lights 0 0 0 0 0 0 93.1 97.1 0 94.3 96.7 0 85.2 0 95.5 93.6 94.1 0 0 94.0 94.3 Buses 0 0 0 0 0 0 36 7 0 43 6 0 1 0 7 11 21 0 0 32 82 % Buses 0 0 0 0 0 0 5.3 2.5 0 4.5 2.5 0 3.7 0 2.6 5.4 3.5 0 0 4.0 4.0 Trucks 0 0 0 0 0 0 11 1 0 12 2 0 3 0 5 2 14 0 0 16 33 % Trucks 0 0 0 0 0 0 1.6 0.4 0 1.2 0.8 0 11.1 0 1.9 1.0 2.4 0 0 2.0 1.6 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 6-KING_ST_AT_N_RIDGE_ST_490834_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North HRP SB ON RAMP From East KING ST From South N RIDGE ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 10:00 AM 15 74 0 0 89 0 0 0 0 0 18 48 26 0 92 43 0 4 0 47 228 10:15 AM 25 93 0 0 118 0 0 0 0 0 16 67 24 0 107 28 0 5 0 33 258 10:30 AM 18 81 0 0 99 0 0 0 0 0 22 59 29 0 110 38 0 5 0 43 252 10:45 AM 18 76 0 0 94 0 0 0 2 2 12 57 32 0 101 29 0 5 0 34 231 Total 76 324 0 0 400 0 0 0 2 2 68 231 111 0 410 138 0 19 0 157 969 11:00 AM 13 61 1 0 75 0 0 0 0 0 31 69 16 0 116 31 0 1 0 32 223 11:15 AM 8 87 0 0 95 0 0 0 0 0 26 45 23 0 94 26 0 6 0 32 221 11:30 AM 18 76 0 0 94 0 0 0 0 0 26 56 30 0 112 33 0 5 0 38 244 11:45 AM 26 76 0 0 102 0 0 0 0 0 23 56 26 0 105 37 0 5 0 42 249 Total 65 300 1 0 366 0 0 0 0 0 106 226 95 0 427 127 0 17 0 144 937 12:00 PM 22 71 0 0 93 0 0 1 0 1 21 65 31 0 117 29 0 9 0 38 249 12:15 PM 32 58 0 0 90 0 0 0 0 0 18 68 26 0 112 41 0 6 0 47 249 12:30 PM 16 83 0 0 99 0 0 0 0 0 25 61 24 0 110 28 0 7 0 35 244 12:45 PM 27 65 0 0 92 0 0 0 0 0 15 66 33 0 114 25 0 15 0 40 246 Total 97 277 0 0 374 0 0 1 0 1 79 260 114 0 453 123 0 37 0 160 988 01:00 PM 25 66 0 0 91 0 0 0 0 0 25 71 26 0 122 41 0 8 0 49 262 01:15 PM 18 67 0 0 85 0 0 0 0 0 18 70 29 0 117 30 0 7 0 37 239 01:30 PM 19 70 0 0 89 0 0 0 0 0 19 78 39 0 136 26 0 6 0 32 257 01:45 PM 19 77 0 0 96 0 0 0 0 0 19 62 18 0 99 33 0 10 0 43 238 Total 81 280 0 0 361 0 0 0 0 0 81 281 112 0 474 130 0 31 0 161 996 02:00 PM 29 79 0 0 108 0 0 0 0 0 22 58 29 0 109 28 0 1 0 29 246 02:15 PM 19 95 0 0 114 0 0 0 0 0 29 86 65 0 180 36 0 4 0 40 334 02:30 PM 35 112 0 0 147 0 0 0 0 0 29 112 48 0 189 32 0 9 0 41 377 02:45 PM 42 97 0 0 139 0 0 0 0 0 35 116 76 0 227 49 0 4 0 53 419 Total 125 383 0 0 508 0 0 0 0 0 115 372 218 0 705 145 0 18 0 163 1376 03:00 PM 39 123 0 0 162 0 0 0 0 0 31 104 57 0 192 54 0 12 0 66 420 03:15 PM 35 126 0 0 161 0 0 0 0 0 45 132 54 0 231 55 0 18 0 73 465 03:30 PM 45 146 0 0 191 0 0 0 0 0 17 89 44 0 150 48 0 11 0 59 400 03:45 PM 60 166 0 0 226 0 0 0 0 0 39 110 48 0 197 41 0 6 0 47 470 Total 179 561 0 0 740 0 0 0 0 0 132 435 203 0 770 198 0 47 0 245 1755 Grand Total 623 2125 1 0 2749 0 0 1 2 3 581 1805 853 0 3239 861 0 169 0 1030 7021 Apprch %22.7 77.3 0 0 0 0 33.3 66.7 17.9 55.7 26.3 0 83.6 0 16.4 0 Total %8.9 30.3 0 0 39.2 0 0 0 0 0 8.3 25.7 12.1 0 46.1 12.3 0 2.4 0 14.7 Lights 585 2042 1 0 2628 0 0 1 0 1 578 1704 837 0 3119 832 0 158 0 990 6738 % Lights 93.9 96.1 100 0 95.6 0 0 100 0 33.3 99.5 94.4 98.1 0 96.3 96.6 0 93.5 0 96.1 96 Buses 27 32 0 0 59 0 0 0 0 0 2 57 11 0 70 15 0 4 0 19 148 % Buses 4.3 1.5 0 0 2.1 0 0 0 0 0 0.3 3.2 1.3 0 2.2 1.7 0 2.4 0 1.8 2.1 Trucks 11 51 0 0 62 0 0 0 0 0 1 44 5 0 50 14 0 7 0 21 133 % Trucks 1.8 2.4 0 0 2.3 0 0 0 0 0 0.2 2.4 0.6 0 1.5 1.6 0 4.1 0 2 1.9 Pedestrians 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 2 % Pedestrians 0 0 0 0 0 0 0 0 100 66.7 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 6-KING_ST_AT_N_RIDGE_ST_490834_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North HRP SB ON RAMP From East KING ST From South N RIDGE ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 10:00 AM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:00 PM 03:00 PM 39 123 0 0 162 0 0 0 0 0 31 104 57 0 192 54 0 12 0 66 420 03:15 PM 35 126 0 0 161 0 0 0 0 0 45 132 54 0 231 55 0 18 0 73 465 03:30 PM 45 146 0 0 191 0 0 0 0 0 17 89 44 0 150 48 0 11 0 59 400 03:45 PM 60 166 0 0 226 0 0 0 0 0 39 110 48 0 197 41 0 6 0 47 470 Total Volume 179 561 0 0 740 0 0 0 0 0 132 435 203 0 770 198 0 47 0 245 1755 % App. Total 24.2 75.8 0 0 0 0 0 0 17.1 56.5 26.4 0 80.8 0 19.2 0 PHF .746 .845 .000 .000 .819 .000 .000 .000 .000 .000 .733 .824 .890 .000 .833 .900 .000 .653 .000 .839 .934 Lights 161 533 0 0 694 0 0 0 0 0 130 403 194 0 727 187 0 41 0 228 1649 % Lights 89.9 95.0 0 0 93.8 0 0 0 0 0 98.5 92.6 95.6 0 94.4 94.4 0 87.2 0 93.1 94.0 Buses 18 21 0 0 39 0 0 0 0 0 2 25 6 0 33 10 0 3 0 13 85 % Buses 10.1 3.7 0 0 5.3 0 0 0 0 0 1.5 5.7 3.0 0 4.3 5.1 0 6.4 0 5.3 4.8 Trucks 0 7 0 0 7 0 0 0 0 0 0 7 3 0 10 1 0 3 0 4 21 % Trucks 0 1.2 0 0 0.9 0 0 0 0 0 0 1.6 1.5 0 1.3 0.5 0 6.4 0 1.6 1.2 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 6-KING_ST_AT_N_RIDGE_ST_395033_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians From North Westbound St. From East Northbound St. From South Eastbound St. From WestStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 0 0 0 0 0 0 162 68 0 230 62 0 12 0 74 72 143 0 0 215 519 04:15 PM 0 0 0 0 0 0 151 68 0 219 61 0 14 0 75 45 119 0 0 164 458 04:30 PM 0 0 0 0 0 0 152 54 0 206 53 0 6 0 59 41 139 0 0 180 445 04:45 PM 0 0 0 0 0 0 150 42 0 192 50 0 20 0 70 50 161 0 0 211 473 Total 0 0 0 0 0 0 615 232 0 847 226 0 52 0 278 208 562 0 0 770 1895 05:00 PM 0 0 0 0 0 0 160 38 0 198 54 0 9 0 63 60 184 0 0 244 505 05:15 PM 0 0 0 0 0 0 164 36 0 200 64 0 4 0 68 62 183 0 0 245 513 05:30 PM 0 0 0 0 0 0 186 34 0 220 66 0 7 0 73 39 173 0 0 212 505 05:45 PM 0 0 0 0 0 0 148 46 0 194 79 0 7 0 86 51 157 0 0 208 488 Total 0 0 0 0 0 0 658 154 0 812 263 0 27 0 290 212 697 0 0 909 2011 06:00 PM 0 0 0 0 0 0 152 33 0 185 55 0 11 0 66 53 172 0 0 225 476 06:15 PM 0 0 0 0 0 0 151 29 0 180 53 0 6 0 59 48 143 0 0 191 430 Grand Total 0 0 0 0 0 0 1576 448 0 2024 597 0 96 0 693 521 1574 0 0 2095 4812 Apprch %0 0 0 0 0 77.9 22.1 0 86.1 0 13.9 0 24.9 75.1 0 0 Total %0 0 0 0 0 0 32.8 9.3 0 42.1 12.4 0 2 0 14.4 10.8 32.7 0 0 43.5 Lights 0 0 0 0 0 0 1541 435 0 1976 591 0 92 0 683 517 1549 0 0 2066 4725 % Lights 0 0 0 0 0 0 97.8 97.1 0 97.6 99 0 95.8 0 98.6 99.2 98.4 0 0 98.6 98.2 Buses 0 0 0 0 0 0 21 11 0 32 1 0 2 0 3 2 11 0 0 13 48 % Buses 0 0 0 0 0 0 1.3 2.5 0 1.6 0.2 0 2.1 0 0.4 0.4 0.7 0 0 0.6 1 Trucks 0 0 0 0 0 0 14 2 0 16 5 0 2 0 7 2 14 0 0 16 39 % Trucks 0 0 0 0 0 0 0.9 0.4 0 0.8 0.8 0 2.1 0 1 0.4 0.9 0 0 0.8 0.8 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 6-KING_ST_AT_N_RIDGE_ST_395033_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 From North Westbound St. From East Northbound St. From South Eastbound St. From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 02:00 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 0 0 160 38 0 198 54 0 9 0 63 60 184 0 0 244 505 05:15 PM 0 0 0 0 0 0 164 36 0 200 64 0 4 0 68 62 183 0 0 245 513 05:30 PM 0 0 0 0 0 0 186 34 0 220 66 0 7 0 73 39 173 0 0 212 505 05:45 PM 0 0 0 0 0 0 148 46 0 194 79 0 7 0 86 51 157 0 0 208 488 Total Volume 0 0 0 0 0 0 658 154 0 812 263 0 27 0 290 212 697 0 0 909 2011 % App. Total 0 0 0 0 0 81 19 0 90.7 0 9.3 0 23.3 76.7 0 0 PHF .000 .000 .000 .000 .000 .000 .884 .837 .000 .923 .832 .000 .750 .000 .843 .855 .947 .000 .000 .928 .980 Lights 0 0 0 0 0 0 648 153 0 801 262 0 27 0 289 208 684 0 0 892 1982 % Lights 0 0 0 0 0 0 98.5 99.4 0 98.6 99.6 0 100 0 99.7 98.1 98.1 0 0 98.1 98.6 Buses 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 2 5 0 0 7 10 % Buses 0 0 0 0 0 0 0.5 0 0 0.4 0 0 0 0 0 0.9 0.7 0 0 0.8 0.5 Trucks 0 0 0 0 0 0 7 1 0 8 1 0 0 0 1 2 8 0 0 10 19 % Trucks 0 0 0 0 0 0 1.1 0.6 0 1.0 0.4 0 0 0 0.3 0.9 1.1 0 0 1.1 0.9 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 5-KING_ST_AT_GLENRIDGE_RD_HUTCHINSON_RIVER_PKWY_MERRITT_PKWY_NB_ON_OFF_RAMP_395025_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians GLEN RIDGE RD HUTCHINSON RIVER PKWY/MERRIT PKWY ON/OFF RANP From North KING ST From East From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 13 0 2 1 16 45 116 0 0 161 0 0 0 0 0 0 78 36 0 114 291 07:15 AM 33 0 1 0 34 49 179 0 0 228 0 0 0 0 0 0 111 37 0 148 410 07:30 AM 41 0 0 0 41 60 206 0 0 266 0 0 0 0 0 0 157 65 0 222 529 07:45 AM 38 0 0 0 38 67 206 0 0 273 0 0 0 0 0 0 129 61 0 190 501 Total 125 0 3 1 129 221 707 0 0 928 0 0 0 0 0 0 475 199 0 674 1731 08:00 AM 51 0 2 0 53 61 182 0 0 243 0 0 0 0 0 0 123 68 0 191 487 08:15 AM 51 0 2 0 53 61 178 0 0 239 0 0 0 0 0 0 148 77 0 225 517 08:30 AM 51 0 0 0 51 51 184 0 0 235 0 0 0 0 0 0 100 60 0 160 446 08:45 AM 37 0 3 0 40 33 180 0 0 213 0 0 0 0 0 0 106 44 0 150 403 Total 190 0 7 0 197 206 724 0 0 930 0 0 0 0 0 0 477 249 0 726 1853 09:00 AM 32 0 1 0 33 42 133 0 0 175 0 0 0 0 0 0 96 41 0 137 345 09:15 AM 17 0 1 1 19 31 158 0 0 189 0 0 0 0 0 0 83 53 0 136 344 Grand Total 364 0 12 2 378 500 1722 0 0 2222 0 0 0 0 0 0 1131 542 0 1673 4273 Apprch %96.3 0 3.2 0.5 22.5 77.5 0 0 0 0 0 0 0 67.6 32.4 0 Total %8.5 0 0.3 0 8.8 11.7 40.3 0 0 52 0 0 0 0 0 0 26.5 12.7 0 39.2 Lights 346 0 11 0 357 493 1643 0 0 2136 0 0 0 0 0 0 1063 535 0 1598 4091 % Lights 95.1 0 91.7 0 94.4 98.6 95.4 0 0 96.1 0 0 0 0 0 0 94 98.7 0 95.5 95.7 Buses 17 0 1 0 18 4 49 0 0 53 0 0 0 0 0 0 39 3 0 42 113 % Buses 4.7 0 8.3 0 4.8 0.8 2.8 0 0 2.4 0 0 0 0 0 0 3.4 0.6 0 2.5 2.6 Trucks 1 0 0 0 1 3 30 0 0 33 0 0 0 0 0 0 29 4 0 33 67 % Trucks 0.3 0 0 0 0.3 0.6 1.7 0 0 1.5 0 0 0 0 0 0 2.6 0.7 0 2 1.6 Pedestrians 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 % Pedestrians 0 0 0 100 0.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 5-KING_ST_AT_GLENRIDGE_RD_HUTCHINSON_RIVER_PKWY_MERRITT_PKWY_NB_ON_OFF_RAMP_395025_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 GLEN RIDGE RD HUTCHINSON RIVER PKWY/MERRIT PKWY ON/OFF RANP From North KING ST From East From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 41 0 0 0 41 60 206 0 0 266 0 0 0 0 0 0 157 65 0 222 529 07:45 AM 38 0 0 0 38 67 206 0 0 273 0 0 0 0 0 0 129 61 0 190 501 08:00 AM 51 0 2 0 53 61 182 0 0 243 0 0 0 0 0 0 123 68 0 191 487 08:15 AM 51 0 2 0 53 61 178 0 0 239 0 0 0 0 0 0 148 77 0 225 517 Total Volume 181 0 4 0 185 249 772 0 0 1021 0 0 0 0 0 0 557 271 0 828 2034 % App. Total 97.8 0 2.2 0 24.4 75.6 0 0 0 0 0 0 0 67.3 32.7 0 PHF .887 .000 .500 .000 .873 .929 .937 .000 .000 .935 .000 .000 .000 .000 .000 .000 .887 .880 .000 .920 .961 Lights 168 0 4 0 172 246 732 0 0 978 0 0 0 0 0 0 529 266 0 795 1945 % Lights 92.8 0 100 0 93.0 98.8 94.8 0 0 95.8 0 0 0 0 0 0 95.0 98.2 0 96.0 95.6 Buses 13 0 0 0 13 2 30 0 0 32 0 0 0 0 0 0 21 3 0 24 69 % Buses 7.2 0 0 0 7.0 0.8 3.9 0 0 3.1 0 0 0 0 0 0 3.8 1.1 0 2.9 3.4 Trucks 0 0 0 0 0 1 10 0 0 11 0 0 0 0 0 0 7 2 0 9 20 % Trucks 0 0 0 0 0 0.4 1.3 0 0 1.1 0 0 0 0 0 0 1.3 0.7 0 1.1 1.0 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 4-KING_ST_AT_HUTCHINSON_RIVER_PKWY_MERRIT_PKWY_NB_ON_OFF_RAMP_395021_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians From North KING ST From East HUTCHINSON RIVER/MERRIT PKWY ON OFF RAMP From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 0 0 0 0 0 147 0 0 147 50 0 11 1 62 2 81 0 0 83 292 07:15 AM 0 0 0 0 0 0 223 0 0 223 67 0 6 0 73 6 110 0 0 116 412 07:30 AM 0 0 0 0 0 0 262 0 0 262 70 0 4 0 74 5 160 0 0 165 501 07:45 AM 0 0 0 0 0 0 260 0 0 260 66 0 14 0 80 2 125 0 0 127 467 Total 0 0 0 0 0 0 892 0 0 892 253 0 35 1 289 15 476 0 0 491 1672 08:00 AM 0 0 0 0 0 0 226 0 0 226 46 0 11 0 57 7 127 0 0 134 417 08:15 AM 0 0 0 0 0 0 229 0 0 229 60 0 9 1 70 3 151 0 0 154 453 08:30 AM 0 0 0 0 0 0 226 0 0 226 53 0 7 0 60 2 99 0 0 101 387 08:45 AM 0 0 0 0 0 0 199 0 0 199 45 0 13 2 60 2 108 0 0 110 369 Total 0 0 0 0 0 0 880 0 0 880 204 0 40 3 247 14 485 0 0 499 1626 09:00 AM 0 0 0 0 0 0 159 0 0 159 46 0 12 0 58 1 97 0 0 98 315 09:15 AM 0 0 0 0 0 0 172 0 0 172 25 0 16 1 42 2 83 0 0 85 299 Grand Total 0 0 0 0 0 0 2103 0 0 2103 528 0 103 5 636 32 1141 0 0 1173 3912 Apprch %0 0 0 0 0 100 0 0 83 0 16.2 0.8 2.7 97.3 0 0 Total %0 0 0 0 0 0 53.8 0 0 53.8 13.5 0 2.6 0.1 16.3 0.8 29.2 0 0 30 Lights 0 0 0 0 0 0 2008 0 0 2008 518 0 101 0 619 32 1068 0 0 1100 3727 % Lights 0 0 0 0 0 0 95.5 0 0 95.5 98.1 0 98.1 0 97.3 100 93.6 0 0 93.8 95.3 Buses 0 0 0 0 0 0 54 0 0 54 10 0 2 0 12 0 44 0 0 44 110 % Buses 0 0 0 0 0 0 2.6 0 0 2.6 1.9 0 1.9 0 1.9 0 3.9 0 0 3.8 2.8 Trucks 0 0 0 0 0 0 41 0 0 41 0 0 0 0 0 0 29 0 0 29 70 % Trucks 0 0 0 0 0 0 1.9 0 0 1.9 0 0 0 0 0 0 2.5 0 0 2.5 1.8 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 5 5 0 0 0 0 0 5 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.8 0 0 0 0 0 0.1 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 4-KING_ST_AT_HUTCHINSON_RIVER_PKWY_MERRIT_PKWY_NB_ON_OFF_RAMP_395021_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 From North KING ST From East HUTCHINSON RIVER/MERRIT PKWY ON OFF RAMP From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 0 262 0 0 262 70 0 4 0 74 5 160 0 0 165 501 07:45 AM 0 0 0 0 0 0 260 0 0 260 66 0 14 0 80 2 125 0 0 127 467 08:00 AM 0 0 0 0 0 0 226 0 0 226 46 0 11 0 57 7 127 0 0 134 417 08:15 AM 0 0 0 0 0 0 229 0 0 229 60 0 9 1 70 3 151 0 0 154 453 Total Volume 0 0 0 0 0 0 977 0 0 977 242 0 38 1 281 17 563 0 0 580 1838 % App. Total 0 0 0 0 0 100 0 0 86.1 0 13.5 0.4 2.9 97.1 0 0 PHF .000 .000 .000 .000 .000 .000 .932 .000 .000 .932 .864 .000 .679 .250 .878 .607 .880 .000 .000 .879 .917 Lights 0 0 0 0 0 0 932 0 0 932 239 0 37 0 276 17 532 0 0 549 1757 % Lights 0 0 0 0 0 0 95.4 0 0 95.4 98.8 0 97.4 0 98.2 100 94.5 0 0 94.7 95.6 Buses 0 0 0 0 0 0 32 0 0 32 3 0 1 0 4 0 22 0 0 22 58 % Buses 0 0 0 0 0 0 3.3 0 0 3.3 1.2 0 2.6 0 1.4 0 3.9 0 0 3.8 3.2 Trucks 0 0 0 0 0 0 13 0 0 13 0 0 0 0 0 0 9 0 0 9 22 % Trucks 0 0 0 0 0 0 1.3 0 0 1.3 0 0 0 0 0 0 1.6 0 0 1.6 1.2 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.4 0 0 0 0 0 0.1 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 4&5-KING_ST_AT_HRP_GLEN_RIDGE_RD_490833_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North GLEN RIDGE RD From East KING ST From South HRP NB ON/OFF RAMP From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 10:00 AM 6 70 49 0 125 6 0 1 0 7 15 82 0 0 97 22 0 4 0 26 255 10:15 AM 6 68 45 0 119 11 0 1 0 12 19 90 0 0 109 22 1 4 0 27 267 10:30 AM 3 66 56 0 125 7 0 1 0 8 18 93 0 0 111 22 2 6 0 30 274 10:45 AM 4 56 44 0 104 11 1 0 1 13 33 84 0 0 117 23 3 7 0 33 267 Total 19 260 194 0 473 35 1 3 1 40 85 349 0 0 434 89 6 21 0 116 1063 11:00 AM 0 57 34 0 91 1 0 1 0 2 28 101 1 0 130 26 1 9 0 36 259 11:15 AM 3 64 46 0 113 5 0 0 0 5 30 89 0 0 119 22 4 6 2 34 271 11:30 AM 6 66 36 0 108 10 0 3 0 13 34 96 1 0 131 24 4 4 0 32 284 11:45 AM 3 68 37 0 108 4 0 0 0 4 21 94 0 0 115 28 3 4 0 35 262 Total 12 255 153 0 420 20 0 4 0 24 113 380 2 0 495 100 12 23 2 137 1076 12:00 PM 1 64 38 0 103 6 0 0 0 6 32 98 1 0 131 25 0 6 0 31 271 12:15 PM 1 58 40 0 99 13 0 0 0 13 33 100 0 0 133 31 2 5 0 38 283 12:30 PM 2 74 35 0 111 7 0 4 0 11 24 95 0 0 119 25 2 5 0 32 273 12:45 PM 1 53 38 0 92 6 0 2 0 8 31 98 1 0 130 23 2 10 0 35 265 Total 5 249 151 0 405 32 0 6 0 38 120 391 2 0 513 104 6 26 0 136 1092 01:00 PM 2 57 48 0 107 11 0 2 0 13 30 109 0 0 139 19 0 6 0 25 284 01:15 PM 2 53 38 0 93 5 0 1 0 6 20 103 1 0 124 29 1 8 0 38 261 01:30 PM 7 48 43 0 98 13 0 1 0 14 24 124 1 0 149 27 2 6 0 35 296 01:45 PM 1 64 44 0 109 7 0 1 0 8 21 93 0 0 114 26 2 5 0 33 264 Total 12 222 173 0 407 36 0 5 0 41 95 429 2 0 526 101 5 25 0 131 1105 02:00 PM 3 60 43 0 106 8 0 0 0 8 27 98 0 0 125 34 1 4 0 39 278 02:15 PM 0 87 40 0 127 12 0 1 0 13 24 161 0 0 185 48 1 2 0 51 376 02:30 PM 4 89 57 0 150 10 0 0 0 10 33 170 1 0 204 54 2 7 0 63 427 02:45 PM 3 82 53 0 138 13 0 1 0 14 39 208 0 0 247 58 1 11 8 78 477 Total 10 318 193 0 521 43 0 2 0 45 123 637 1 0 761 194 5 24 8 231 1558 03:00 PM 2 89 85 0 176 21 0 0 0 21 41 162 1 0 204 55 1 6 2 64 465 03:15 PM 6 99 81 0 186 33 0 2 0 35 52 189 0 0 241 38 2 10 1 51 513 03:30 PM 8 86 89 0 183 15 0 2 0 17 29 130 0 0 159 43 0 7 0 50 409 03:45 PM 4 118 85 0 207 21 0 1 0 22 48 174 2 0 224 54 2 3 1 60 513 Total 20 392 340 0 752 90 0 5 0 95 170 655 3 0 828 190 5 26 4 225 1900 Grand Total 78 1696 1204 0 2978 256 1 25 1 283 706 2841 10 0 3557 778 39 145 14 976 7794 Apprch %2.6 57 40.4 0 90.5 0.4 8.8 0.4 19.8 79.9 0.3 0 79.7 4 14.9 1.4 Total %1 21.8 15.4 0 38.2 3.3 0 0.3 0 3.6 9.1 36.5 0.1 0 45.6 10 0.5 1.9 0.2 12.5 Lights 78 1608 1181 0 2867 239 1 24 0 264 694 2741 10 0 3445 770 37 143 0 950 7526 % Lights 100 94.8 98.1 0 96.3 93.4 100 96 0 93.3 98.3 96.5 100 0 96.9 99 94.9 98.6 0 97.3 96.6 Buses 0 37 8 0 45 17 0 0 0 17 2 50 0 0 52 8 1 1 0 10 124 % Buses 0 2.2 0.7 0 1.5 6.6 0 0 0 6 0.3 1.8 0 0 1.5 1 2.6 0.7 0 1 1.6 Trucks 0 51 15 0 66 0 0 1 0 1 10 50 0 0 60 0 1 1 0 2 129 % Trucks 0 3 1.2 0 2.2 0 0 4 0 0.4 1.4 1.8 0 0 1.7 0 2.6 0.7 0 0.2 1.7 Pedestrians 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 14 14 15 % Pedestrians 0 0 0 0 0 0 0 0 100 0.4 0 0 0 0 0 0 0 0 100 1.4 0.2 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 4&5-KING_ST_AT_HRP_GLEN_RIDGE_RD_490833_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North GLEN RIDGE RD From East KING ST From South HRP NB ON/OFF RAMP From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 10:00 AM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:00 PM 03:00 PM 2 89 85 0 176 21 0 0 0 21 41 162 1 0 204 55 1 6 2 64 465 03:15 PM 6 99 81 0 186 33 0 2 0 35 52 189 0 0 241 38 2 10 1 51 513 03:30 PM 8 86 89 0 183 15 0 2 0 17 29 130 0 0 159 43 0 7 0 50 409 03:45 PM 4 118 85 0 207 21 0 1 0 22 48 174 2 0 224 54 2 3 1 60 513 Total Volume 20 392 340 0 752 90 0 5 0 95 170 655 3 0 828 190 5 26 4 225 1900 % App. Total 2.7 52.1 45.2 0 94.7 0 5.3 0 20.5 79.1 0.4 0 84.4 2.2 11.6 1.8 PHF .625 .831 .955 .000 .908 .682 .000 .625 .000 .679 .817 .866 .375 .000 .859 .864 .625 .650 .500 .879 .926 Lights 20 358 335 0 713 82 0 5 0 87 166 623 3 0 792 184 5 25 0 214 1806 % Lights 100 91.3 98.5 0 94.8 91.1 0 100 0 91.6 97.6 95.1 100 0 95.7 96.8 100 96.2 0 95.1 95.1 Buses 0 26 5 0 31 8 0 0 0 8 2 26 0 0 28 6 0 0 0 6 73 % Buses 0 6.6 1.5 0 4.1 8.9 0 0 0 8.4 1.2 4.0 0 0 3.4 3.2 0 0 0 2.7 3.8 Trucks 0 8 0 0 8 0 0 0 0 0 2 6 0 0 8 0 0 1 0 1 17 % Trucks 0 2.0 0 0 1.1 0 0 0 0 0 1.2 0.9 0 0 1.0 0 0 3.8 0 0.4 0.9 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 4 4 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 1.8 0.2 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 5-KING_ST_AT_GLENRIDGE_RD_HUTCHINSON_RIVER_PKWY_MERRITT_PKWY_NB_ON_OFF_RAMP_395025_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians GLEN RIDGE RD HUTCHINSON RIVER PKWY/MERRIT PKWY ON/OFF RANP From North KING ST From East From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 19 0 0 2 21 51 200 0 0 251 0 0 0 0 0 0 137 72 0 209 481 04:15 PM 25 0 1 0 26 42 206 0 0 248 0 0 0 0 0 0 116 59 0 175 449 04:30 PM 23 0 0 0 23 46 178 0 0 224 0 0 0 0 0 0 126 65 0 191 438 04:45 PM 15 0 1 0 16 55 176 0 0 231 0 0 0 0 0 0 126 90 0 216 463 Total 82 0 2 2 86 194 760 0 0 954 0 0 0 0 0 0 505 286 0 791 1831 05:00 PM 19 0 0 0 19 51 168 0 0 219 0 0 0 0 0 0 133 98 1 232 470 05:15 PM 18 0 2 1 21 47 190 0 0 237 0 0 0 0 0 0 148 103 0 251 509 05:30 PM 25 0 0 0 25 50 190 0 0 240 0 0 0 0 0 0 146 85 0 231 496 05:45 PM 16 0 1 0 17 42 182 0 0 224 0 0 0 0 0 0 148 83 0 231 472 Total 78 0 3 1 82 190 730 0 0 920 0 0 0 0 0 0 575 369 1 945 1947 06:00 PM 19 0 2 0 21 40 154 0 0 194 0 0 0 0 0 0 125 82 0 207 422 06:15 PM 13 0 0 0 13 49 175 0 0 224 0 0 0 0 0 0 112 87 0 199 436 Grand Total 192 0 7 3 202 473 1819 0 0 2292 0 0 0 0 0 0 1317 824 1 2142 4636 Apprch %95 0 3.5 1.5 20.6 79.4 0 0 0 0 0 0 0 61.5 38.5 0 Total %4.1 0 0.2 0.1 4.4 10.2 39.2 0 0 49.4 0 0 0 0 0 0 28.4 17.8 0 46.2 Lights 191 0 7 0 198 472 1777 0 0 2249 0 0 0 0 0 0 1293 823 0 2116 4563 % Lights 99.5 0 100 0 98 99.8 97.7 0 0 98.1 0 0 0 0 0 0 98.2 99.9 0 98.8 98.4 Buses 1 0 0 0 1 1 26 0 0 27 0 0 0 0 0 0 12 1 0 13 41 % Buses 0.5 0 0 0 0.5 0.2 1.4 0 0 1.2 0 0 0 0 0 0 0.9 0.1 0 0.6 0.9 Trucks 0 0 0 0 0 0 16 0 0 16 0 0 0 0 0 0 12 0 0 12 28 % Trucks 0 0 0 0 0 0 0.9 0 0 0.7 0 0 0 0 0 0 0.9 0 0 0.6 0.6 Pedestrians 0 0 0 3 3 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 4 % Pedestrians 0 0 0 100 1.5 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0 0.1 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 5-KING_ST_AT_GLENRIDGE_RD_HUTCHINSON_RIVER_PKWY_MERRITT_PKWY_NB_ON_OFF_RAMP_395025_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 GLEN RIDGE RD HUTCHINSON RIVER PKWY/MERRIT PKWY ON/OFF RANP From North KING ST From East From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 19 0 0 0 19 51 168 0 0 219 0 0 0 0 0 0 133 98 1 232 470 05:15 PM 18 0 2 1 21 47 190 0 0 237 0 0 0 0 0 0 148 103 0 251 509 05:30 PM 25 0 0 0 25 50 190 0 0 240 0 0 0 0 0 0 146 85 0 231 496 05:45 PM 16 0 1 0 17 42 182 0 0 224 0 0 0 0 0 0 148 83 0 231 472 Total Volume 78 0 3 1 82 190 730 0 0 920 0 0 0 0 0 0 575 369 1 945 1947 % App. Total 95.1 0 3.7 1.2 20.7 79.3 0 0 0 0 0 0 0 60.8 39 0.1 PHF .780 .000 .375 .250 .820 .931 .961 .000 .000 .958 .000 .000 .000 .000 .000 .000 .971 .896 .250 .941 .956 Lights 78 0 3 0 81 189 722 0 0 911 0 0 0 0 0 0 568 368 0 936 1928 % Lights 100 0 100 0 98.8 99.5 98.9 0 0 99.0 0 0 0 0 0 0 98.8 99.7 0 99.0 99.0 Buses 0 0 0 0 0 1 3 0 0 4 0 0 0 0 0 0 4 1 0 5 9 % Buses 0 0 0 0 0 0.5 0.4 0 0 0.4 0 0 0 0 0 0 0.7 0.3 0 0.5 0.5 Trucks 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 3 0 0 3 8 % Trucks 0 0 0 0 0 0 0.7 0 0 0.5 0 0 0 0 0 0 0.5 0 0 0.3 0.4 Pedestrians 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 % Pedestrians 0 0 0 100 1.2 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.1 0.1 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 4-KING_ST_AT_HUTCHINSON_RIVER_PKWY_MERRIT_PKWY_NB_ON_OFF_RAMP_395021_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians From North KING ST From East HUTCHINSON RIVER/MERRIT PKWY ON OFF RAMP From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 0 0 0 0 0 0 247 0 0 247 61 0 7 2 70 6 136 0 0 142 459 04:15 PM 0 0 0 0 0 0 242 0 0 242 67 0 4 3 74 5 111 0 0 116 432 04:30 PM 0 0 0 0 0 0 217 0 0 217 53 0 6 0 59 8 118 0 0 126 402 04:45 PM 0 0 0 0 0 0 227 0 0 227 47 0 11 2 60 12 113 0 0 125 412 Total 0 0 0 0 0 0 933 0 0 933 228 0 28 7 263 31 478 0 0 509 1705 05:00 PM 0 0 0 0 0 0 212 3 0 215 64 0 10 1 75 13 119 0 0 132 422 05:15 PM 0 0 0 0 0 0 232 1 0 233 81 0 5 0 86 10 139 0 0 149 468 05:30 PM 0 0 0 0 0 0 229 0 0 229 65 0 12 4 81 6 140 0 0 146 456 05:45 PM 0 0 0 0 0 0 222 0 0 222 59 0 6 0 65 7 144 0 0 151 438 Total 0 0 0 0 0 0 895 4 0 899 269 0 33 5 307 36 542 0 0 578 1784 06:00 PM 0 0 0 0 0 0 183 0 0 183 61 0 5 0 66 10 129 0 0 139 388 06:15 PM 0 0 0 0 0 0 220 0 0 220 66 0 3 2 71 10 111 0 0 121 412 Grand Total 0 0 0 0 0 0 2231 4 0 2235 624 0 69 14 707 87 1260 0 0 1347 4289 Apprch %0 0 0 0 0 99.8 0.2 0 88.3 0 9.8 2 6.5 93.5 0 0 Total %0 0 0 0 0 0 52 0.1 0 52.1 14.5 0 1.6 0.3 16.5 2 29.4 0 0 31.4 Lights 0 0 0 0 0 0 2190 4 0 2194 622 0 69 0 691 87 1233 0 0 1320 4205 % Lights 0 0 0 0 0 0 98.2 100 0 98.2 99.7 0 100 0 97.7 100 97.9 0 0 98 98 Buses 0 0 0 0 0 0 29 0 0 29 2 0 0 0 2 0 13 0 0 13 44 % Buses 0 0 0 0 0 0 1.3 0 0 1.3 0.3 0 0 0 0.3 0 1 0 0 1 1 Trucks 0 0 0 0 0 0 12 0 0 12 0 0 0 0 0 0 14 0 0 14 26 % Trucks 0 0 0 0 0 0 0.5 0 0 0.5 0 0 0 0 0 0 1.1 0 0 1 0.6 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 14 14 0 0 0 0 0 14 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 2 0 0 0 0 0 0.3 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 4-KING_ST_AT_HUTCHINSON_RIVER_PKWY_MERRIT_PKWY_NB_ON_OFF_RAMP_395021_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 From North KING ST From East HUTCHINSON RIVER/MERRIT PKWY ON OFF RAMP From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 0 0 212 3 0 215 64 0 10 1 75 13 119 0 0 132 422 05:15 PM 0 0 0 0 0 0 232 1 0 233 81 0 5 0 86 10 139 0 0 149 468 05:30 PM 0 0 0 0 0 0 229 0 0 229 65 0 12 4 81 6 140 0 0 146 456 05:45 PM 0 0 0 0 0 0 222 0 0 222 59 0 6 0 65 7 144 0 0 151 438 Total Volume 0 0 0 0 0 0 895 4 0 899 269 0 33 5 307 36 542 0 0 578 1784 % App. Total 0 0 0 0 0 99.6 0.4 0 87.6 0 10.7 1.6 6.2 93.8 0 0 PHF .000 .000 .000 .000 .000 .000 .964 .333 .000 .965 .830 .000 .688 .313 .892 .692 .941 .000 .000 .957 .953 Lights 0 0 0 0 0 0 888 4 0 892 269 0 33 0 302 36 534 0 0 570 1764 % Lights 0 0 0 0 0 0 99.2 100 0 99.2 100 0 100 0 98.4 100 98.5 0 0 98.6 98.9 Buses 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 4 0 0 4 7 % Buses 0 0 0 0 0 0 0.3 0 0 0.3 0 0 0 0 0 0 0.7 0 0 0.7 0.4 Trucks 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 4 0 0 4 8 % Trucks 0 0 0 0 0 0 0.4 0 0 0.4 0 0 0 0 0 0 0.7 0 0 0.7 0.4 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 5 5 0 0 0 0 0 5 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 1.6 0 0 0 0 0 0.3 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 3-KING_ST(ROUTE_120)_AT_ARBOR_DRIVE_395019_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians From North KING ST From East ARBOR DR From South KING ST From WestStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 0 0 0 0 0 140 2 0 142 7 0 8 1 16 3 120 0 0 123 281 07:15 AM 0 0 0 0 0 0 204 3 0 207 20 0 20 0 40 8 171 0 0 179 426 07:30 AM 0 0 0 0 0 0 242 6 0 248 18 0 18 0 36 6 209 0 0 215 499 07:45 AM 0 0 0 0 0 0 251 8 0 259 9 0 11 0 20 8 201 0 0 209 488 Total 0 0 0 0 0 0 837 19 0 856 54 0 57 1 112 25 701 0 0 726 1694 08:00 AM 0 0 0 0 0 0 214 9 0 223 9 0 19 0 28 4 173 0 0 177 428 08:15 AM 0 0 0 0 0 0 205 6 0 211 13 0 24 1 38 21 170 0 0 191 440 08:30 AM 0 0 0 0 0 0 206 6 0 212 7 0 22 0 29 8 149 0 0 157 398 08:45 AM 0 0 0 0 0 0 192 7 0 199 11 0 10 1 22 8 152 0 0 160 381 Total 0 0 0 0 0 0 817 28 0 845 40 0 75 2 117 41 644 0 0 685 1647 09:00 AM 0 0 0 0 0 0 146 4 0 150 8 0 10 1 19 6 135 0 0 141 310 09:15 AM 0 0 0 0 0 0 157 7 0 164 6 0 11 1 18 4 112 0 0 116 298 Grand Total 0 0 0 0 0 0 1957 58 0 2015 108 0 153 5 266 76 1592 0 0 1668 3949 Apprch %0 0 0 0 0 97.1 2.9 0 40.6 0 57.5 1.9 4.6 95.4 0 0 Total %0 0 0 0 0 0 49.6 1.5 0 51 2.7 0 3.9 0.1 6.7 1.9 40.3 0 0 42.2 Lights 0 0 0 0 0 0 1864 55 0 1919 105 0 150 0 255 71 1510 0 0 1581 3755 % Lights 0 0 0 0 0 0 95.2 94.8 0 95.2 97.2 0 98 0 95.9 93.4 94.8 0 0 94.8 95.1 Buses 0 0 0 0 0 0 53 1 0 54 1 0 3 0 4 3 50 0 0 53 111 % Buses 0 0 0 0 0 0 2.7 1.7 0 2.7 0.9 0 2 0 1.5 3.9 3.1 0 0 3.2 2.8 Trucks 0 0 0 0 0 0 40 2 0 42 2 0 0 0 2 2 32 0 0 34 78 % Trucks 0 0 0 0 0 0 2 3.4 0 2.1 1.9 0 0 0 0.8 2.6 2 0 0 2 2 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 5 5 0 0 0 0 0 5 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 1.9 0 0 0 0 0 0.1 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 3-KING_ST(ROUTE_120)_AT_ARBOR_DRIVE_395019_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 From North KING ST From East ARBOR DR From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 0 242 6 0 248 18 0 18 0 36 6 209 0 0 215 499 07:45 AM 0 0 0 0 0 0 251 8 0 259 9 0 11 0 20 8 201 0 0 209 488 08:00 AM 0 0 0 0 0 0 214 9 0 223 9 0 19 0 28 4 173 0 0 177 428 08:15 AM 0 0 0 0 0 0 205 6 0 211 13 0 24 1 38 21 170 0 0 191 440 Total Volume 0 0 0 0 0 0 912 29 0 941 49 0 72 1 122 39 753 0 0 792 1855 % App. Total 0 0 0 0 0 96.9 3.1 0 40.2 0 59 0.8 4.9 95.1 0 0 PHF .000 .000 .000 .000 .000 .000 .908 .806 .000 .908 .681 .000 .750 .250 .803 .464 .901 .000 .000 .921 .929 Lights 0 0 0 0 0 0 868 26 0 894 47 0 71 0 118 39 716 0 0 755 1767 % Lights 0 0 0 0 0 0 95.2 89.7 0 95.0 95.9 0 98.6 0 96.7 100 95.1 0 0 95.3 95.3 Buses 0 0 0 0 0 0 32 1 0 33 0 0 1 0 1 0 26 0 0 26 60 % Buses 0 0 0 0 0 0 3.5 3.4 0 3.5 0 0 1.4 0 0.8 0 3.5 0 0 3.3 3.2 Trucks 0 0 0 0 0 0 12 2 0 14 2 0 0 0 2 0 11 0 0 11 27 % Trucks 0 0 0 0 0 0 1.3 6.9 0 1.5 4.1 0 0 0 1.6 0 1.5 0 0 1.4 1.5 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.8 0 0 0 0 0 0.1 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 3-KING_ST(RT_120A)_AT_ARBOR_DR_490832_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 5 117 0 0 122 0 0 0 0 0 0 133 1 0 134 9 0 12 1 22 278 07:15 AM 7 174 0 0 181 0 0 0 0 0 0 202 7 0 209 18 0 11 0 29 419 07:30 AM 16 228 0 0 244 0 0 0 0 0 0 235 17 0 252 25 0 20 0 45 541 07:45 AM 4 178 0 0 182 0 0 0 0 0 0 231 10 0 241 12 0 16 0 28 451 Total 32 697 0 0 729 0 0 0 0 0 0 801 35 0 836 64 0 59 1 124 1689 08:00 AM 5 153 0 0 158 0 0 0 0 0 0 197 5 0 202 7 0 25 0 32 392 08:15 AM 13 161 0 0 174 0 0 0 0 0 0 223 2 0 225 8 0 19 0 27 426 08:30 AM 11 143 0 0 154 0 0 0 0 0 0 215 4 0 219 13 0 18 0 31 404 08:45 AM 3 150 0 0 153 0 0 0 0 0 0 197 4 0 201 15 0 17 0 32 386 Total 32 607 0 0 639 0 0 0 0 0 0 832 15 0 847 43 0 79 0 122 1608 09:00 AM 3 143 0 0 146 0 0 0 0 0 0 193 8 0 201 7 0 10 0 17 364 09:15 AM 4 116 0 0 120 0 0 0 0 0 0 200 8 0 208 2 0 8 0 10 338 09:30 AM 4 98 0 0 102 0 0 0 0 0 0 176 6 0 182 4 0 11 0 15 299 09:45 AM 3 107 0 0 110 0 0 0 0 0 0 134 4 0 138 11 0 5 0 16 264 Total 14 464 0 0 478 0 0 0 0 0 0 703 26 0 729 24 0 34 0 58 1265 Grand Total 78 1768 0 0 1846 0 0 0 0 0 0 2336 76 0 2412 131 0 172 1 304 4562 Apprch %4.2 95.8 0 0 0 0 0 0 0 96.8 3.2 0 43.1 0 56.6 0.3 Total %1.7 38.8 0 0 40.5 0 0 0 0 0 0 51.2 1.7 0 52.9 2.9 0 3.8 0 6.7 Lights 70 1679 0 0 1749 0 0 0 0 0 0 2246 70 0 2316 124 0 167 0 291 4356 % Lights 89.7 95 0 0 94.7 0 0 0 0 0 0 96.1 92.1 0 96 94.7 0 97.1 0 95.7 95.5 Buses 4 48 0 0 52 0 0 0 0 0 0 55 2 0 57 2 0 4 0 6 115 % Buses 5.1 2.7 0 0 2.8 0 0 0 0 0 0 2.4 2.6 0 2.4 1.5 0 2.3 0 2 2.5 Trucks 4 41 0 0 45 0 0 0 0 0 0 35 4 0 39 5 0 1 0 6 90 % Trucks 5.1 2.3 0 0 2.4 0 0 0 0 0 0 1.5 5.3 0 1.6 3.8 0 0.6 0 2 2 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.3 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 3-KING_ST(RT_120A)_AT_ARBOR_DR_490832_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 KING ST From North From East KING ST From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 16 228 0 0 244 0 0 0 0 0 0 235 17 0 252 25 0 20 0 45 541 07:45 AM 4 178 0 0 182 0 0 0 0 0 0 231 10 0 241 12 0 16 0 28 451 08:00 AM 5 153 0 0 158 0 0 0 0 0 0 197 5 0 202 7 0 25 0 32 392 08:15 AM 13 161 0 0 174 0 0 0 0 0 0 223 2 0 225 8 0 19 0 27 426 Total Volume 38 720 0 0 758 0 0 0 0 0 0 886 34 0 920 52 0 80 0 132 1810 % App. Total 5 95 0 0 0 0 0 0 0 96.3 3.7 0 39.4 0 60.6 0 PHF .594 .789 .000 .000 .777 .000 .000 .000 .000 .000 .000 .943 .500 .000 .913 .520 .000 .800 .000 .733 .836 Lights 37 681 0 0 718 0 0 0 0 0 0 848 31 0 879 51 0 77 0 128 1725 % Lights 97.4 94.6 0 0 94.7 0 0 0 0 0 0 95.7 91.2 0 95.5 98.1 0 96.3 0 97.0 95.3 Buses 1 33 0 0 34 0 0 0 0 0 0 31 2 0 33 0 0 3 0 3 70 % Buses 2.6 4.6 0 0 4.5 0 0 0 0 0 0 3.5 5.9 0 3.6 0 0 3.8 0 2.3 3.9 Trucks 0 6 0 0 6 0 0 0 0 0 0 7 1 0 8 1 0 0 0 1 15 % Trucks 0 0.8 0 0 0.8 0 0 0 0 0 0 0.8 2.9 0 0.9 1.9 0 0 0 0.8 0.8 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 3-KING_ST(RT_120A)_AT_ARBOR_DR_490832_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 10:00 AM 5 84 0 0 89 0 0 0 0 0 0 95 5 0 100 7 0 6 0 13 202 10:15 AM 2 88 0 0 90 0 0 0 0 0 0 106 5 0 111 7 0 6 2 15 216 10:30 AM 5 82 0 0 87 0 0 0 0 0 0 107 2 0 109 6 0 5 0 11 207 10:45 AM 4 74 0 0 78 0 0 0 0 0 0 109 2 0 111 3 0 5 0 8 197 Total 16 328 0 0 344 0 0 0 0 0 0 417 14 0 431 23 0 22 2 47 822 11:00 AM 3 73 0 0 76 0 0 0 0 0 0 120 4 0 124 3 0 4 0 7 207 11:15 AM 10 74 0 0 84 0 0 0 0 0 0 105 5 0 110 8 0 6 0 14 208 11:30 AM 6 87 0 0 93 0 0 0 0 0 0 137 6 0 143 9 0 4 0 13 249 11:45 AM 5 96 0 0 101 0 0 0 0 0 0 117 10 0 127 4 0 4 0 8 236 Total 24 330 0 0 354 0 0 0 0 0 0 479 25 0 504 24 0 18 0 42 900 12:00 PM 5 74 0 0 79 0 0 0 0 0 0 119 6 0 125 6 0 7 0 13 217 12:15 PM 7 85 0 0 92 0 0 0 0 0 0 125 6 0 131 6 0 3 0 9 232 12:30 PM 5 98 0 0 103 0 0 0 0 0 0 117 6 0 123 7 0 4 0 11 237 12:45 PM 6 72 0 0 78 0 0 0 0 0 0 133 4 0 137 7 0 7 0 14 229 Total 23 329 0 0 352 0 0 0 0 0 0 494 22 0 516 26 0 21 0 47 915 01:00 PM 4 72 0 0 76 0 0 0 0 0 0 131 6 0 137 6 0 10 0 16 229 01:15 PM 7 76 0 0 83 0 0 0 0 0 0 121 2 0 123 7 0 4 0 11 217 01:30 PM 5 71 0 0 76 0 0 0 0 0 0 135 3 0 138 3 0 3 0 6 220 01:45 PM 5 85 0 0 90 0 0 0 0 0 0 114 3 0 117 6 0 1 0 7 214 Total 21 304 0 0 325 0 0 0 0 0 0 501 14 0 515 22 0 18 0 40 880 02:00 PM 5 88 0 0 93 0 0 0 0 0 0 117 2 0 119 5 0 5 0 10 222 02:15 PM 9 127 0 0 136 0 0 0 0 0 0 185 10 0 195 15 0 6 0 21 352 02:30 PM 9 131 0 0 140 0 0 0 0 0 0 198 8 0 206 9 0 10 0 19 365 02:45 PM 13 131 0 0 144 0 0 0 0 0 0 238 7 0 245 7 0 8 7 22 411 Total 36 477 0 0 513 0 0 0 0 0 0 738 27 0 765 36 0 29 7 72 1350 03:00 PM 6 132 0 0 138 0 0 0 0 0 0 201 9 0 210 7 0 5 1 13 361 03:15 PM 13 129 0 0 142 0 0 0 0 0 0 239 7 0 246 8 0 6 1 15 403 03:30 PM 6 124 0 0 130 0 0 0 0 0 0 147 5 0 152 15 0 6 0 21 303 03:45 PM 12 159 0 0 171 0 0 0 0 0 0 209 6 0 215 6 0 5 1 12 398 Total 37 544 0 0 581 0 0 0 0 0 0 796 27 0 823 36 0 22 3 61 1465 Grand Total 157 2312 0 0 2469 0 0 0 0 0 0 3425 129 0 3554 167 0 130 12 309 6332 Apprch %6.4 93.6 0 0 0 0 0 0 0 96.4 3.6 0 54 0 42.1 3.9 Total %2.5 36.5 0 0 39 0 0 0 0 0 0 54.1 2 0 56.1 2.6 0 2.1 0.2 4.9 Lights 144 2224 0 0 2368 0 0 0 0 0 0 3321 123 0 3444 154 0 121 0 275 6087 % Lights 91.7 96.2 0 0 95.9 0 0 0 0 0 0 97 95.3 0 96.9 92.2 0 93.1 0 89 96.1 Buses 5 43 0 0 48 0 0 0 0 0 0 54 0 0 54 4 0 1 0 5 107 % Buses 3.2 1.9 0 0 1.9 0 0 0 0 0 0 1.6 0 0 1.5 2.4 0 0.8 0 1.6 1.7 Trucks 8 45 0 0 53 0 0 0 0 0 0 50 6 0 56 9 0 8 0 17 126 % Trucks 5.1 1.9 0 0 2.1 0 0 0 0 0 0 1.5 4.7 0 1.6 5.4 0 6.2 0 5.5 2 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 12 12 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 3.9 0.2 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 3-KING_ST(RT_120A)_AT_ARBOR_DR_490832_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North From East KING ST From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 10:00 AM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 9 131 0 0 140 0 0 0 0 0 0 198 8 0 206 9 0 10 0 19 365 02:45 PM 13 131 0 0 144 0 0 0 0 0 0 238 7 0 245 7 0 8 7 22 411 03:00 PM 6 132 0 0 138 0 0 0 0 0 0 201 9 0 210 7 0 5 1 13 361 03:15 PM 13 129 0 0 142 0 0 0 0 0 0 239 7 0 246 8 0 6 1 15 403 Total Volume 41 523 0 0 564 0 0 0 0 0 0 876 31 0 907 31 0 29 9 69 1540 % App. Total 7.3 92.7 0 0 0 0 0 0 0 96.6 3.4 0 44.9 0 42 13 PHF .788 .991 .000 .000 .979 .000 .000 .000 .000 .000 .000 .916 .861 .000 .922 .861 .000 .725 .321 .784 .937 Lights 36 508 0 0 544 0 0 0 0 0 0 841 31 0 872 29 0 26 0 55 1471 % Lights 87.8 97.1 0 0 96.5 0 0 0 0 0 0 96.0 100 0 96.1 93.5 0 89.7 0 79.7 95.5 Buses 3 9 0 0 12 0 0 0 0 0 0 29 0 0 29 1 0 1 0 2 43 % Buses 7.3 1.7 0 0 2.1 0 0 0 0 0 0 3.3 0 0 3.2 3.2 0 3.4 0 2.9 2.8 Trucks 2 6 0 0 8 0 0 0 0 0 0 6 0 0 6 1 0 2 0 3 17 % Trucks 4.9 1.1 0 0 1.4 0 0 0 0 0 0 0.7 0 0 0.7 3.2 0 6.9 0 4.3 1.1 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 9 9 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 13.0 0.6 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 3-KING_ST(ROUTE_120)_AT_ARBOR_DRIVE_395019_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians From North KING ST From East ARBOR DR From South KING ST From WestStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 0 0 0 0 0 0 237 12 0 249 9 0 8 2 19 10 189 0 0 199 467 04:15 PM 0 0 0 0 0 0 227 7 0 234 12 0 11 2 25 13 169 0 0 182 441 04:30 PM 0 0 0 0 0 0 199 9 0 208 7 0 12 3 22 8 155 0 0 163 393 04:45 PM 0 0 0 0 0 0 218 10 0 228 7 0 11 3 21 10 145 0 0 155 404 Total 0 0 0 0 0 0 881 38 0 919 35 0 42 10 87 41 658 0 0 699 1705 05:00 PM 0 0 0 0 0 0 209 8 0 217 3 0 6 1 10 12 175 0 0 187 414 05:15 PM 0 0 0 0 0 0 215 11 0 226 15 0 13 1 29 13 199 0 0 212 467 05:30 PM 0 0 0 0 0 0 221 9 0 230 6 0 11 0 17 19 188 0 0 207 454 05:45 PM 0 0 0 0 0 0 213 6 0 219 13 0 11 0 24 14 193 0 0 207 450 Total 0 0 0 0 0 0 858 34 0 892 37 0 41 2 80 58 755 0 0 813 1785 06:00 PM 0 0 0 0 0 0 180 7 0 187 8 0 11 0 19 19 177 0 0 196 402 06:15 PM 0 0 0 0 0 0 211 16 0 227 12 0 8 2 22 16 145 0 0 161 410 Grand Total 0 0 0 0 0 0 2130 95 0 2225 92 0 102 14 208 134 1735 0 0 1869 4302 Apprch %0 0 0 0 0 95.7 4.3 0 44.2 0 49 6.7 7.2 92.8 0 0 Total %0 0 0 0 0 0 49.5 2.2 0 51.7 2.1 0 2.4 0.3 4.8 3.1 40.3 0 0 43.4 Lights 0 0 0 0 0 0 2084 95 0 2179 92 0 100 0 192 133 1709 0 0 1842 4213 % Lights 0 0 0 0 0 0 97.8 100 0 97.9 100 0 98 0 92.3 99.3 98.5 0 0 98.6 97.9 Buses 0 0 0 0 0 0 29 0 0 29 0 0 0 0 0 0 12 0 0 12 41 % Buses 0 0 0 0 0 0 1.4 0 0 1.3 0 0 0 0 0 0 0.7 0 0 0.6 1 Trucks 0 0 0 0 0 0 17 0 0 17 0 0 2 0 2 1 14 0 0 15 34 % Trucks 0 0 0 0 0 0 0.8 0 0 0.8 0 0 2 0 1 0.7 0.8 0 0 0.8 0.8 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 14 14 0 0 0 0 0 14 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 6.7 0 0 0 0 0 0.3 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 3-KING_ST(ROUTE_120)_AT_ARBOR_DRIVE_395019_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 From North KING ST From East ARBOR DR From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 0 0 209 8 0 217 3 0 6 1 10 12 175 0 0 187 414 05:15 PM 0 0 0 0 0 0 215 11 0 226 15 0 13 1 29 13 199 0 0 212 467 05:30 PM 0 0 0 0 0 0 221 9 0 230 6 0 11 0 17 19 188 0 0 207 454 05:45 PM 0 0 0 0 0 0 213 6 0 219 13 0 11 0 24 14 193 0 0 207 450 Total Volume 0 0 0 0 0 0 858 34 0 892 37 0 41 2 80 58 755 0 0 813 1785 % App. Total 0 0 0 0 0 96.2 3.8 0 46.2 0 51.2 2.5 7.1 92.9 0 0 PHF .000 .000 .000 .000 .000 .000 .971 .773 .000 .970 .617 .000 .788 .500 .690 .763 .948 .000 .000 .959 .956 Lights 0 0 0 0 0 0 846 34 0 880 37 0 40 0 77 57 747 0 0 804 1761 % Lights 0 0 0 0 0 0 98.6 100 0 98.7 100 0 97.6 0 96.3 98.3 98.9 0 0 98.9 98.7 Buses 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 4 0 0 4 6 % Buses 0 0 0 0 0 0 0.2 0 0 0.2 0 0 0 0 0 0 0.5 0 0 0.5 0.3 Trucks 0 0 0 0 0 0 10 0 0 10 0 0 1 0 1 1 4 0 0 5 16 % Trucks 0 0 0 0 0 0 1.2 0 0 1.1 0 0 2.4 0 1.3 1.7 0.5 0 0 0.6 0.9 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0 2 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 2.5 0 0 0 0 0 0.1 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 3-KING_ST(RT_120A)_AT_ARBOR_DR_490832_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 12 135 0 0 147 0 0 0 0 0 0 193 4 0 197 5 0 1 0 6 350 04:15 PM 12 133 0 0 145 0 0 0 0 0 0 203 10 0 213 5 0 2 0 7 365 04:30 PM 14 135 0 0 149 0 0 0 0 0 0 205 7 0 212 10 0 10 0 20 381 04:45 PM 9 156 0 0 165 0 0 0 0 0 0 206 6 0 212 3 0 15 1 19 396 Total 47 559 0 0 606 0 0 0 0 0 0 807 27 0 834 23 0 28 1 52 1492 05:00 PM 14 141 0 0 155 0 0 0 0 0 0 223 11 0 234 7 0 9 0 16 405 05:15 PM 18 154 0 0 172 0 0 0 0 0 0 223 4 0 227 7 0 6 0 13 412 05:30 PM 13 134 0 0 147 0 0 0 0 0 0 217 9 0 226 5 0 4 0 9 382 05:45 PM 16 166 0 0 182 0 0 0 0 0 0 206 5 0 211 8 0 6 0 14 407 Total 61 595 0 0 656 0 0 0 0 0 0 869 29 0 898 27 0 25 0 52 1606 06:00 PM 17 151 0 0 168 0 0 0 0 0 0 191 6 0 197 10 0 5 0 15 380 06:15 PM 12 130 0 0 142 0 0 0 0 0 0 164 11 0 175 13 0 6 0 19 336 06:30 PM 12 116 0 0 128 0 0 0 0 0 0 171 7 0 178 5 0 9 2 16 322 06:45 PM 13 84 0 0 97 0 0 0 0 0 0 185 11 0 196 1 0 12 1 14 307 Total 54 481 0 0 535 0 0 0 0 0 0 711 35 0 746 29 0 32 3 64 1345 Grand Total 162 1635 0 0 1797 0 0 0 0 0 0 2387 91 0 2478 79 0 85 4 168 4443 Apprch %9 91 0 0 0 0 0 0 0 96.3 3.7 0 47 0 50.6 2.4 Total %3.6 36.8 0 0 40.4 0 0 0 0 0 0 53.7 2 0 55.8 1.8 0 1.9 0.1 3.8 Lights 161 1607 0 0 1768 0 0 0 0 0 0 2338 91 0 2429 78 0 85 0 163 4360 % Lights 99.4 98.3 0 0 98.4 0 0 0 0 0 0 97.9 100 0 98 98.7 0 100 0 97 98.1 Buses 0 24 0 0 24 0 0 0 0 0 0 40 0 0 40 0 0 0 0 0 64 % Buses 0 1.5 0 0 1.3 0 0 0 0 0 0 1.7 0 0 1.6 0 0 0 0 0 1.4 Trucks 1 4 0 0 5 0 0 0 0 0 0 9 0 0 9 1 0 0 0 1 15 % Trucks 0.6 0.2 0 0 0.3 0 0 0 0 0 0 0.4 0 0 0.4 1.3 0 0 0 0.6 0.3 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 4 4 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 2.4 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 3-KING_ST(RT_120A)_AT_ARBOR_DR_490832_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 KING ST From North From East KING ST From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 14 141 0 0 155 0 0 0 0 0 0 223 11 0 234 7 0 9 0 16 405 05:15 PM 18 154 0 0 172 0 0 0 0 0 0 223 4 0 227 7 0 6 0 13 412 05:30 PM 13 134 0 0 147 0 0 0 0 0 0 217 9 0 226 5 0 4 0 9 382 05:45 PM 16 166 0 0 182 0 0 0 0 0 0 206 5 0 211 8 0 6 0 14 407 Total Volume 61 595 0 0 656 0 0 0 0 0 0 869 29 0 898 27 0 25 0 52 1606 % App. Total 9.3 90.7 0 0 0 0 0 0 0 96.8 3.2 0 51.9 0 48.1 0 PHF .847 .896 .000 .000 .901 .000 .000 .000 .000 .000 .000 .974 .659 .000 .959 .844 .000 .694 .000 .813 .975 Lights 61 586 0 0 647 0 0 0 0 0 0 860 29 0 889 27 0 25 0 52 1588 % Lights 100 98.5 0 0 98.6 0 0 0 0 0 0 99.0 100 0 99.0 100 0 100 0 100 98.9 Buses 0 9 0 0 9 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 13 % Buses 0 1.5 0 0 1.4 0 0 0 0 0 0 0.5 0 0 0.4 0 0 0 0 0 0.8 Trucks 0 0 0 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 5 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 0 0 0.3 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 2-KING_ST_AT_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_RIGHT_TURN_ENTRY_DRIVEWY_395018_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians From North KING ST From East BLIND BROOK MIDDLE/HIGH SCHOOL From South KING ST From WestStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 0 0 0 0 0 142 0 0 142 0 0 0 1 1 49 78 0 0 127 270 07:15 AM 0 0 0 0 0 0 217 0 0 217 0 0 0 0 0 89 101 0 0 190 407 07:30 AM 0 0 0 0 0 0 249 0 0 249 0 0 0 0 0 131 94 0 0 225 474 07:45 AM 0 0 0 0 0 0 253 0 0 253 0 0 0 0 0 44 155 0 0 199 452 Total 0 0 0 0 0 0 861 0 0 861 0 0 0 1 1 313 428 0 0 741 1603 08:00 AM 0 0 0 0 0 0 217 0 0 217 0 0 0 0 0 13 172 0 0 185 402 08:15 AM 0 0 0 0 0 0 220 0 0 220 0 0 0 1 1 10 178 0 0 188 409 08:30 AM 0 0 0 0 0 0 209 0 0 209 0 0 0 1 1 5 150 0 0 155 365 08:45 AM 0 0 0 0 0 0 192 1 0 193 0 0 0 3 3 5 155 0 0 160 356 Total 0 0 0 0 0 0 838 1 0 839 0 0 0 5 5 33 655 0 0 688 1532 09:00 AM 0 0 0 0 0 0 150 0 0 150 0 0 0 2 2 7 135 0 0 142 294 09:15 AM 0 0 0 0 0 0 164 0 0 164 0 0 0 1 1 10 107 0 0 117 282 Grand Total 0 0 0 0 0 0 2013 1 0 2014 0 0 0 9 9 363 1325 0 0 1688 3711 Apprch %0 0 0 0 0 100 0 0 0 0 0 100 21.5 78.5 0 0 Total %0 0 0 0 0 0 54.2 0 0 54.3 0 0 0 0.2 0.2 9.8 35.7 0 0 45.5 Lights 0 0 0 0 0 0 1923 1 0 1924 0 0 0 0 0 350 1249 0 0 1599 3523 % Lights 0 0 0 0 0 0 95.5 100 0 95.5 0 0 0 0 0 96.4 94.3 0 0 94.7 94.9 Buses 0 0 0 0 0 0 51 0 0 51 0 0 0 0 0 12 38 0 0 50 101 % Buses 0 0 0 0 0 0 2.5 0 0 2.5 0 0 0 0 0 3.3 2.9 0 0 3 2.7 Trucks 0 0 0 0 0 0 39 0 0 39 0 0 0 0 0 1 38 0 0 39 78 % Trucks 0 0 0 0 0 0 1.9 0 0 1.9 0 0 0 0 0 0.3 2.9 0 0 2.3 2.1 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 9 9 0 0 0 0 0 9 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 0 0 0 0 0 0.2 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 2-KING_ST_AT_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_RIGHT_TURN_ENTRY_DRIVEWY_395018_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 From North KING ST From East BLIND BROOK MIDDLE/HIGH SCHOOL From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 0 249 0 0 249 0 0 0 0 0 131 94 0 0 225 474 07:45 AM 0 0 0 0 0 0 253 0 0 253 0 0 0 0 0 44 155 0 0 199 452 08:00 AM 0 0 0 0 0 0 217 0 0 217 0 0 0 0 0 13 172 0 0 185 402 08:15 AM 0 0 0 0 0 0 220 0 0 220 0 0 0 1 1 10 178 0 0 188 409 Total Volume 0 0 0 0 0 0 939 0 0 939 0 0 0 1 1 198 599 0 0 797 1737 % App. Total 0 0 0 0 0 100 0 0 0 0 0 100 24.8 75.2 0 0 PHF .000 .000 .000 .000 .000 .000 .928 .000 .000 .928 .000 .000 .000 .250 .250 .378 .841 .000 .000 .886 .916 Lights 0 0 0 0 0 0 893 0 0 893 0 0 0 0 0 192 562 0 0 754 1647 % Lights 0 0 0 0 0 0 95.1 0 0 95.1 0 0 0 0 0 97.0 93.8 0 0 94.6 94.8 Buses 0 0 0 0 0 0 32 0 0 32 0 0 0 0 0 5 21 0 0 26 58 % Buses 0 0 0 0 0 0 3.4 0 0 3.4 0 0 0 0 0 2.5 3.5 0 0 3.3 3.3 Trucks 0 0 0 0 0 0 14 0 0 14 0 0 0 0 0 1 16 0 0 17 31 % Trucks 0 0 0 0 0 0 1.5 0 0 1.5 0 0 0 0 0 0.5 2.7 0 0 2.1 1.8 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 0 0 0 0 0 0.1 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 2-KING_ST_AT_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_RIGHT_TURN_ENTRY_DRIVEWY_395018_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians From North KING ST From East BLIND BROOK MIDDLE/HIGH SCHOOL From South KING ST From WestStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 0 0 0 0 0 0 256 0 0 256 0 0 0 1 1 42 154 0 0 196 453 04:15 PM 0 0 0 0 0 0 235 0 0 235 0 0 0 4 4 30 146 0 0 176 415 04:30 PM 0 0 0 0 0 0 209 0 0 209 0 0 0 4 4 12 156 0 0 168 381 04:45 PM 0 0 0 0 0 0 224 1 0 225 0 0 0 3 3 3 150 0 0 153 381 Total 0 0 0 0 0 0 924 1 0 925 0 0 0 12 12 87 606 0 0 693 1630 05:00 PM 0 0 0 0 0 0 228 0 0 228 0 0 0 1 1 7 172 0 0 179 408 05:15 PM 0 0 0 0 0 0 216 0 0 216 0 0 0 2 2 29 182 0 0 211 429 05:30 PM 0 0 0 0 0 0 234 0 0 234 0 0 0 2 2 14 181 0 0 195 431 05:45 PM 0 0 0 0 0 0 210 0 0 210 0 0 0 2 2 18 185 0 0 203 415 Total 0 0 0 0 0 0 888 0 0 888 0 0 0 7 7 68 720 0 0 788 1683 06:00 PM 0 0 0 0 0 0 195 0 0 195 0 0 0 0 0 6 179 0 0 185 380 06:15 PM 0 0 0 0 0 0 217 0 0 217 0 0 0 1 1 4 158 0 0 162 380 Grand Total 0 0 0 0 0 0 2224 1 0 2225 0 0 0 20 20 165 1663 0 0 1828 4073 Apprch %0 0 0 0 0 100 0 0 0 0 0 100 9 91 0 0 Total %0 0 0 0 0 0 54.6 0 0 54.6 0 0 0 0.5 0.5 4.1 40.8 0 0 44.9 Lights 0 0 0 0 0 0 2182 1 0 2183 0 0 0 0 0 163 1641 0 0 1804 3987 % Lights 0 0 0 0 0 0 98.1 100 0 98.1 0 0 0 0 0 98.8 98.7 0 0 98.7 97.9 Buses 0 0 0 0 0 0 31 0 0 31 0 0 0 0 0 2 10 0 0 12 43 % Buses 0 0 0 0 0 0 1.4 0 0 1.4 0 0 0 0 0 1.2 0.6 0 0 0.7 1.1 Trucks 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 0 12 0 0 12 23 % Trucks 0 0 0 0 0 0 0.5 0 0 0.5 0 0 0 0 0 0 0.7 0 0 0.7 0.6 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 20 20 0 0 0 0 0 20 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 0 0 0 0 0 0.5 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 2-KING_ST_AT_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_RIGHT_TURN_ENTRY_DRIVEWAY_490831_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South BLIND BROOK SCHOOL RIGHT IN DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 26 96 0 0 122 0 0 0 0 0 0 132 0 0 132 0 0 0 1 1 255 07:15 AM 83 110 0 0 193 0 0 0 0 0 0 206 0 0 206 0 0 0 1 1 400 07:30 AM 148 98 0 0 246 0 0 0 0 0 0 255 0 0 255 0 0 0 0 0 501 07:45 AM 49 144 0 0 193 0 0 0 0 0 0 243 0 0 243 0 0 0 0 0 436 Total 306 448 0 0 754 0 0 0 0 0 0 836 0 0 836 0 0 0 2 2 1592 08:00 AM 7 160 0 0 167 0 0 0 0 0 0 195 0 0 195 0 0 0 0 0 362 08:15 AM 15 158 0 0 173 0 0 0 0 0 0 227 0 0 227 0 0 0 0 0 400 08:30 AM 8 153 0 0 161 0 0 0 0 0 0 216 0 0 216 0 0 0 0 0 377 08:45 AM 3 169 0 0 172 0 0 0 0 0 0 202 0 0 202 0 0 0 0 0 374 Total 33 640 0 0 673 0 0 0 0 0 0 840 0 0 840 0 0 0 0 0 1513 09:00 AM 4 146 0 0 150 0 0 0 0 0 0 196 0 0 196 0 0 1 0 1 347 09:15 AM 4 108 0 0 112 0 0 0 0 0 0 214 0 0 214 0 0 0 0 0 326 09:30 AM 2 109 0 0 111 0 0 0 0 0 0 180 0 0 180 0 0 0 0 0 291 09:45 AM 4 112 0 0 116 0 0 0 0 0 0 142 0 0 142 0 0 0 0 0 258 Total 14 475 0 0 489 0 0 0 0 0 0 732 0 0 732 0 0 1 0 1 1222 Grand Total 353 1563 0 0 1916 0 0 0 0 0 0 2408 0 0 2408 0 0 1 2 3 4327 Apprch %18.4 81.6 0 0 0 0 0 0 0 100 0 0 0 0 33.3 66.7 Total %8.2 36.1 0 0 44.3 0 0 0 0 0 0 55.7 0 0 55.7 0 0 0 0 0.1 Lights 338 1481 0 0 1819 0 0 0 0 0 0 2309 0 0 2309 0 0 1 0 1 4129 % Lights 95.8 94.8 0 0 94.9 0 0 0 0 0 0 95.9 0 0 95.9 0 0 100 0 33.3 95.4 Buses 15 34 0 0 49 0 0 0 0 0 0 55 0 0 55 0 0 0 0 0 104 % Buses 4.2 2.2 0 0 2.6 0 0 0 0 0 0 2.3 0 0 2.3 0 0 0 0 0 2.4 Trucks 0 48 0 0 48 0 0 0 0 0 0 44 0 0 44 0 0 0 0 0 92 % Trucks 0 3.1 0 0 2.5 0 0 0 0 0 0 1.8 0 0 1.8 0 0 0 0 0 2.1 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 66.7 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 2-KING_ST_AT_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_RIGHT_TURN_ENTRY_DRIVEWAY_490831_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 KING ST From North From East KING ST From South BLIND BROOK SCHOOL RIGHT IN DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 83 110 0 0 193 0 0 0 0 0 0 206 0 0 206 0 0 0 1 1 400 07:30 AM 148 98 0 0 246 0 0 0 0 0 0 255 0 0 255 0 0 0 0 0 501 07:45 AM 49 144 0 0 193 0 0 0 0 0 0 243 0 0 243 0 0 0 0 0 436 08:00 AM 7 160 0 0 167 0 0 0 0 0 0 195 0 0 195 0 0 0 0 0 362 Total Volume 287 512 0 0 799 0 0 0 0 0 0 899 0 0 899 0 0 0 1 1 1699 % App. Total 35.9 64.1 0 0 0 0 0 0 0 100 0 0 0 0 0 100 PHF .485 .800 .000 .000 .812 .000 .000 .000 .000 .000 .000 .881 .000 .000 .881 .000 .000 .000 .250 .250 .848 Lights 280 474 0 0 754 0 0 0 0 0 0 856 0 0 856 0 0 0 0 0 1610 % Lights 97.6 92.6 0 0 94.4 0 0 0 0 0 0 95.2 0 0 95.2 0 0 0 0 0 94.8 Buses 7 26 0 0 33 0 0 0 0 0 0 33 0 0 33 0 0 0 0 0 66 % Buses 2.4 5.1 0 0 4.1 0 0 0 0 0 0 3.7 0 0 3.7 0 0 0 0 0 3.9 Trucks 0 12 0 0 12 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 22 % Trucks 0 2.3 0 0 1.5 0 0 0 0 0 0 1.1 0 0 1.1 0 0 0 0 0 1.3 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 2-KING_ST_AT_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_RIGHT_TURN_ENTRY_DRIVEWAY_490831_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South BLIND BROOK SCHOOL RIGHT IN DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 10:00 AM 3 92 0 0 95 0 0 0 0 0 0 99 0 0 99 0 0 0 0 0 194 10:15 AM 1 91 0 0 92 0 0 0 0 0 0 109 0 0 109 0 0 0 2 2 203 10:30 AM 9 78 0 0 87 0 0 0 0 0 0 107 0 0 107 0 0 0 0 0 194 10:45 AM 2 75 0 0 77 0 0 0 0 0 0 110 0 0 110 0 0 0 0 0 187 Total 15 336 0 0 351 0 0 0 0 0 0 425 0 0 425 0 0 0 2 2 778 11:00 AM 3 75 0 0 78 0 0 0 0 0 0 128 0 0 128 0 0 0 0 0 206 11:15 AM 6 75 0 0 81 0 0 0 0 0 0 110 0 0 110 0 0 0 0 0 191 11:30 AM 3 94 0 0 97 0 0 0 0 0 0 135 0 0 135 0 0 0 1 1 233 11:45 AM 5 91 0 0 96 0 0 0 0 0 0 130 0 0 130 0 0 0 0 0 226 Total 17 335 0 0 352 0 0 0 0 0 0 503 0 0 503 0 0 0 1 1 856 12:00 PM 6 78 0 0 84 0 0 0 0 0 0 129 0 0 129 0 0 0 0 0 213 12:15 PM 2 91 0 0 93 0 0 0 0 0 0 130 0 0 130 0 0 0 0 0 223 12:30 PM 3 102 0 0 105 0 0 0 0 0 0 124 0 0 124 0 0 0 0 0 229 12:45 PM 3 77 0 0 80 0 0 0 0 0 0 138 0 0 138 0 0 0 0 0 218 Total 14 348 0 0 362 0 0 0 0 0 0 521 0 0 521 0 0 0 0 0 883 01:00 PM 0 76 0 0 76 0 0 0 0 0 0 134 0 0 134 0 0 0 0 0 210 01:15 PM 2 83 0 0 85 0 0 0 0 0 0 131 0 0 131 0 0 0 0 0 216 01:30 PM 10 63 0 0 73 0 0 0 0 0 0 138 0 0 138 0 0 0 0 0 211 01:45 PM 1 91 0 0 92 0 0 0 0 0 0 113 1 0 114 0 0 0 0 0 206 Total 13 313 0 0 326 0 0 0 0 0 0 516 1 0 517 0 0 0 0 0 843 02:00 PM 12 79 0 0 91 0 0 0 0 0 0 119 0 0 119 0 0 0 0 0 210 02:15 PM 42 96 0 0 138 0 0 0 0 0 0 191 1 0 192 0 0 0 0 0 330 02:30 PM 47 95 0 0 142 0 0 0 0 0 0 202 4 0 206 0 0 0 0 0 348 02:45 PM 27 107 0 0 134 0 0 0 0 0 0 254 0 0 254 0 0 0 0 0 388 Total 128 377 0 0 505 0 0 0 0 0 0 766 5 0 771 0 0 0 0 0 1276 03:00 PM 11 129 0 0 140 0 0 0 0 0 0 213 0 0 213 0 0 0 1 1 354 03:15 PM 14 119 0 0 133 0 0 0 0 0 0 238 0 0 238 0 0 0 0 0 371 03:30 PM 15 119 0 0 134 0 0 0 0 0 0 153 1 0 154 0 0 0 0 0 288 03:45 PM 18 148 0 0 166 0 0 0 0 0 0 216 0 0 216 0 0 0 1 1 383 Total 58 515 0 0 573 0 0 0 0 0 0 820 1 0 821 0 0 0 2 2 1396 Grand Total 245 2224 0 0 2469 0 0 0 0 0 0 3551 7 0 3558 0 0 0 5 5 6032 Apprch %9.9 90.1 0 0 0 0 0 0 0 99.8 0.2 0 0 0 0 100 Total %4.1 36.9 0 0 40.9 0 0 0 0 0 0 58.9 0.1 0 59 0 0 0 0.1 0.1 Lights 229 2140 0 0 2369 0 0 0 0 0 0 3442 7 0 3449 0 0 0 0 0 5818 % Lights 93.5 96.2 0 0 95.9 0 0 0 0 0 0 96.9 100 0 96.9 0 0 0 0 0 96.5 Buses 14 31 0 0 45 0 0 0 0 0 0 49 0 0 49 0 0 0 0 0 94 % Buses 5.7 1.4 0 0 1.8 0 0 0 0 0 0 1.4 0 0 1.4 0 0 0 0 0 1.6 Trucks 2 53 0 0 55 0 0 0 0 0 0 60 0 0 60 0 0 0 0 0 115 % Trucks 0.8 2.4 0 0 2.2 0 0 0 0 0 0 1.7 0 0 1.7 0 0 0 0 0 1.9 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 5 5 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 2-KING_ST_AT_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_RIGHT_TURN_ENTRY_DRIVEWAY_490831_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North From East KING ST From South BLIND BROOK SCHOOL RIGHT IN DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 10:00 AM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 47 95 0 0 142 0 0 0 0 0 0 202 4 0 206 0 0 0 0 0 348 02:45 PM 27 107 0 0 134 0 0 0 0 0 0 254 0 0 254 0 0 0 0 0 388 03:00 PM 11 129 0 0 140 0 0 0 0 0 0 213 0 0 213 0 0 0 1 1 354 03:15 PM 14 119 0 0 133 0 0 0 0 0 0 238 0 0 238 0 0 0 0 0 371 Total Volume 99 450 0 0 549 0 0 0 0 0 0 907 4 0 911 0 0 0 1 1 1461 % App. Total 18 82 0 0 0 0 0 0 0 99.6 0.4 0 0 0 0 100 PHF .527 .872 .000 .000 .967 .000 .000 .000 .000 .000 .000 .893 .250 .000 .897 .000 .000 .000 .250 .250 .941 Lights 97 436 0 0 533 0 0 0 0 0 0 877 4 0 881 0 0 0 0 0 1414 % Lights 98.0 96.9 0 0 97.1 0 0 0 0 0 0 96.7 100 0 96.7 0 0 0 0 0 96.8 Buses 2 8 0 0 10 0 0 0 0 0 0 24 0 0 24 0 0 0 0 0 34 % Buses 2.0 1.8 0 0 1.8 0 0 0 0 0 0 2.6 0 0 2.6 0 0 0 0 0 2.3 Trucks 0 6 0 0 6 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 12 % Trucks 0 1.3 0 0 1.1 0 0 0 0 0 0 0.7 0 0 0.7 0 0 0 0 0 0.8 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 2-KING_ST_AT_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_RIGHT_TURN_ENTRY_DRIVEWY_395018_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians From North KING ST From East BLIND BROOK MIDDLE/HIGH SCHOOL From South KING ST From WestStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 0 0 0 0 0 0 256 0 0 256 0 0 0 1 1 42 154 0 0 196 453 04:15 PM 0 0 0 0 0 0 235 0 0 235 0 0 0 4 4 30 146 0 0 176 415 04:30 PM 0 0 0 0 0 0 209 0 0 209 0 0 0 4 4 12 156 0 0 168 381 04:45 PM 0 0 0 0 0 0 224 1 0 225 0 0 0 3 3 3 150 0 0 153 381 Total 0 0 0 0 0 0 924 1 0 925 0 0 0 12 12 87 606 0 0 693 1630 05:00 PM 0 0 0 0 0 0 228 0 0 228 0 0 0 1 1 7 172 0 0 179 408 05:15 PM 0 0 0 0 0 0 216 0 0 216 0 0 0 2 2 29 182 0 0 211 429 05:30 PM 0 0 0 0 0 0 234 0 0 234 0 0 0 2 2 14 181 0 0 195 431 05:45 PM 0 0 0 0 0 0 210 0 0 210 0 0 0 2 2 18 185 0 0 203 415 Total 0 0 0 0 0 0 888 0 0 888 0 0 0 7 7 68 720 0 0 788 1683 06:00 PM 0 0 0 0 0 0 195 0 0 195 0 0 0 0 0 6 179 0 0 185 380 06:15 PM 0 0 0 0 0 0 217 0 0 217 0 0 0 1 1 4 158 0 0 162 380 Grand Total 0 0 0 0 0 0 2224 1 0 2225 0 0 0 20 20 165 1663 0 0 1828 4073 Apprch %0 0 0 0 0 100 0 0 0 0 0 100 9 91 0 0 Total %0 0 0 0 0 0 54.6 0 0 54.6 0 0 0 0.5 0.5 4.1 40.8 0 0 44.9 Lights 0 0 0 0 0 0 2182 1 0 2183 0 0 0 0 0 163 1641 0 0 1804 3987 % Lights 0 0 0 0 0 0 98.1 100 0 98.1 0 0 0 0 0 98.8 98.7 0 0 98.7 97.9 Buses 0 0 0 0 0 0 31 0 0 31 0 0 0 0 0 2 10 0 0 12 43 % Buses 0 0 0 0 0 0 1.4 0 0 1.4 0 0 0 0 0 1.2 0.6 0 0 0.7 1.1 Trucks 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 0 12 0 0 12 23 % Trucks 0 0 0 0 0 0 0.5 0 0 0.5 0 0 0 0 0 0 0.7 0 0 0.7 0.6 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 20 20 0 0 0 0 0 20 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 0 0 0 0 0 0.5 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 2-KING_ST_AT_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_RIGHT_TURN_ENTRY_DRIVEWY_395018_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 From North KING ST From East BLIND BROOK MIDDLE/HIGH SCHOOL From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 0 0 228 0 0 228 0 0 0 1 1 7 172 0 0 179 408 05:15 PM 0 0 0 0 0 0 216 0 0 216 0 0 0 2 2 29 182 0 0 211 429 05:30 PM 0 0 0 0 0 0 234 0 0 234 0 0 0 2 2 14 181 0 0 195 431 05:45 PM 0 0 0 0 0 0 210 0 0 210 0 0 0 2 2 18 185 0 0 203 415 Total Volume 0 0 0 0 0 0 888 0 0 888 0 0 0 7 7 68 720 0 0 788 1683 % App. Total 0 0 0 0 0 100 0 0 0 0 0 100 8.6 91.4 0 0 PHF .000 .000 .000 .000 .000 .000 .949 .000 .000 .949 .000 .000 .000 .875 .875 .586 .973 .000 .000 .934 .976 Lights 0 0 0 0 0 0 880 0 0 880 0 0 0 0 0 68 712 0 0 780 1660 % Lights 0 0 0 0 0 0 99.1 0 0 99.1 0 0 0 0 0 100 98.9 0 0 99.0 98.6 Buses 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 4 0 0 4 7 % Buses 0 0 0 0 0 0 0.3 0 0 0.3 0 0 0 0 0 0 0.6 0 0 0.5 0.4 Trucks 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 4 0 0 4 9 % Trucks 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 0 0 0 0.6 0 0 0.5 0.5 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 7 7 0 0 0 0 0 7 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 0 0 0 0 0 0.4 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 2-KING_ST_AT_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_RIGHT_TURN_ENTRY_DRIVEWAY_490831_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South BLIND BROOK SCHOOL RIGHT IN DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 13 132 0 0 145 0 0 0 0 0 0 190 0 0 190 0 0 0 0 0 335 04:15 PM 13 128 0 0 141 0 0 0 0 0 0 215 0 0 215 0 0 0 0 0 356 04:30 PM 7 134 0 0 141 0 0 0 0 0 0 219 0 0 219 0 0 0 0 0 360 04:45 PM 13 146 0 0 159 0 0 0 0 0 0 207 0 0 207 0 0 0 1 1 367 Total 46 540 0 0 586 0 0 0 0 0 0 831 0 0 831 0 0 0 1 1 1418 05:00 PM 7 136 0 0 143 0 0 0 0 0 0 234 0 0 234 0 0 0 0 0 377 05:15 PM 4 155 0 0 159 0 0 0 0 0 0 224 0 0 224 0 0 0 0 0 383 05:30 PM 8 144 0 0 152 0 0 0 0 0 0 227 0 0 227 0 0 0 0 0 379 05:45 PM 11 154 0 0 165 0 0 0 0 0 0 215 0 0 215 0 0 0 0 0 380 Total 30 589 0 0 619 0 0 0 0 0 0 900 0 0 900 0 0 0 0 0 1519 06:00 PM 6 164 0 0 170 0 0 0 0 0 0 194 0 0 194 0 0 0 0 0 364 06:15 PM 9 133 0 0 142 0 0 0 0 0 0 179 0 0 179 0 0 0 0 0 321 06:30 PM 11 111 0 0 122 0 0 0 0 0 0 171 0 0 171 0 0 0 2 2 295 06:45 PM 12 71 0 0 83 0 0 0 0 0 0 201 0 0 201 0 0 0 1 1 285 Total 38 479 0 0 517 0 0 0 0 0 0 745 0 0 745 0 0 0 3 3 1265 Grand Total 114 1608 0 0 1722 0 0 0 0 0 0 2476 0 0 2476 0 0 0 4 4 4202 Apprch %6.6 93.4 0 0 0 0 0 0 0 100 0 0 0 0 0 100 Total %2.7 38.3 0 0 41 0 0 0 0 0 0 58.9 0 0 58.9 0 0 0 0.1 0.1 Lights 108 1585 0 0 1693 0 0 0 0 0 0 2426 0 0 2426 0 0 0 0 0 4119 % Lights 94.7 98.6 0 0 98.3 0 0 0 0 0 0 98 0 0 98 0 0 0 0 0 98 Buses 6 17 0 0 23 0 0 0 0 0 0 32 0 0 32 0 0 0 0 0 55 % Buses 5.3 1.1 0 0 1.3 0 0 0 0 0 0 1.3 0 0 1.3 0 0 0 0 0 1.3 Trucks 0 6 0 0 6 0 0 0 0 0 0 18 0 0 18 0 0 0 0 0 24 % Trucks 0 0.4 0 0 0.3 0 0 0 0 0 0 0.7 0 0 0.7 0 0 0 0 0 0.6 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 4 4 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 2-KING_ST_AT_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_RIGHT_TURN_ENTRY_DRIVEWAY_490831_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 KING ST From North From East KING ST From South BLIND BROOK SCHOOL RIGHT IN DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 7 136 0 0 143 0 0 0 0 0 0 234 0 0 234 0 0 0 0 0 377 05:15 PM 4 155 0 0 159 0 0 0 0 0 0 224 0 0 224 0 0 0 0 0 383 05:30 PM 8 144 0 0 152 0 0 0 0 0 0 227 0 0 227 0 0 0 0 0 379 05:45 PM 11 154 0 0 165 0 0 0 0 0 0 215 0 0 215 0 0 0 0 0 380 Total Volume 30 589 0 0 619 0 0 0 0 0 0 900 0 0 900 0 0 0 0 0 1519 % App. Total 4.8 95.2 0 0 0 0 0 0 0 100 0 0 0 0 0 0 PHF .682 .950 .000 .000 .938 .000 .000 .000 .000 .000 .000 .962 .000 .000 .962 .000 .000 .000 .000 .000 .992 Lights 30 580 0 0 610 0 0 0 0 0 0 891 0 0 891 0 0 0 0 0 1501 % Lights 100 98.5 0 0 98.5 0 0 0 0 0 0 99.0 0 0 99.0 0 0 0 0 0 98.8 Buses 0 8 0 0 8 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 13 % Buses 0 1.4 0 0 1.3 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 0 0 0.9 Trucks 0 1 0 0 1 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 5 % Trucks 0 0.2 0 0 0.2 0 0 0 0 0 0 0.4 0 0 0.4 0 0 0 0 0 0.3 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 1-KING_ST_AT_GLENVILLE_ST_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_395015_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians GLENVILL ST From North KING ST From East BLIND BROOK MIDDLE/HIGH SCHOOL From South KING ST From WestStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 29 1 6 0 36 7 96 7 0 110 14 0 20 1 35 0 61 15 0 76 257 07:15 AM 56 2 11 0 69 7 120 21 0 148 26 2 46 0 74 0 84 12 0 96 387 07:30 AM 75 7 12 0 94 3 109 52 0 164 37 5 66 0 108 2 74 22 0 98 464 07:45 AM 93 0 8 0 101 7 125 8 0 140 20 2 30 0 52 1 120 46 0 167 460 Total 253 10 37 0 300 24 450 88 0 562 97 9 162 1 269 3 339 95 0 437 1568 08:00 AM 68 0 9 0 77 15 147 2 0 164 3 1 5 0 9 0 119 51 0 170 420 08:15 AM 81 1 10 0 92 13 137 2 0 152 1 0 5 1 7 0 135 48 0 183 434 08:30 AM 68 1 20 0 89 24 127 2 0 153 9 1 6 1 17 0 106 38 0 144 403 08:45 AM 66 0 13 0 79 17 119 4 0 140 2 0 1 3 6 0 121 36 0 157 382 Total 283 2 52 0 337 69 530 10 0 609 15 2 17 5 39 0 481 173 0 654 1639 09:00 AM 37 0 9 0 46 15 114 3 2 134 0 0 3 2 5 0 98 39 0 137 322 09:15 AM 84 0 15 0 99 17 78 3 0 98 3 1 5 1 10 0 83 20 0 103 310 Grand Total 657 12 113 0 782 125 1172 104 2 1403 115 12 187 9 323 3 1001 327 0 1331 3839 Apprch %84 1.5 14.5 0 8.9 83.5 7.4 0.1 35.6 3.7 57.9 2.8 0.2 75.2 24.6 0 Total %17.1 0.3 2.9 0 20.4 3.3 30.5 2.7 0.1 36.5 3 0.3 4.9 0.2 8.4 0.1 26.1 8.5 0 34.7 Lights 618 12 106 0 736 110 1130 102 0 1342 111 12 177 0 300 3 962 295 0 1260 3638 % Lights 94.1 100 93.8 0 94.1 88 96.4 98.1 0 95.7 96.5 100 94.7 0 92.9 100 96.1 90.2 0 94.7 94.8 Buses 21 0 2 0 23 3 24 2 0 29 4 0 9 0 13 0 30 9 0 39 104 % Buses 3.2 0 1.8 0 2.9 2.4 2 1.9 0 2.1 3.5 0 4.8 0 4 0 3 2.8 0 2.9 2.7 Trucks 18 0 5 0 23 12 18 0 0 30 0 0 1 0 1 0 9 23 0 32 86 % Trucks 2.7 0 4.4 0 2.9 9.6 1.5 0 0 2.1 0 0 0.5 0 0.3 0 0.9 7 0 2.4 2.2 Pedestrians 0 0 0 0 0 0 0 0 2 2 0 0 0 9 9 0 0 0 0 0 11 % Pedestrians 0 0 0 0 0 0 0 0 100 0.1 0 0 0 100 2.8 0 0 0 0 0 0.3 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 1-KING_ST_AT_GLENVILLE_ST_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_395015_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 GLENVILL ST From North KING ST From East BLIND BROOK MIDDLE/HIGH SCHOOL From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 75 7 12 0 94 3 109 52 0 164 37 5 66 0 108 2 74 22 0 98 464 07:45 AM 93 0 8 0 101 7 125 8 0 140 20 2 30 0 52 1 120 46 0 167 460 08:00 AM 68 0 9 0 77 15 147 2 0 164 3 1 5 0 9 0 119 51 0 170 420 08:15 AM 81 1 10 0 92 13 137 2 0 152 1 0 5 1 7 0 135 48 0 183 434 Total Volume 317 8 39 0 364 38 518 64 0 620 61 8 106 1 176 3 448 167 0 618 1778 % App. Total 87.1 2.2 10.7 0 6.1 83.5 10.3 0 34.7 4.5 60.2 0.6 0.5 72.5 27 0 PHF .852 .286 .813 .000 .901 .633 .881 .308 .000 .945 .412 .400 .402 .250 .407 .375 .830 .819 .000 .844 .958 Lights 289 8 36 0 333 33 503 64 0 600 58 8 105 0 171 3 430 154 0 587 1691 % Lights 91.2 100 92.3 0 91.5 86.8 97.1 100 0 96.8 95.1 100 99.1 0 97.2 100 96.0 92.2 0 95.0 95.1 Buses 18 0 1 0 19 1 10 0 0 11 3 0 1 0 4 0 13 8 0 21 55 % Buses 5.7 0 2.6 0 5.2 2.6 1.9 0 0 1.8 4.9 0 0.9 0 2.3 0 2.9 4.8 0 3.4 3.1 Trucks 10 0 2 0 12 4 5 0 0 9 0 0 0 0 0 0 5 5 0 10 31 % Trucks 3.2 0 5.1 0 3.3 10.5 1.0 0 0 1.5 0 0 0 0 0 0 1.1 3.0 0 1.6 1.7 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.6 0 0 0 0 0 0.1 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 1-KING_ST_AT_GLENVILLE_ST_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_490830_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North GLENVILLE ST From East KING ST From South BLIND BROOK SCHOOL From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 79 17 0 96 43 1 5 0 49 9 84 3 0 96 8 1 7 0 16 257 07:15 AM 0 86 23 0 109 58 0 7 0 65 8 112 31 0 151 18 2 34 0 54 379 07:30 AM 0 77 17 0 94 78 4 11 0 93 10 105 42 0 157 48 7 78 0 133 477 07:45 AM 0 108 37 0 145 70 4 8 0 82 12 121 13 0 146 16 1 50 0 67 440 Total 0 350 94 0 444 249 9 31 0 289 39 422 89 0 550 90 11 169 0 270 1553 08:00 AM 0 114 51 0 165 78 0 8 0 86 18 113 5 0 136 3 1 3 0 7 394 08:15 AM 0 130 33 0 163 82 0 12 0 94 14 137 1 0 152 2 1 9 0 12 421 08:30 AM 0 111 42 0 153 80 1 13 0 94 18 130 1 1 150 1 1 6 0 8 405 08:45 AM 0 139 30 0 169 66 0 10 0 76 13 130 0 0 143 0 1 4 0 5 393 Total 0 494 156 0 650 306 1 43 0 350 63 510 7 1 581 6 4 22 0 32 1613 09:00 AM 1 109 38 0 148 70 0 12 0 82 11 127 1 1 140 0 0 2 0 2 372 09:15 AM 0 68 38 0 106 109 0 8 0 117 9 99 1 0 109 2 1 6 0 9 341 09:30 AM 0 75 33 0 108 93 1 13 0 107 12 82 3 0 97 2 0 2 0 4 316 09:45 AM 0 74 29 0 103 58 0 14 0 72 21 81 4 0 106 1 0 3 0 4 285 Total 1 326 138 0 465 330 1 47 0 378 53 389 9 1 452 5 1 13 0 19 1314 Grand Total 1 1170 388 0 1559 885 11 121 0 1017 155 1321 105 2 1583 101 16 204 0 321 4480 Apprch %0.1 75 24.9 0 87 1.1 11.9 0 9.8 83.4 6.6 0.1 31.5 5 63.6 0 Total %0 26.1 8.7 0 34.8 19.8 0.2 2.7 0 22.7 3.5 29.5 2.3 0 35.3 2.3 0.4 4.6 0 7.2 Lights 1 1127 352 0 1480 846 11 118 0 975 140 1279 104 0 1523 98 16 190 0 304 4282 % Lights 100 96.3 90.7 0 94.9 95.6 100 97.5 0 95.9 90.3 96.8 99 0 96.2 97 100 93.1 0 94.7 95.6 Buses 0 24 13 0 37 20 0 0 0 20 7 29 1 0 37 3 0 13 0 16 110 % Buses 0 2.1 3.4 0 2.4 2.3 0 0 0 2 4.5 2.2 1 0 2.3 3 0 6.4 0 5 2.5 Trucks 0 19 23 0 42 19 0 2 0 21 8 13 0 0 21 0 0 1 0 1 85 % Trucks 0 1.6 5.9 0 2.7 2.1 0 1.7 0 2.1 5.2 1 0 0 1.3 0 0 0.5 0 0.3 1.9 Pedestrians 0 0 0 0 0 0 0 1 0 1 0 0 0 2 2 0 0 0 0 0 3 % Pedestrians 0 0 0 0 0 0 0 0.8 0 0.1 0 0 0 100 0.1 0 0 0 0 0 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 1-KING_ST_AT_GLENVILLE_ST_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_490830_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 KING ST From North GLENVILLE ST From East KING ST From South BLIND BROOK SCHOOL From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 77 17 0 94 78 4 11 0 93 10 105 42 0 157 48 7 78 0 133 477 07:45 AM 0 108 37 0 145 70 4 8 0 82 12 121 13 0 146 16 1 50 0 67 440 08:00 AM 0 114 51 0 165 78 0 8 0 86 18 113 5 0 136 3 1 3 0 7 394 08:15 AM 0 130 33 0 163 82 0 12 0 94 14 137 1 0 152 2 1 9 0 12 421 Total Volume 0 429 138 0 567 308 8 39 0 355 54 476 61 0 591 69 10 140 0 219 1732 % App. Total 0 75.7 24.3 0 86.8 2.3 11 0 9.1 80.5 10.3 0 31.5 4.6 63.9 0 PHF .000 .825 .676 .000 .859 .939 .500 .813 .000 .944 .750 .869 .363 .000 .941 .359 .357 .449 .000 .412 .908 Lights 0 412 122 0 534 284 8 38 0 330 46 463 61 0 570 67 10 135 0 212 1646 % Lights 0 96.0 88.4 0 94.2 92.2 100 97.4 0 93.0 85.2 97.3 100 0 96.4 97.1 100 96.4 0 96.8 95.0 Buses 0 14 11 0 25 18 0 0 0 18 4 8 0 0 12 2 0 5 0 7 62 % Buses 0 3.3 8.0 0 4.4 5.8 0 0 0 5.1 7.4 1.7 0 0 2.0 2.9 0 3.6 0 3.2 3.6 Trucks 0 3 5 0 8 6 0 1 0 7 4 5 0 0 9 0 0 0 0 0 24 % Trucks 0 0.7 3.6 0 1.4 1.9 0 2.6 0 2.0 7.4 1.1 0 0 1.5 0 0 0 0 0 1.4 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 1-KING_ST_AT_GLENVILLE_ST_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_490830_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North GLENVILLE ST From East KING ST From South BLIND BROOK SCHOOL From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 10:00 AM 0 72 18 0 90 40 0 15 0 55 12 56 0 0 68 0 1 3 0 4 217 10:15 AM 1 71 21 0 93 47 1 13 0 61 15 59 1 0 75 0 0 2 2 4 233 10:30 AM 0 56 21 0 77 37 0 17 0 54 12 68 1 0 81 0 3 4 0 7 219 10:45 AM 0 68 10 0 78 50 0 16 0 66 14 55 1 0 70 0 3 7 0 10 224 Total 1 267 70 0 338 174 1 61 0 236 53 238 3 0 294 0 7 16 2 25 893 11:00 AM 0 54 18 0 72 53 4 14 0 71 6 75 1 0 82 1 0 0 0 1 226 11:15 AM 0 60 13 0 73 47 0 20 0 67 12 60 4 0 76 2 2 3 0 7 223 11:30 AM 0 74 20 0 94 53 2 19 0 74 15 78 1 0 94 2 3 4 1 10 272 11:45 AM 0 72 19 0 91 62 1 13 0 76 18 66 0 0 84 0 1 3 0 4 255 Total 0 260 70 0 330 215 7 66 0 288 51 279 6 0 336 5 6 10 1 22 976 12:00 PM 0 59 17 0 76 63 1 17 0 81 11 59 0 1 71 2 2 4 0 8 236 12:15 PM 0 75 16 0 91 65 1 11 0 77 19 63 0 0 82 4 1 1 0 6 256 12:30 PM 0 83 22 0 105 48 1 14 0 63 16 74 4 0 94 2 0 0 0 2 264 12:45 PM 0 56 20 0 76 60 2 11 0 73 9 75 3 0 87 8 0 3 0 11 247 Total 0 273 75 0 348 236 5 53 0 294 55 271 7 1 334 16 3 8 0 27 1003 01:00 PM 0 64 13 0 77 56 0 6 0 62 18 77 0 0 95 3 1 0 0 4 238 01:15 PM 0 59 24 0 83 60 1 18 0 79 12 67 3 0 82 0 0 2 0 2 246 01:30 PM 0 51 10 0 61 58 0 11 0 69 17 72 1 0 90 3 0 10 0 13 233 01:45 PM 0 70 20 0 90 55 1 13 0 69 18 56 1 1 76 2 0 2 0 4 239 Total 0 244 67 0 311 229 2 48 0 279 65 272 5 1 343 8 1 14 0 23 956 02:00 PM 0 60 20 0 80 49 4 14 0 67 19 70 3 0 92 2 0 3 0 5 244 02:15 PM 0 72 22 0 94 68 5 14 0 87 12 68 17 0 97 26 6 57 0 89 367 02:30 PM 0 78 18 0 96 77 4 19 0 100 13 104 27 0 144 21 0 26 0 47 387 02:45 PM 1 81 27 0 109 79 4 14 0 97 6 98 10 0 114 40 6 78 0 124 444 Total 1 291 87 0 379 273 17 61 0 351 50 340 57 0 447 89 12 164 0 265 1442 03:00 PM 0 99 22 0 121 81 0 21 0 102 15 105 3 0 123 13 2 26 1 42 388 03:15 PM 0 101 28 0 129 104 0 21 0 125 9 116 3 0 128 7 1 21 0 29 411 03:30 PM 0 88 30 0 118 59 0 20 0 79 17 72 9 0 98 5 0 21 0 26 321 03:45 PM 1 110 38 0 149 91 0 23 0 114 14 102 3 0 119 10 0 22 1 33 415 Total 1 398 118 0 517 335 0 85 0 420 55 395 18 0 468 35 3 90 2 130 1535 Grand Total 3 1733 487 0 2223 1462 32 374 0 1868 329 1795 96 2 2222 153 32 302 5 492 6805 Apprch %0.1 78 21.9 0 78.3 1.7 20 0 14.8 80.8 4.3 0.1 31.1 6.5 61.4 1 Total %0 25.5 7.2 0 32.7 21.5 0.5 5.5 0 27.5 4.8 26.4 1.4 0 32.7 2.2 0.5 4.4 0.1 7.2 Lights 3 1679 458 0 2140 1421 32 359 0 1812 316 1738 89 0 2143 149 32 286 0 467 6562 % Lights 100 96.9 94 0 96.3 97.2 100 96 0 97 96 96.8 92.7 0 96.4 97.4 100 94.7 0 94.9 96.4 Buses 0 18 14 0 32 17 0 7 0 24 4 22 4 0 30 4 0 13 0 17 103 % Buses 0 1 2.9 0 1.4 1.2 0 1.9 0 1.3 1.2 1.2 4.2 0 1.4 2.6 0 4.3 0 3.5 1.5 Trucks 0 36 15 0 51 24 0 8 0 32 9 35 3 0 47 0 0 3 0 3 133 % Trucks 0 2.1 3.1 0 2.3 1.6 0 2.1 0 1.7 2.7 1.9 3.1 0 2.1 0 0 1 0 0.6 2 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 5 5 7 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.1 0 0 0 100 1 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 1-KING_ST_AT_GLENVILLE_ST_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_490830_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North GLENVILLE ST From East KING ST From South BLIND BROOK SCHOOL From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 10:00 AM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 0 78 18 0 96 77 4 19 0 100 13 104 27 0 144 21 0 26 0 47 387 02:45 PM 1 81 27 0 109 79 4 14 0 97 6 98 10 0 114 40 6 78 0 124 444 03:00 PM 0 99 22 0 121 81 0 21 0 102 15 105 3 0 123 13 2 26 1 42 388 03:15 PM 0 101 28 0 129 104 0 21 0 125 9 116 3 0 128 7 1 21 0 29 411 Total Volume 1 359 95 0 455 341 8 75 0 424 43 423 43 0 509 81 9 151 1 242 1630 % App. Total 0.2 78.9 20.9 0 80.4 1.9 17.7 0 8.4 83.1 8.4 0 33.5 3.7 62.4 0.4 PHF .250 .889 .848 .000 .882 .820 .500 .893 .000 .848 .717 .912 .398 .000 .884 .506 .375 .484 .250 .488 .918 Lights 1 345 94 0 440 326 8 74 0 408 42 411 41 0 494 79 9 142 0 230 1572 % Lights 100 96.1 98.9 0 96.7 95.6 100 98.7 0 96.2 97.7 97.2 95.3 0 97.1 97.5 100 94.0 0 95.0 96.4 Buses 0 7 1 0 8 11 0 1 0 12 1 8 0 0 9 2 0 8 0 10 39 % Buses 0 1.9 1.1 0 1.8 3.2 0 1.3 0 2.8 2.3 1.9 0 0 1.8 2.5 0 5.3 0 4.1 2.4 Trucks 0 7 0 0 7 4 0 0 0 4 0 4 2 0 6 0 0 1 0 1 18 % Trucks 0 1.9 0 0 1.5 1.2 0 0 0 0.9 0 0.9 4.7 0 1.2 0 0 0.7 0 0.4 1.1 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.4 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 1-KING_ST_AT_GLENVILLE_ST_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_395015_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians GLENVILL ST From North KING ST From East BLIND BROOK MIDDLE/HIGH SCHOOL From South KING ST From WestStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 102 1 21 0 124 20 101 14 1 136 23 5 45 2 75 0 124 25 0 149 484 04:15 PM 98 2 23 0 123 5 101 13 2 121 20 1 31 3 55 1 121 24 0 146 445 04:30 PM 108 2 21 0 131 11 81 9 4 105 12 2 15 4 33 1 132 29 0 162 431 04:45 PM 99 0 25 0 124 14 118 4 0 136 11 1 9 4 25 1 121 29 0 151 436 Total 407 5 90 0 502 50 401 40 7 498 66 9 100 13 188 3 498 107 0 608 1796 05:00 PM 87 0 30 0 117 18 144 8 1 171 9 0 7 0 16 0 135 30 0 165 469 05:15 PM 97 2 24 0 123 17 111 12 0 140 6 2 7 2 17 0 158 25 0 183 463 05:30 PM 95 2 22 0 119 19 128 12 0 159 4 0 14 0 18 2 147 29 0 178 474 05:45 PM 92 5 19 0 116 22 103 9 1 135 13 1 9 4 27 5 153 36 0 194 472 Total 371 9 95 0 475 76 486 41 2 605 32 3 37 6 78 7 593 120 0 720 1878 06:00 PM 85 0 22 0 107 11 112 8 1 132 13 2 10 0 25 1 150 21 0 172 436 06:15 PM 63 1 23 0 87 13 118 5 0 136 12 0 21 1 34 1 144 21 0 166 423 Grand Total 926 15 230 0 1171 150 1117 94 10 1371 123 14 168 20 325 12 1385 269 0 1666 4533 Apprch %79.1 1.3 19.6 0 10.9 81.5 6.9 0.7 37.8 4.3 51.7 6.2 0.7 83.1 16.1 0 Total %20.4 0.3 5.1 0 25.8 3.3 24.6 2.1 0.2 30.2 2.7 0.3 3.7 0.4 7.2 0.3 30.6 5.9 0 36.8 Lights 898 15 227 0 1140 148 1105 94 0 1347 123 14 167 0 304 12 1365 265 0 1642 4433 % Lights 97 100 98.7 0 97.4 98.7 98.9 100 0 98.2 100 100 99.4 0 93.5 100 98.6 98.5 0 98.6 97.8 Buses 19 0 0 0 19 1 9 0 0 10 0 0 1 0 1 0 10 1 0 11 41 % Buses 2.1 0 0 0 1.6 0.7 0.8 0 0 0.7 0 0 0.6 0 0.3 0 0.7 0.4 0 0.7 0.9 Trucks 9 0 3 0 12 1 3 0 0 4 0 0 0 0 0 0 10 3 0 13 29 % Trucks 1 0 1.3 0 1 0.7 0.3 0 0 0.3 0 0 0 0 0 0 0.7 1.1 0 0.8 0.6 Pedestrians 0 0 0 0 0 0 0 0 10 10 0 0 0 20 20 0 0 0 0 0 30 % Pedestrians 0 0 0 0 0 0 0 0 100 0.7 0 0 0 100 6.2 0 0 0 0 0 0.7 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 1-KING_ST_AT_GLENVILLE_ST_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_395015_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 GLENVILL ST From North KING ST From East BLIND BROOK MIDDLE/HIGH SCHOOL From South KING ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 87 0 30 0 117 18 144 8 1 171 9 0 7 0 16 0 135 30 0 165 469 05:15 PM 97 2 24 0 123 17 111 12 0 140 6 2 7 2 17 0 158 25 0 183 463 05:30 PM 95 2 22 0 119 19 128 12 0 159 4 0 14 0 18 2 147 29 0 178 474 05:45 PM 92 5 19 0 116 22 103 9 1 135 13 1 9 4 27 5 153 36 0 194 472 Total Volume 371 9 95 0 475 76 486 41 2 605 32 3 37 6 78 7 593 120 0 720 1878 % App. Total 78.1 1.9 20 0 12.6 80.3 6.8 0.3 41 3.8 47.4 7.7 1 82.4 16.7 0 PHF .956 .450 .792 .000 .965 .864 .844 .854 .500 .885 .615 .375 .661 .375 .722 .350 .938 .833 .000 .928 .991 Lights 364 9 94 0 467 75 483 41 0 599 32 3 37 0 72 7 587 118 0 712 1850 % Lights 98.1 100 98.9 0 98.3 98.7 99.4 100 0 99.0 100 100 100 0 92.3 100 99.0 98.3 0 98.9 98.5 Buses 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 3 1 0 4 7 % Buses 0 0 0 0 0 0 0.6 0 0 0.5 0 0 0 0 0 0 0.5 0.8 0 0.6 0.4 Trucks 7 0 1 0 8 1 0 0 0 1 0 0 0 0 0 0 3 1 0 4 13 % Trucks 1.9 0 1.1 0 1.7 1.3 0 0 0 0.2 0 0 0 0 0 0 0.5 0.8 0 0.6 0.7 Pedestrians 0 0 0 0 0 0 0 0 2 2 0 0 0 6 6 0 0 0 0 0 8 % Pedestrians 0 0 0 0 0 0 0 0 100 0.3 0 0 0 100 7.7 0 0 0 0 0 0.4 Maser Consulting 11 Bradhurst Avenue Hawthorne, NY 1052 Customer Loyalty through Client Satisfaction File Name : 1-KING_ST_AT_GLENVILLE_ST_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_490830_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North GLENVILLE ST From East KING ST From South BLIND BROOK SCHOOL From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 1 99 26 0 126 85 0 17 0 102 11 87 5 0 103 7 0 18 0 25 356 04:15 PM 0 111 22 0 133 106 0 22 0 128 18 102 3 0 123 2 0 7 0 9 393 04:30 PM 1 104 24 0 129 114 0 15 0 129 15 98 1 0 114 1 1 4 0 6 378 04:45 PM 1 123 23 0 147 80 0 20 0 100 10 119 4 1 134 4 1 10 1 16 397 Total 3 437 95 0 535 385 0 74 0 459 54 406 13 1 474 14 2 39 1 56 1524 05:00 PM 0 110 28 0 138 87 0 20 0 107 17 143 3 0 163 3 3 4 0 10 418 05:15 PM 0 115 41 0 156 73 0 16 0 89 19 127 1 0 147 13 0 22 0 35 427 05:30 PM 2 111 28 0 141 105 0 23 0 128 18 119 0 0 137 1 0 4 0 5 411 05:45 PM 0 122 30 0 152 90 0 25 0 115 12 106 6 0 124 5 0 19 0 24 415 Total 2 458 127 0 587 355 0 84 0 439 66 495 10 0 571 22 3 49 0 74 1671 06:00 PM 4 125 35 0 164 79 0 15 0 94 19 107 4 0 130 2 0 3 0 5 393 06:15 PM 1 114 17 0 132 72 1 9 0 82 14 112 4 0 130 1 0 1 0 2 346 06:30 PM 1 91 22 0 114 73 0 15 0 88 14 86 8 0 108 3 0 12 2 17 327 06:45 PM 0 57 9 0 66 83 0 12 0 95 14 106 2 1 123 5 0 14 1 20 304 Total 6 387 83 0 476 307 1 51 0 359 61 411 18 1 491 11 0 30 3 44 1370 Grand Total 11 1282 305 0 1598 1047 1 209 0 1257 181 1312 41 2 1536 47 5 118 4 174 4565 Apprch %0.7 80.2 19.1 0 83.3 0.1 16.6 0 11.8 85.4 2.7 0.1 27 2.9 67.8 2.3 Total %0.2 28.1 6.7 0 35 22.9 0 4.6 0 27.5 4 28.7 0.9 0 33.6 1 0.1 2.6 0.1 3.8 Lights 11 1268 298 0 1577 1022 1 206 0 1229 178 1291 40 0 1509 44 5 115 0 164 4479 % Lights 100 98.9 97.7 0 98.7 97.6 100 98.6 0 97.8 98.3 98.4 97.6 0 98.2 93.6 100 97.5 0 94.3 98.1 Buses 0 9 5 0 14 20 0 2 0 22 1 10 1 0 12 1 0 3 0 4 52 % Buses 0 0.7 1.6 0 0.9 1.9 0 1 0 1.8 0.6 0.8 2.4 0 0.8 2.1 0 2.5 0 2.3 1.1 Trucks 0 5 2 0 7 5 0 1 0 6 2 11 0 0 13 2 0 0 0 2 28 % Trucks 0 0.4 0.7 0 0.4 0.5 0 0.5 0 0.5 1.1 0.8 0 0 0.8 4.3 0 0 0 1.1 0.6 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 4 4 6 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.1 0 0 0 100 2.3 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 1-KING_ST_AT_GLENVILLE_ST_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_490830_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 KING ST From North GLENVILLE ST From East KING ST From South BLIND BROOK SCHOOL From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 110 28 0 138 87 0 20 0 107 17 143 3 0 163 3 3 4 0 10 418 05:15 PM 0 115 41 0 156 73 0 16 0 89 19 127 1 0 147 13 0 22 0 35 427 05:30 PM 2 111 28 0 141 105 0 23 0 128 18 119 0 0 137 1 0 4 0 5 411 05:45 PM 0 122 30 0 152 90 0 25 0 115 12 106 6 0 124 5 0 19 0 24 415 Total Volume 2 458 127 0 587 355 0 84 0 439 66 495 10 0 571 22 3 49 0 74 1671 % App. Total 0.3 78 21.6 0 80.9 0 19.1 0 11.6 86.7 1.8 0 29.7 4.1 66.2 0 PHF .250 .939 .774 .000 .941 .845 .000 .840 .000 .857 .868 .865 .417 .000 .876 .423 .250 .557 .000 .529 .978 Lights 2 453 124 0 579 354 0 83 0 437 66 489 10 0 565 22 3 48 0 73 1654 % Lights 100 98.9 97.6 0 98.6 99.7 0 98.8 0 99.5 100 98.8 100 0 98.9 100 100 98.0 0 98.6 99.0 Buses 0 3 3 0 6 1 0 1 0 2 0 4 0 0 4 0 0 1 0 1 13 % Buses 0 0.7 2.4 0 1.0 0.3 0 1.2 0 0.5 0 0.8 0 0 0.7 0 0 2.0 0 1.4 0.8 Trucks 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 4 % Trucks 0 0.4 0 0 0.3 0 0 0 0 0 0 0.4 0 0 0.4 0 0 0 0 0 0.2 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 8-ARBOR_DR_AT_OFFICE DRIVEWAY_395047_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians ARBOR DR From North From East ARBOR DR From South DRIVE WAY From WestStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 3 1 0 0 4 0 0 0 0 0 0 12 0 0 12 0 0 3 0 3 19 07:15 AM 3 10 0 0 13 0 0 0 0 0 0 37 0 0 37 0 0 3 0 3 53 07:30 AM 3 9 0 0 12 0 0 0 0 0 0 32 1 1 34 1 0 1 1 3 49 07:45 AM 7 9 0 0 16 0 0 0 0 0 0 22 0 0 22 0 0 0 0 0 38 Total 16 29 0 0 45 0 0 0 0 0 0 103 1 1 105 1 0 7 1 9 159 08:00 AM 8 6 0 0 14 0 0 0 0 0 0 27 0 0 27 0 0 1 0 1 42 08:15 AM 12 14 0 0 26 0 0 0 0 0 0 31 0 0 31 0 0 2 0 2 59 08:30 AM 6 9 0 0 15 0 0 0 0 0 0 29 1 0 30 1 0 1 0 2 47 08:45 AM 2 11 0 0 13 0 0 0 0 0 0 19 0 0 19 0 0 0 1 1 33 Total 28 40 0 0 68 0 0 0 0 0 0 106 1 0 107 1 0 4 1 6 181 09:00 AM 3 7 0 0 10 0 0 0 0 0 0 17 0 0 17 0 0 1 0 1 28 09:15 AM 1 8 0 0 9 0 0 0 0 0 0 14 0 0 14 0 0 2 0 2 25 Grand Total 48 84 0 0 132 0 0 0 0 0 0 240 2 1 243 2 0 14 2 18 393 Apprch %36.4 63.6 0 0 0 0 0 0 0 98.8 0.8 0.4 11.1 0 77.8 11.1 Total %12.2 21.4 0 0 33.6 0 0 0 0 0 0 61.1 0.5 0.3 61.8 0.5 0 3.6 0.5 4.6 Lights 47 78 0 0 125 0 0 0 0 0 0 235 2 0 237 2 0 14 0 16 378 % Lights 97.9 92.9 0 0 94.7 0 0 0 0 0 0 97.9 100 0 97.5 100 0 100 0 88.9 96.2 Buses 0 4 0 0 4 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 8 % Buses 0 4.8 0 0 3 0 0 0 0 0 0 1.7 0 0 1.6 0 0 0 0 0 2 Trucks 1 2 0 0 3 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 4 % Trucks 2.1 2.4 0 0 2.3 0 0 0 0 0 0 0.4 0 0 0.4 0 0 0 0 0 1 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 2 2 3 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.4 0 0 0 100 11.1 0.8 Maser Consulting 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty through Client Satisfaction File Name : 8-ARBOR_DR_AT_OFFICE DRIVEWAY_395047_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 ARBOR DR From North From East ARBOR DR From South DRIVE WAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 3 9 0 0 12 0 0 0 0 0 0 32 1 1 34 1 0 1 1 3 49 07:45 AM 7 9 0 0 16 0 0 0 0 0 0 22 0 0 22 0 0 0 0 0 38 08:00 AM 8 6 0 0 14 0 0 0 0 0 0 27 0 0 27 0 0 1 0 1 42 08:15 AM 12 14 0 0 26 0 0 0 0 0 0 31 0 0 31 0 0 2 0 2 59 Total Volume 30 38 0 0 68 0 0 0 0 0 0 112 1 1 114 1 0 4 1 6 188 % App. Total 44.1 55.9 0 0 0 0 0 0 0 98.2 0.9 0.9 16.7 0 66.7 16.7 PHF .625 .679 .000 .000 .654 .000 .000 .000 .000 .000 .000 .875 .250 .250 .838 .250 .000 .500 .250 .500 .797 Lights 30 36 0 0 66 0 0 0 0 0 0 110 1 0 111 1 0 4 0 5 182 % Lights 100 94.7 0 0 97.1 0 0 0 0 0 0 98.2 100 0 97.4 100 0 100 0 83.3 96.8 Buses 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2 % Buses 0 2.6 0 0 1.5 0 0 0 0 0 0 0.9 0 0 0.9 0 0 0 0 0 1.1 Trucks 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2 % Trucks 0 2.6 0 0 1.5 0 0 0 0 0 0 0.9 0 0 0.9 0 0 0 0 0 1.1 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 1 1 2 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.9 0 0 0 100 16.7 1.1 Maser Consulting 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty through Client Satisfaction File Name : 8-ARBOR_DR_AT_DRIVEWAY_490836_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians DRIVEWAY From North ARBOR DR From East From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 10:00 AM 0 0 2 0 2 2 8 0 0 10 0 0 0 0 0 0 12 0 0 12 24 10:15 AM 0 0 1 0 1 0 7 0 0 7 0 0 0 0 0 0 10 0 0 10 18 10:30 AM 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 13 0 0 13 20 10:45 AM 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 6 0 0 6 12 Total 0 0 3 0 3 2 28 0 0 30 0 0 0 0 0 0 41 0 0 41 74 11:00 AM 0 0 0 0 0 1 5 0 0 6 0 0 0 0 0 0 6 0 0 6 12 11:15 AM 0 0 1 0 1 0 15 0 0 15 0 0 0 0 0 0 13 0 0 13 29 11:30 AM 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 0 12 0 0 12 23 11:45 AM 0 0 0 0 0 1 14 0 0 15 0 0 0 0 0 0 10 0 0 10 25 Total 0 0 1 0 1 2 45 0 0 47 0 0 0 0 0 0 41 0 0 41 89 12:00 PM 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 11 0 0 11 21 12:15 PM 0 0 1 0 1 0 12 0 0 12 0 0 0 0 0 0 7 0 0 7 20 12:30 PM 0 0 1 0 1 2 9 0 0 11 0 0 0 0 0 0 11 1 0 12 24 12:45 PM 0 0 4 0 4 2 8 0 0 10 0 0 0 0 0 0 13 0 0 13 27 Total 0 0 6 0 6 4 39 0 0 43 0 0 0 0 0 0 42 1 0 43 92 01:00 PM 0 0 1 0 1 0 8 0 0 8 0 0 0 0 0 0 9 0 0 9 18 01:15 PM 0 0 0 0 0 1 8 0 0 9 0 0 0 0 0 0 11 0 0 11 20 01:30 PM 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 6 0 0 6 14 01:45 PM 0 0 1 0 1 1 7 0 0 8 0 0 0 0 0 0 7 0 0 7 16 Total 0 0 2 0 2 2 31 0 0 33 0 0 0 0 0 0 33 0 0 33 68 02:00 PM 0 0 0 0 0 1 5 0 0 6 0 0 0 0 0 0 10 0 0 10 16 02:15 PM 0 0 7 17 24 0 18 0 0 18 0 0 0 0 0 0 11 0 1 12 54 02:30 PM 0 0 2 6 8 2 13 0 0 15 0 0 0 0 0 0 15 0 0 15 38 02:45 PM 4 0 7 9 20 0 18 0 0 18 0 0 0 0 0 0 7 0 0 7 45 Total 4 0 16 32 52 3 54 0 0 57 0 0 0 0 0 0 43 0 1 44 153 03:00 PM 0 0 2 1 3 1 13 0 0 14 0 0 0 0 0 0 9 0 0 9 26 03:15 PM 1 0 0 0 1 1 19 0 0 20 0 0 0 0 0 0 15 0 0 15 36 03:30 PM 0 0 1 0 1 0 11 0 0 11 0 0 0 0 0 0 20 0 0 20 32 03:45 PM 1 0 3 3 7 1 16 0 0 17 0 0 0 0 0 0 8 1 0 9 33 Total 2 0 6 4 12 3 59 0 0 62 0 0 0 0 0 0 52 1 0 53 127 Grand Total 6 0 34 36 76 16 256 0 0 272 0 0 0 0 0 0 252 2 1 255 603 Apprch %7.9 0 44.7 47.4 5.9 94.1 0 0 0 0 0 0 0 98.8 0.8 0.4 Total %1 0 5.6 6 12.6 2.7 42.5 0 0 45.1 0 0 0 0 0 0 41.8 0.3 0.2 42.3 Lights 5 0 31 0 36 13 241 0 0 254 0 0 0 0 0 0 234 1 0 235 525 % Lights 83.3 0 91.2 0 47.4 81.2 94.1 0 0 93.4 0 0 0 0 0 0 92.9 50 0 92.2 87.1 Buses 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 5 0 0 5 11 % Buses 0 0 0 0 0 0 2.3 0 0 2.2 0 0 0 0 0 0 2 0 0 2 1.8 Trucks 1 0 3 0 4 3 9 0 0 12 0 0 0 0 0 0 13 1 0 14 30 % Trucks 16.7 0 8.8 0 5.3 18.8 3.5 0 0 4.4 0 0 0 0 0 0 5.2 50 0 5.5 5 Pedestrians 0 0 0 36 36 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 37 % Pedestrians 0 0 0 100 47.4 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.4 6.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 8-ARBOR_DR_AT_DRIVEWAY_490836_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 DRIVEWAY From North ARBOR DR From East From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 10:00 AM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:15 PM 02:15 PM 0 0 7 17 24 0 18 0 0 18 0 0 0 0 0 0 11 0 1 12 54 02:30 PM 0 0 2 6 8 2 13 0 0 15 0 0 0 0 0 0 15 0 0 15 38 02:45 PM 4 0 7 9 20 0 18 0 0 18 0 0 0 0 0 0 7 0 0 7 45 03:00 PM 0 0 2 1 3 1 13 0 0 14 0 0 0 0 0 0 9 0 0 9 26 Total Volume 4 0 18 33 55 3 62 0 0 65 0 0 0 0 0 0 42 0 1 43 163 % App. Total 7.3 0 32.7 60 4.6 95.4 0 0 0 0 0 0 0 97.7 0 2.3 PHF .250 .000 .643 .485 .573 .375 .861 .000 .000 .903 .000 .000 .000 .000 .000 .000 .700 .000 .250 .717 .755 Lights 3 0 18 0 21 3 60 0 0 63 0 0 0 0 0 0 40 0 0 40 124 % Lights 75.0 0 100 0 38.2 100 96.8 0 0 96.9 0 0 0 0 0 0 95.2 0 0 93.0 76.1 Buses 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 2 % Buses 0 0 0 0 0 0 1.6 0 0 1.5 0 0 0 0 0 0 2.4 0 0 2.3 1.2 Trucks 1 0 0 0 1 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 3 % Trucks 25.0 0 0 0 1.8 0 1.6 0 0 1.5 0 0 0 0 0 0 2.4 0 0 2.3 1.8 Pedestrians 0 0 0 33 33 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 34 % Pedestrians 0 0 0 100 60.0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 2.3 20.9 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 8-ARBOR_DR_AT_OFFICE DRIVEWAY_395047_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians ARBOR DR From North From East ARBOR DR From South DRIVE WAY From WestStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 1 19 0 0 20 0 0 0 0 0 0 14 0 0 14 0 0 1 0 1 35 04:15 PM 2 17 0 0 19 0 0 0 0 0 0 18 0 0 18 1 0 5 0 6 43 04:30 PM 0 17 0 0 17 0 0 0 0 0 0 11 0 0 11 0 0 7 0 7 35 04:45 PM 0 20 0 0 20 0 0 0 0 0 0 12 0 0 12 0 0 6 0 6 38 Total 3 73 0 0 76 0 0 0 0 0 0 55 0 0 55 1 0 19 0 20 151 05:00 PM 1 18 0 0 19 0 0 0 0 0 0 5 0 0 5 0 0 7 0 7 31 05:15 PM 2 23 0 0 25 0 0 0 0 0 0 23 0 0 23 1 0 4 0 5 53 05:30 PM 2 21 0 0 23 0 0 0 0 0 0 9 0 0 9 0 0 4 0 4 36 05:45 PM 1 17 0 0 18 0 0 0 0 0 0 22 0 0 22 0 0 4 0 4 44 Total 6 79 0 0 85 0 0 0 0 0 0 59 0 0 59 1 0 19 0 20 164 06:00 PM 1 26 0 0 27 0 0 0 0 0 0 14 0 0 14 0 0 3 2 5 46 06:15 PM 0 31 0 0 31 0 0 0 0 0 0 18 1 0 19 0 0 0 0 0 50 Grand Total 10 209 0 0 219 0 0 0 0 0 0 146 1 0 147 2 0 41 2 45 411 Apprch %4.6 95.4 0 0 0 0 0 0 0 99.3 0.7 0 4.4 0 91.1 4.4 Total %2.4 50.9 0 0 53.3 0 0 0 0 0 0 35.5 0.2 0 35.8 0.5 0 10 0.5 10.9 Lights 9 209 0 0 218 0 0 0 0 0 0 146 1 0 147 2 0 39 0 41 406 % Lights 90 100 0 0 99.5 0 0 0 0 0 0 100 100 0 100 100 0 95.1 0 91.1 98.8 Buses 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 2 % Buses 10 0 0 0 0.5 0 0 0 0 0 0 0 0 0 0 0 0 2.4 0 2.2 0.5 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2.4 0 2.2 0.2 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 4.4 0.5 Maser Consulting 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty through Client Satisfaction File Name : 8-ARBOR_DR_AT_OFFICE DRIVEWAY_395047_03-29-2017 Site Code : Start Date : 3/29/2017 Page No : 2 ARBOR DR From North From East ARBOR DR From South DRIVE WAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:15 PM 05:15 PM 2 23 0 0 25 0 0 0 0 0 0 23 0 0 23 1 0 4 0 5 53 05:30 PM 2 21 0 0 23 0 0 0 0 0 0 9 0 0 9 0 0 4 0 4 36 05:45 PM 1 17 0 0 18 0 0 0 0 0 0 22 0 0 22 0 0 4 0 4 44 06:00 PM 1 26 0 0 27 0 0 0 0 0 0 14 0 0 14 0 0 3 2 5 46 Total Volume 6 87 0 0 93 0 0 0 0 0 0 68 0 0 68 1 0 15 2 18 179 % App. Total 6.5 93.5 0 0 0 0 0 0 0 100 0 0 5.6 0 83.3 11.1 PHF .750 .837 .000 .000 .861 .000 .000 .000 .000 .000 .000 .739 .000 .000 .739 .250 .000 .938 .250 .900 .844 Lights 5 87 0 0 92 0 0 0 0 0 0 68 0 0 68 1 0 14 0 15 175 % Lights 83.3 100 0 0 98.9 0 0 0 0 0 0 100 0 0 100 100 0 93.3 0 83.3 97.8 Buses 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 2 % Buses 16.7 0 0 0 1.1 0 0 0 0 0 0 0 0 0 0 0 0 6.7 0 5.6 1.1 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 11.1 1.1 Maser Consulting 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty through Client Satisfaction File Name : 10-KING_ST_AT_COMLY_AVE_490838_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North COMLY AVE From East KING ST From South DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 76 7 0 83 18 0 4 1 23 4 66 0 0 70 0 0 0 0 0 176 07:15 AM 0 100 15 0 115 30 0 7 0 37 13 104 0 0 117 1 0 0 0 1 270 07:30 AM 0 116 16 0 132 28 0 7 0 35 8 121 0 0 129 0 0 2 0 2 298 07:45 AM 0 108 28 0 136 28 0 11 0 39 9 102 0 0 111 0 0 0 3 3 289 Total 0 400 66 0 466 104 0 29 1 134 34 393 0 0 427 1 0 2 3 6 1033 08:00 AM 1 89 19 0 109 22 0 10 0 32 13 83 0 0 96 0 0 1 2 3 240 08:15 AM 0 110 39 0 149 39 0 16 0 55 9 107 0 0 116 0 0 0 2 2 322 08:30 AM 0 78 32 0 110 33 0 11 0 44 10 94 0 0 104 1 0 0 0 1 259 08:45 AM 0 105 27 0 132 33 0 7 0 40 8 100 1 0 109 0 0 0 0 0 281 Total 1 382 117 0 500 127 0 44 0 171 40 384 1 0 425 1 0 1 4 6 1102 09:00 AM 0 83 23 0 106 28 0 9 0 37 12 98 0 0 110 0 0 0 0 0 253 09:15 AM 1 54 25 0 80 12 0 7 0 19 10 75 0 0 85 1 0 0 0 1 185 09:30 AM 0 55 17 0 72 18 0 5 0 23 2 84 0 0 86 0 0 0 0 0 181 09:45 AM 0 79 19 0 98 17 0 6 0 23 10 73 0 0 83 0 0 0 0 0 204 Total 1 271 84 0 356 75 0 27 0 102 34 330 0 0 364 1 0 0 0 1 823 Grand Total 2 1053 267 0 1322 306 0 100 1 407 108 1107 1 0 1216 3 0 3 7 13 2958 Apprch %0.2 79.7 20.2 0 75.2 0 24.6 0.2 8.9 91 0.1 0 23.1 0 23.1 53.8 Total %0.1 35.6 9 0 44.7 10.3 0 3.4 0 13.8 3.7 37.4 0 0 41.1 0.1 0 0.1 0.2 0.4 Lights 2 1010 261 0 1273 300 0 97 0 397 102 1052 1 0 1155 3 0 3 0 6 2831 % Lights 100 95.9 97.8 0 96.3 98 0 97 0 97.5 94.4 95 100 0 95 100 0 100 0 46.2 95.7 Buses 0 23 3 0 26 2 0 2 0 4 3 28 0 0 31 0 0 0 0 0 61 % Buses 0 2.2 1.1 0 2 0.7 0 2 0 1 2.8 2.5 0 0 2.5 0 0 0 0 0 2.1 Trucks 0 20 3 0 23 4 0 1 0 5 3 27 0 0 30 0 0 0 0 0 58 % Trucks 0 1.9 1.1 0 1.7 1.3 0 1 0 1.2 2.8 2.4 0 0 2.5 0 0 0 0 0 2 Pedestrians 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 7 7 8 % Pedestrians 0 0 0 0 0 0 0 0 100 0.2 0 0 0 0 0 0 0 0 100 53.8 0.3 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 10-KING_ST_AT_COMLY_AVE_490838_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 KING ST From North COMLY AVE From East KING ST From South DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 116 16 0 132 28 0 7 0 35 8 121 0 0 129 0 0 2 0 2 298 07:45 AM 0 108 28 0 136 28 0 11 0 39 9 102 0 0 111 0 0 0 3 3 289 08:00 AM 1 89 19 0 109 22 0 10 0 32 13 83 0 0 96 0 0 1 2 3 240 08:15 AM 0 110 39 0 149 39 0 16 0 55 9 107 0 0 116 0 0 0 2 2 322 Total Volume 1 423 102 0 526 117 0 44 0 161 39 413 0 0 452 0 0 3 7 10 1149 % App. Total 0.2 80.4 19.4 0 72.7 0 27.3 0 8.6 91.4 0 0 0 0 30 70 PHF .250 .912 .654 .000 .883 .750 .000 .688 .000 .732 .750 .853 .000 .000 .876 .000 .000 .375 .583 .833 .892 Lights 1 406 99 0 506 115 0 43 0 158 36 396 0 0 432 0 0 3 0 3 1099 % Lights 100 96.0 97.1 0 96.2 98.3 0 97.7 0 98.1 92.3 95.9 0 0 95.6 0 0 100 0 30.0 95.6 Buses 0 12 3 0 15 2 0 1 0 3 2 10 0 0 12 0 0 0 0 0 30 % Buses 0 2.8 2.9 0 2.9 1.7 0 2.3 0 1.9 5.1 2.4 0 0 2.7 0 0 0 0 0 2.6 Trucks 0 5 0 0 5 0 0 0 0 0 1 7 0 0 8 0 0 0 0 0 13 % Trucks 0 1.2 0 0 1.0 0 0 0 0 0 2.6 1.7 0 0 1.8 0 0 0 0 0 1.1 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 7 7 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 70.0 0.6 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 10-KING_ST_AT_COMLY_AVE_490838_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North COMLY AVE From East KING ST From South DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 10:00 AM 0 80 7 0 87 12 1 6 0 19 5 54 0 0 59 0 0 1 0 1 166 10:15 AM 0 67 13 0 80 8 0 6 0 14 4 63 1 0 68 0 0 1 0 1 163 10:30 AM 0 63 13 0 76 20 0 4 0 24 3 57 0 0 60 0 0 0 0 0 160 10:45 AM 0 70 16 0 86 16 0 7 0 23 3 57 0 0 60 0 0 0 0 0 169 Total 0 280 49 0 329 56 1 23 0 80 15 231 1 0 247 0 0 2 0 2 658 11:00 AM 0 56 17 0 73 19 0 4 0 23 6 62 1 0 69 0 1 0 0 1 166 11:15 AM 0 71 7 0 78 9 0 8 0 17 6 55 0 0 61 0 0 0 1 1 157 11:30 AM 0 74 13 0 87 19 1 7 0 27 6 59 0 0 65 1 0 0 0 1 180 11:45 AM 0 76 8 0 84 11 0 3 0 14 4 70 0 0 74 0 1 0 1 2 174 Total 0 277 45 0 322 58 1 22 0 81 22 246 1 0 269 1 2 0 2 5 677 12:00 PM 0 67 6 0 73 15 0 9 0 24 11 65 0 0 76 0 0 0 0 0 173 12:15 PM 0 74 13 0 87 18 0 3 0 21 10 63 1 0 74 0 0 0 0 0 182 12:30 PM 0 77 16 0 93 18 0 7 0 25 6 75 0 0 81 0 0 0 0 0 199 12:45 PM 0 68 10 0 78 17 0 9 0 26 7 62 0 0 69 0 0 0 0 0 173 Total 0 286 45 0 331 68 0 28 0 96 34 265 1 0 300 0 0 0 0 0 727 01:00 PM 0 67 7 0 74 10 0 11 1 22 8 85 0 0 93 0 0 0 0 0 189 01:15 PM 0 63 14 0 77 13 0 7 0 20 7 70 0 0 77 0 0 0 0 0 174 01:30 PM 0 56 10 0 66 10 0 10 0 20 8 80 0 0 88 0 0 0 0 0 174 01:45 PM 0 64 13 0 77 9 0 2 0 11 7 72 0 0 79 0 0 0 0 0 167 Total 0 250 44 0 294 42 0 30 1 73 30 307 0 0 337 0 0 0 0 0 704 02:00 PM 0 63 18 0 81 12 0 4 0 16 7 73 0 0 80 0 0 0 1 1 178 02:15 PM 0 74 11 0 85 16 0 7 0 23 11 82 0 0 93 0 0 0 0 0 201 02:30 PM 0 84 20 0 104 23 0 12 0 35 12 102 0 0 114 0 0 0 0 0 253 02:45 PM 0 108 15 0 123 18 0 8 0 26 7 94 0 0 101 1 0 0 0 1 251 Total 0 329 64 0 393 69 0 31 0 100 37 351 0 0 388 1 0 0 1 2 883 03:00 PM 2 108 15 0 125 16 0 11 0 27 6 94 1 0 101 2 0 0 1 3 256 03:15 PM 0 91 17 0 108 17 0 5 0 22 11 93 0 0 104 0 0 0 3 3 237 03:30 PM 0 90 12 0 102 17 0 8 0 25 5 78 0 0 83 0 0 0 0 0 210 03:45 PM 0 110 22 0 132 20 0 6 0 26 12 95 0 0 107 0 0 0 1 1 266 Total 2 399 66 0 467 70 0 30 0 100 34 360 1 0 395 2 0 0 5 7 969 Grand Total 2 1821 313 0 2136 363 2 164 1 530 172 1760 4 0 1936 4 2 2 8 16 4618 Apprch %0.1 85.3 14.7 0 68.5 0.4 30.9 0.2 8.9 90.9 0.2 0 25 12.5 12.5 50 Total %0 39.4 6.8 0 46.3 7.9 0 3.6 0 11.5 3.7 38.1 0.1 0 41.9 0.1 0 0 0.2 0.3 Lights 2 1757 305 0 2064 356 2 159 0 517 170 1702 3 0 1875 4 1 2 0 7 4463 % Lights 100 96.5 97.4 0 96.6 98.1 100 97 0 97.5 98.8 96.7 75 0 96.8 100 50 100 0 43.8 96.6 Buses 0 21 3 0 24 5 0 2 0 7 1 20 0 0 21 0 0 0 0 0 52 % Buses 0 1.2 1 0 1.1 1.4 0 1.2 0 1.3 0.6 1.1 0 0 1.1 0 0 0 0 0 1.1 Trucks 0 43 5 0 48 2 0 3 0 5 1 38 1 0 40 0 1 0 0 1 94 % Trucks 0 2.4 1.6 0 2.2 0.6 0 1.8 0 0.9 0.6 2.2 25 0 2.1 0 50 0 0 6.2 2 Pedestrians 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 8 8 9 % Pedestrians 0 0 0 0 0 0 0 0 100 0.2 0 0 0 0 0 0 0 0 100 50 0.2 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 10-KING_ST_AT_COMLY_AVE_490838_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North COMLY AVE From East KING ST From South DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 10:00 AM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 0 84 20 0 104 23 0 12 0 35 12 102 0 0 114 0 0 0 0 0 253 02:45 PM 0 108 15 0 123 18 0 8 0 26 7 94 0 0 101 1 0 0 0 1 251 03:00 PM 2 108 15 0 125 16 0 11 0 27 6 94 1 0 101 2 0 0 1 3 256 03:15 PM 0 91 17 0 108 17 0 5 0 22 11 93 0 0 104 0 0 0 3 3 237 Total Volume 2 391 67 0 460 74 0 36 0 110 36 383 1 0 420 3 0 0 4 7 997 % App. Total 0.4 85 14.6 0 67.3 0 32.7 0 8.6 91.2 0.2 0 42.9 0 0 57.1 PHF .250 .905 .838 .000 .920 .804 .000 .750 .000 .786 .750 .939 .250 .000 .921 .375 .000 .000 .333 .583 .974 Lights 2 375 66 0 443 73 0 33 0 106 35 371 1 0 407 3 0 0 0 3 959 % Lights 100 95.9 98.5 0 96.3 98.6 0 91.7 0 96.4 97.2 96.9 100 0 96.9 100 0 0 0 42.9 96.2 Buses 0 8 1 0 9 1 0 1 0 2 1 8 0 0 9 0 0 0 0 0 20 % Buses 0 2.0 1.5 0 2.0 1.4 0 2.8 0 1.8 2.8 2.1 0 0 2.1 0 0 0 0 0 2.0 Trucks 0 8 0 0 8 0 0 2 0 2 0 4 0 0 4 0 0 0 0 0 14 % Trucks 0 2.0 0 0 1.7 0 0 5.6 0 1.8 0 1.0 0 0 1.0 0 0 0 0 0 1.4 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 4 4 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 57.1 0.4 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 10-KING_ST_AT_COMLY_AVE_490838_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North COMLY AVE From East KING ST From South DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 0 114 14 0 128 17 0 8 0 25 9 81 0 0 90 0 0 0 0 0 243 04:15 PM 0 114 16 0 130 16 0 8 0 24 12 89 1 0 102 0 0 0 0 0 256 04:30 PM 0 92 16 0 108 16 0 12 0 28 9 93 0 0 102 0 0 0 1 1 239 04:45 PM 0 117 29 0 146 28 0 10 0 38 9 96 0 0 105 0 0 0 0 0 289 Total 0 437 75 0 512 77 0 38 0 115 39 359 1 0 399 0 0 0 1 1 1027 05:00 PM 0 103 23 0 126 39 0 12 0 51 21 104 0 0 125 0 1 0 0 1 303 05:15 PM 1 105 24 0 130 29 0 5 0 34 10 106 0 0 116 1 0 0 0 1 281 05:30 PM 0 103 23 0 126 32 0 21 1 54 8 110 0 0 118 0 0 0 0 0 298 05:45 PM 0 109 29 0 138 23 0 4 0 27 13 91 0 0 104 1 0 0 0 1 270 Total 1 420 99 0 520 123 0 42 1 166 52 411 0 0 463 2 1 0 0 3 1152 06:00 PM 0 96 23 0 119 19 0 11 0 30 9 107 0 0 116 0 0 0 0 0 265 06:15 PM 0 100 26 0 126 20 1 9 0 30 8 99 2 0 109 0 1 0 0 1 266 06:30 PM 0 86 16 0 102 19 0 8 0 27 10 90 0 0 100 0 0 0 0 0 229 06:45 PM 0 69 14 0 83 18 0 4 0 22 22 103 0 0 125 0 0 0 0 0 230 Total 0 351 79 0 430 76 1 32 0 109 49 399 2 0 450 0 1 0 0 1 990 Grand Total 1 1208 253 0 1462 276 1 112 1 390 140 1169 3 0 1312 2 2 0 1 5 3169 Apprch %0.1 82.6 17.3 0 70.8 0.3 28.7 0.3 10.7 89.1 0.2 0 40 40 0 20 Total %0 38.1 8 0 46.1 8.7 0 3.5 0 12.3 4.4 36.9 0.1 0 41.4 0.1 0.1 0 0 0.2 Lights 1 1186 252 0 1439 273 1 111 0 385 139 1149 3 0 1291 2 2 0 0 4 3119 % Lights 100 98.2 99.6 0 98.4 98.9 100 99.1 0 98.7 99.3 98.3 100 0 98.4 100 100 0 0 80 98.4 Buses 0 13 1 0 14 1 0 0 0 1 0 10 0 0 10 0 0 0 0 0 25 % Buses 0 1.1 0.4 0 1 0.4 0 0 0 0.3 0 0.9 0 0 0.8 0 0 0 0 0 0.8 Trucks 0 9 0 0 9 2 0 1 0 3 1 10 0 0 11 0 0 0 0 0 23 % Trucks 0 0.7 0 0 0.6 0.7 0 0.9 0 0.8 0.7 0.9 0 0 0.8 0 0 0 0 0 0.7 Pedestrians 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 2 % Pedestrians 0 0 0 0 0 0 0 0 100 0.3 0 0 0 0 0 0 0 0 100 20 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 10-KING_ST_AT_COMLY_AVE_490838_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 KING ST From North COMLY AVE From East KING ST From South DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 117 29 0 146 28 0 10 0 38 9 96 0 0 105 0 0 0 0 0 289 05:00 PM 0 103 23 0 126 39 0 12 0 51 21 104 0 0 125 0 1 0 0 1 303 05:15 PM 1 105 24 0 130 29 0 5 0 34 10 106 0 0 116 1 0 0 0 1 281 05:30 PM 0 103 23 0 126 32 0 21 1 54 8 110 0 0 118 0 0 0 0 0 298 Total Volume 1 428 99 0 528 128 0 48 1 177 48 416 0 0 464 1 1 0 0 2 1171 % App. Total 0.2 81.1 18.8 0 72.3 0 27.1 0.6 10.3 89.7 0 0 50 50 0 0 PHF .250 .915 .853 .000 .904 .821 .000 .571 .250 .819 .571 .945 .000 .000 .928 .250 .250 .000 .000 .500 .966 Lights 1 420 99 0 520 128 0 47 0 175 48 408 0 0 456 1 1 0 0 2 1153 % Lights 100 98.1 100 0 98.5 100 0 97.9 0 98.9 100 98.1 0 0 98.3 100 100 0 0 100 98.5 Buses 0 6 0 0 6 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 10 % Buses 0 1.4 0 0 1.1 0 0 0 0 0 0 1.0 0 0 0.9 0 0 0 0 0 0.9 Trucks 0 2 0 0 2 0 0 1 0 1 0 4 0 0 4 0 0 0 0 0 7 % Trucks 0 0.5 0 0 0.4 0 0 2.1 0 0.6 0 1.0 0 0 0.9 0 0 0 0 0 0.6 Pedestrians 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 1 % Pedestrians 0 0 0 0 0 0 0 0 100 0.6 0 0 0 0 0 0 0 0 0 0 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 11-KING_ST_AT_BETSEY_BROWN_RD_490839_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South BETSEY BROWN RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 12 78 0 0 90 0 0 0 0 0 0 76 13 0 89 11 0 3 1 15 194 07:15 AM 14 107 0 0 121 0 0 0 0 0 0 95 16 0 111 14 0 18 1 33 265 07:30 AM 22 111 0 0 133 0 0 0 0 0 0 123 24 0 147 21 0 22 0 43 323 07:45 AM 39 110 0 0 149 0 0 0 0 0 0 125 38 0 163 16 0 14 0 30 342 Total 87 406 0 0 493 0 0 0 0 0 0 419 91 0 510 62 0 57 2 121 1124 08:00 AM 18 124 0 0 142 0 0 0 0 0 0 144 22 0 166 20 0 18 0 38 346 08:15 AM 24 159 0 0 183 0 0 0 0 0 0 179 28 0 207 24 0 13 1 38 428 08:30 AM 29 104 0 0 133 0 0 0 0 0 0 99 25 0 124 15 0 7 0 22 279 08:45 AM 12 104 0 0 116 0 0 0 0 0 0 108 23 0 131 37 0 6 0 43 290 Total 83 491 0 0 574 0 0 0 0 0 0 530 98 0 628 96 0 44 1 141 1343 09:00 AM 10 100 0 0 110 0 0 0 0 0 0 94 35 0 129 18 0 4 0 22 261 09:15 AM 7 59 0 0 66 0 0 0 0 0 0 88 22 0 110 15 0 11 0 26 202 09:30 AM 13 50 0 0 63 0 0 0 0 0 0 79 15 0 94 11 0 8 0 19 176 09:45 AM 10 86 0 0 96 0 0 0 0 0 0 82 9 0 91 12 0 10 0 22 209 Total 40 295 0 0 335 0 0 0 0 0 0 343 81 0 424 56 0 33 0 89 848 Grand Total 210 1192 0 0 1402 0 0 0 0 0 0 1292 270 0 1562 214 0 134 3 351 3315 Apprch %15 85 0 0 0 0 0 0 0 82.7 17.3 0 61 0 38.2 0.9 Total %6.3 36 0 0 42.3 0 0 0 0 0 0 39 8.1 0 47.1 6.5 0 4 0.1 10.6 Lights 197 1150 0 0 1347 0 0 0 0 0 0 1239 264 0 1503 209 0 125 0 334 3184 % Lights 93.8 96.5 0 0 96.1 0 0 0 0 0 0 95.9 97.8 0 96.2 97.7 0 93.3 0 95.2 96 Buses 9 22 0 0 31 0 0 0 0 0 0 22 4 0 26 1 0 7 0 8 65 % Buses 4.3 1.8 0 0 2.2 0 0 0 0 0 0 1.7 1.5 0 1.7 0.5 0 5.2 0 2.3 2 Trucks 4 20 0 0 24 0 0 0 0 0 0 31 2 0 33 4 0 2 0 6 63 % Trucks 1.9 1.7 0 0 1.7 0 0 0 0 0 0 2.4 0.7 0 2.1 1.9 0 1.5 0 1.7 1.9 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 3 3 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.9 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 11-KING_ST_AT_BETSEY_BROWN_RD_490839_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 KING ST From North From East KING ST From South BETSEY BROWN RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 22 111 0 0 133 0 0 0 0 0 0 123 24 0 147 21 0 22 0 43 323 07:45 AM 39 110 0 0 149 0 0 0 0 0 0 125 38 0 163 16 0 14 0 30 342 08:00 AM 18 124 0 0 142 0 0 0 0 0 0 144 22 0 166 20 0 18 0 38 346 08:15 AM 24 159 0 0 183 0 0 0 0 0 0 179 28 0 207 24 0 13 1 38 428 Total Volume 103 504 0 0 607 0 0 0 0 0 0 571 112 0 683 81 0 67 1 149 1439 % App. Total 17 83 0 0 0 0 0 0 0 83.6 16.4 0 54.4 0 45 0.7 PHF .660 .792 .000 .000 .829 .000 .000 .000 .000 .000 .000 .797 .737 .000 .825 .844 .000 .761 .250 .866 .841 Lights 95 486 0 0 581 0 0 0 0 0 0 550 110 0 660 81 0 65 0 146 1387 % Lights 92.2 96.4 0 0 95.7 0 0 0 0 0 0 96.3 98.2 0 96.6 100 0 97.0 0 98.0 96.4 Buses 6 15 0 0 21 0 0 0 0 0 0 11 1 0 12 0 0 2 0 2 35 % Buses 5.8 3.0 0 0 3.5 0 0 0 0 0 0 1.9 0.9 0 1.8 0 0 3.0 0 1.3 2.4 Trucks 2 3 0 0 5 0 0 0 0 0 0 10 1 0 11 0 0 0 0 0 16 % Trucks 1.9 0.6 0 0 0.8 0 0 0 0 0 0 1.8 0.9 0 1.6 0 0 0 0 0 1.1 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.7 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 11-KING_ST_AT_BETSEY_BROWN_RD_490839_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South BETSEY BROWN RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 10:00 AM 11 86 0 0 97 0 0 0 0 0 0 60 10 0 70 11 0 8 0 19 186 10:15 AM 11 69 0 0 80 0 0 0 0 0 0 73 13 0 86 15 0 8 0 23 189 10:30 AM 16 59 0 0 75 0 0 0 0 0 0 62 10 0 72 6 0 7 0 13 160 10:45 AM 11 79 0 0 90 0 0 0 0 0 0 55 14 0 69 7 0 6 0 13 172 Total 49 293 0 0 342 0 0 0 0 0 0 250 47 0 297 39 0 29 0 68 707 11:00 AM 7 59 0 0 66 0 0 0 0 0 0 67 10 0 77 10 0 10 0 20 163 11:15 AM 15 71 0 0 86 0 0 0 0 0 0 57 16 0 73 11 0 9 1 21 180 11:30 AM 12 84 0 0 96 0 0 0 0 0 0 73 20 0 93 16 0 5 1 22 211 11:45 AM 6 66 0 0 72 0 0 0 0 0 0 77 18 0 95 17 0 6 1 24 191 Total 40 280 0 0 320 0 0 0 0 0 0 274 64 0 338 54 0 30 3 87 745 12:00 PM 13 80 0 0 93 0 0 0 0 0 0 90 12 1 103 19 0 8 0 27 223 12:15 PM 10 71 0 0 81 0 0 0 0 0 0 69 14 0 83 15 0 13 0 28 192 12:30 PM 17 73 0 0 90 0 0 0 0 0 0 80 14 0 94 14 0 11 0 25 209 12:45 PM 11 75 0 0 86 0 0 0 0 0 0 80 17 0 97 11 0 8 0 19 202 Total 51 299 0 0 350 0 0 0 0 0 0 319 57 1 377 59 0 40 0 99 826 01:00 PM 9 74 0 0 83 0 0 0 0 0 0 83 10 0 93 13 0 7 0 20 196 01:15 PM 10 69 0 0 79 0 0 0 0 0 0 70 14 0 84 10 0 10 0 20 183 01:30 PM 8 61 0 0 69 0 0 0 0 0 0 91 18 0 109 10 0 14 0 24 202 01:45 PM 11 66 0 0 77 0 0 0 0 0 0 76 13 0 89 16 0 16 0 32 198 Total 38 270 0 0 308 0 0 0 0 0 0 320 55 0 375 49 0 47 0 96 779 02:00 PM 9 60 0 0 69 0 0 0 0 0 0 79 15 0 94 17 0 10 0 27 190 02:15 PM 21 68 0 0 89 0 0 0 0 0 0 101 20 0 121 12 0 14 0 26 236 02:30 PM 27 77 0 0 104 0 0 0 0 0 0 141 17 0 158 9 0 8 0 17 279 02:45 PM 32 88 0 6 126 0 0 0 0 0 0 117 9 1 127 10 0 17 0 27 280 Total 89 293 0 6 388 0 0 0 0 0 0 438 61 1 500 48 0 49 0 97 985 03:00 PM 31 145 0 8 184 0 0 0 0 0 0 122 17 10 149 15 0 14 0 29 362 03:15 PM 17 97 0 0 114 0 0 0 0 0 0 89 18 0 107 16 0 10 0 26 247 03:30 PM 17 96 0 1 114 0 0 0 0 0 0 83 22 0 105 24 0 10 0 34 253 03:45 PM 25 100 0 0 125 0 0 0 0 0 0 97 13 0 110 13 0 14 0 27 262 Total 90 438 0 9 537 0 0 0 0 0 0 391 70 10 471 68 0 48 0 116 1124 Grand Total 357 1873 0 15 2245 0 0 0 0 0 0 1992 354 12 2358 317 0 243 3 563 5166 Apprch %15.9 83.4 0 0.7 0 0 0 0 0 84.5 15 0.5 56.3 0 43.2 0.5 Total %6.9 36.3 0 0.3 43.5 0 0 0 0 0 0 38.6 6.9 0.2 45.6 6.1 0 4.7 0.1 10.9 Lights 343 1822 0 0 2165 0 0 0 0 0 0 1930 345 0 2275 306 0 234 0 540 4980 % Lights 96.1 97.3 0 0 96.4 0 0 0 0 0 0 96.9 97.5 0 96.5 96.5 0 96.3 0 95.9 96.4 Buses 8 13 0 0 21 0 0 0 0 0 0 22 1 0 23 2 0 5 0 7 51 % Buses 2.2 0.7 0 0 0.9 0 0 0 0 0 0 1.1 0.3 0 1 0.6 0 2.1 0 1.2 1 Trucks 6 38 0 0 44 0 0 0 0 0 0 40 8 0 48 9 0 4 0 13 105 % Trucks 1.7 2 0 0 2 0 0 0 0 0 0 2 2.3 0 2 2.8 0 1.6 0 2.3 2 Pedestrians 0 0 0 15 15 0 0 0 0 0 0 0 0 12 12 0 0 0 3 3 30 % Pedestrians 0 0 0 100 0.7 0 0 0 0 0 0 0 0 100 0.5 0 0 0 100 0.5 0.6 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 11-KING_ST_AT_BETSEY_BROWN_RD_490839_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North From East KING ST From South BETSEY BROWN RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 10:00 AM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 27 77 0 0 104 0 0 0 0 0 0 141 17 0 158 9 0 8 0 17 279 02:45 PM 32 88 0 6 126 0 0 0 0 0 0 117 9 1 127 10 0 17 0 27 280 03:00 PM 31 145 0 8 184 0 0 0 0 0 0 122 17 10 149 15 0 14 0 29 362 03:15 PM 17 97 0 0 114 0 0 0 0 0 0 89 18 0 107 16 0 10 0 26 247 Total Volume 107 407 0 14 528 0 0 0 0 0 0 469 61 11 541 50 0 49 0 99 1168 % App. Total 20.3 77.1 0 2.7 0 0 0 0 0 86.7 11.3 2 50.5 0 49.5 0 PHF .836 .702 .000 .438 .717 .000 .000 .000 .000 .000 .000 .832 .847 .275 .856 .781 .000 .721 .000 .853 .807 Lights 102 393 0 0 495 0 0 0 0 0 0 452 59 0 511 44 0 45 0 89 1095 % Lights 95.3 96.6 0 0 93.8 0 0 0 0 0 0 96.4 96.7 0 94.5 88.0 0 91.8 0 89.9 93.8 Buses 5 5 0 0 10 0 0 0 0 0 0 11 1 0 12 2 0 4 0 6 28 % Buses 4.7 1.2 0 0 1.9 0 0 0 0 0 0 2.3 1.6 0 2.2 4.0 0 8.2 0 6.1 2.4 Trucks 0 9 0 0 9 0 0 0 0 0 0 6 1 0 7 4 0 0 0 4 20 % Trucks 0 2.2 0 0 1.7 0 0 0 0 0 0 1.3 1.6 0 1.3 8.0 0 0 0 4.0 1.7 Pedestrians 0 0 0 14 14 0 0 0 0 0 0 0 0 11 11 0 0 0 0 0 25 % Pedestrians 0 0 0 100 2.7 0 0 0 0 0 0 0 0 100 2.0 0 0 0 0 0 2.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 11-KING_ST_AT_BETSEY_BROWN_RD_490839_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South BETSEY BROWN RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 15 116 0 0 131 0 0 0 0 0 0 98 18 0 116 15 0 10 0 25 272 04:15 PM 20 119 0 0 139 0 0 0 0 0 0 91 8 0 99 22 0 15 0 37 275 04:30 PM 20 92 0 0 112 0 0 0 0 0 0 103 19 0 122 12 0 13 0 25 259 04:45 PM 15 122 0 0 137 0 0 0 0 0 0 109 16 0 125 14 0 21 0 35 297 Total 70 449 0 0 519 0 0 0 0 0 0 401 61 0 462 63 0 59 0 122 1103 05:00 PM 22 102 0 0 124 0 0 0 0 0 0 124 19 0 143 13 0 19 1 33 300 05:15 PM 21 100 0 0 121 0 0 0 0 0 0 123 18 0 141 19 0 12 1 32 294 05:30 PM 21 109 0 0 130 0 0 0 0 0 0 125 20 0 145 20 0 10 0 30 305 05:45 PM 11 104 0 0 115 0 0 0 0 0 0 94 24 0 118 22 0 12 0 34 267 Total 75 415 0 0 490 0 0 0 0 0 0 466 81 0 547 74 0 53 2 129 1166 06:00 PM 16 88 0 0 104 0 0 0 0 0 0 115 22 0 137 18 0 13 0 31 272 06:15 PM 4 102 0 0 106 0 0 0 0 0 0 114 27 0 141 23 0 9 0 32 279 06:30 PM 12 81 0 0 93 0 0 0 0 0 0 95 15 0 110 11 0 14 0 25 228 06:45 PM 12 68 0 0 80 0 0 0 0 0 0 118 16 0 134 13 0 12 0 25 239 Total 44 339 0 0 383 0 0 0 0 0 0 442 80 0 522 65 0 48 0 113 1018 Grand Total 189 1203 0 0 1392 0 0 0 0 0 0 1309 222 0 1531 202 0 160 2 364 3287 Apprch %13.6 86.4 0 0 0 0 0 0 0 85.5 14.5 0 55.5 0 44 0.5 Total %5.7 36.6 0 0 42.3 0 0 0 0 0 0 39.8 6.8 0 46.6 6.1 0 4.9 0.1 11.1 Lights 186 1187 0 0 1373 0 0 0 0 0 0 1292 220 0 1512 200 0 159 0 359 3244 % Lights 98.4 98.7 0 0 98.6 0 0 0 0 0 0 98.7 99.1 0 98.8 99 0 99.4 0 98.6 98.7 Buses 2 11 0 0 13 0 0 0 0 0 0 8 1 0 9 1 0 0 0 1 23 % Buses 1.1 0.9 0 0 0.9 0 0 0 0 0 0 0.6 0.5 0 0.6 0.5 0 0 0 0.3 0.7 Trucks 1 5 0 0 6 0 0 0 0 0 0 9 1 0 10 1 0 1 0 2 18 % Trucks 0.5 0.4 0 0 0.4 0 0 0 0 0 0 0.7 0.5 0 0.7 0.5 0 0.6 0 0.5 0.5 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.5 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 11-KING_ST_AT_BETSEY_BROWN_RD_490839_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 KING ST From North From East KING ST From South BETSEY BROWN RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 15 122 0 0 137 0 0 0 0 0 0 109 16 0 125 14 0 21 0 35 297 05:00 PM 22 102 0 0 124 0 0 0 0 0 0 124 19 0 143 13 0 19 1 33 300 05:15 PM 21 100 0 0 121 0 0 0 0 0 0 123 18 0 141 19 0 12 1 32 294 05:30 PM 21 109 0 0 130 0 0 0 0 0 0 125 20 0 145 20 0 10 0 30 305 Total Volume 79 433 0 0 512 0 0 0 0 0 0 481 73 0 554 66 0 62 2 130 1196 % App. Total 15.4 84.6 0 0 0 0 0 0 0 86.8 13.2 0 50.8 0 47.7 1.5 PHF .898 .887 .000 .000 .934 .000 .000 .000 .000 .000 .000 .962 .913 .000 .955 .825 .000 .738 .500 .929 .980 Lights 77 428 0 0 505 0 0 0 0 0 0 473 73 0 546 65 0 62 0 127 1178 % Lights 97.5 98.8 0 0 98.6 0 0 0 0 0 0 98.3 100 0 98.6 98.5 0 100 0 97.7 98.5 Buses 2 4 0 0 6 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 10 % Buses 2.5 0.9 0 0 1.2 0 0 0 0 0 0 0.8 0 0 0.7 0 0 0 0 0 0.8 Trucks 0 1 0 0 1 0 0 0 0 0 0 4 0 0 4 1 0 0 0 1 6 % Trucks 0 0.2 0 0 0.2 0 0 0 0 0 0 0.8 0 0 0.7 1.5 0 0 0 0.8 0.5 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 1.5 0.2 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction LOCATION: N. RIDGE STREET & HUTCH PKWY SB RAMPS PROJECT:900 KING STREET DATE OF COUNT: DAY: THURSDAY JCE JOB #:17000360A START TIME : 07:30 AM E N T E R 1 5 - M I N U T E C O U N T V O L U M E S B Y M O V E M E N T AM PEAK HOUR 1 2 3 4 5 6 7 8 9 10 11 12 total 07:30 AM 07:45 AM 1 25 12 3 66 15 122 X 07:45 AM 08:00 AM 0 9 16 1 47 22 95 X 08:00 AM 08:15 AM 2 13 24 2 77 27 145 X 08:15 AM 08:30 AM 1 16 31 6 68 43 165 X 527 08:30 AM 08:45 AM 0 A 405 08:45 AM 09:00 AM 0 A 310 09:00 AM 09:15 AM 0 A 165 09:15 AM 09:30 AM 0 A 0 09:30 AM 09:45 AM 0 A 0 09:45 AM 10:00 AM 0 A 0 10:00 AM 10:15 AM 0 A 0 10:15 AM 10:30 AM 0 A 0 10:30 AM 10:45 AM 0 A 0 10:45 AM 11:00 AM 0 A 0 11:00 AM 11:15 AM 0 A 0 11:15 AM 11:30 AM 0 A 0 C A L C U L A T E D P E A K 1 5 - M I N U T E V O L U M E S 07:30 AM 07:45 AM 0 0 0 1 0 25 0 12 3 66 15 0 122 07:45 AM 08:00 AM 0 0 0 0 0 9 0 16 1 47 22 0 95 08:00 AM 08:15 AM 0 0 0 2 0 13 0 24 2 77 27 0 145 08:15 AM 08:30 AM 0 0 0 1 0 16 0 31 6 68 43 0 165 08:30 AM 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 AM 09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 107 258 ^6 63 09:00 AM 09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 12 11 10 <5 0 09:15 AM 09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 <v >v 4 4 09:30 AM 09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 ^< ^>09:45 AM 10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 >7 8 9 10:00 AM 10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 v 0 83 12 10:15 AM 10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30 AM 10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 AM 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 AM 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 C A L C U L A T E D P E A K H O U R V O L U M E S AM PEAK HOUR 1 2 3 4 5 6 7 8 9 10 11 12 total PHF 07:30 AM 08:30 AM 0 0 0 4 0 63 0 83 12 258 107 0 527 0.80 WILL BE BALANCED WITH THE KING STREET / N. RIDGE STREET TRAFFIC VOLUMES CONDUCTED ON 3/29/17 SOUTHBOUND 06/22/18 EASTBOUND WESTBOUND NORTHBOUND LOCATION: N. RIDGE STREET & HUTCH PKWY SB RAMPS PROJECT:900 KING STREET DATE OF COUNT: DAY: THURSDAY JCE JOB #:17000360A START TIME : 14:30 MID E N T E R 1 5 - M I N U T E C O U N T V O L U M E S B Y M O V E M E N T SAT PEAK HOUR 1 2 3 4 5 6 7 8 9 10 11 12 total 02:30 PM 02:45 PM 0 24 22 1 36 21 104 X 02:45 PM 03:00 PM 4 33 25 1 39 45 147 X 03:00 PM 03:15 PM 1 32 23 0 64 34 154 X 03:15 PM 03:30 PM 0 32 21 0 61 43 157 X 562 03:30 PM 03:45 PM 0 A 458 03:45 PM 04:00 PM 0 A 311 04:00 PM 04:15 PM 0 A 157 04:15 PM 04:30 PM 0 A 0 04:30 PM 04:45 PM 0 A 0 04:45 PM 05:00 PM 0 A 0 05:00 PM 05:15 PM 0 A 0 05:15 PM 05:30 PM 0 A 0 05:30 PM 05:45 PM 0 A 0 05:45 PM 06:00 PM 0 A 0 06:00 PM 06:15 PM 0 A 0 06:15 PM 06:30 PM 0 A 0 C A L C U L A T E D P E A K 1 5 - M I N U T E V O L U M E S 02:30 PM 02:45 PM 0 0 0 0 0 24 0 22 1 36 21 0 104 02:45 PM 03:00 PM 0 0 0 4 0 33 0 25 1 39 45 0 147 03:00 PM 03:15 PM 0 0 0 1 0 32 0 23 0 64 34 0 154 03:15 PM 03:30 PM 0 0 0 0 0 32 0 21 0 61 43 0 157 03:30 PM 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 PM 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 143 200 ^6 121 04:00 PM 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 12 11 10 <5 0 04:15 PM 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 <v >v 4 5 04:30 PM 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 ^< ^>04:45 PM 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 >7 8 9 05:00 PM 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 v 0 91 2 05:15 PM 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 06:00 PM 06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 PM 06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 C A L C U L A T E D P E A K H O U R V O L U M E S SAT PEAK HOUR 1 2 3 4 5 6 7 8 9 10 11 12 total PHF 02:30 PM 03:30 PM 0 0 0 5 0 121 0 91 2 200 143 0 562 0.89 WILL BE BALANCED WITH THE KING STREET / N. RIDGE STREET TRAFFIC VOLUMES CONDUCTED ON 1/31/18 SOUTHBOUND 06/22/18 EASTBOUND WESTBOUND NORTHBOUND LOCATION: N. RIDGE STREET & HUTCH PKWY SB RAMPS PROJECT:900 KING STREET DATE OF COUNT: DAY: THURSDAY JCE JOB #:17000360A START TIME : 17:00 PM E N T E R 1 5 - M I N U T E C O U N T V O L U M E S B Y M O V E M E N T PM PEAK HOUR 1 2 3 4 5 6 7 8 9 10 11 12 total 05:00 PM 05:15 PM 2 54 20 1 55 39 171 X 05:15 PM 05:30 PM 1 64 17 0 62 42 186 X 05:30 PM 05:45 PM 2 42 23 0 50 34 151 X 05:45 PM 06:00 PM 2 47 22 1 41 37 150 X 658 06:00 PM 06:15 PM 0 A 487 06:15 PM 06:30 PM 0 A 301 06:30 PM 06:45 PM 0 A 150 06:45 PM 07:00 PM 0 A 0 07:00 PM 07:15 PM 0 A 0 07:15 PM 07:30 PM 0 A 0 07:30 PM 07:45 PM 0 A 0 07:45 PM 08:00 PM 0 A 0 08:00 PM 08:15 PM 0 A 0 08:15 PM 08:30 PM 0 A 0 08:30 PM 08:45 PM 0 A 0 08:45 PM 09:00 PM 0 A 0 C A L C U L A T E D P E A K 1 5 - M I N U T E V O L U M E S 05:00 PM 05:15 PM 0 0 0 2 0 54 0 20 1 55 39 0 171 05:15 PM 05:30 PM 0 0 0 1 0 64 0 17 0 62 42 0 186 05:30 PM 05:45 PM 0 0 0 2 0 42 0 23 0 50 34 0 151 05:45 PM 06:00 PM 0 0 0 2 0 47 0 22 1 41 37 0 150 06:00 PM 06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 PM 06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 152 208 ^6 207 06:30 PM 06:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 12 11 10 <5 0 06:45 PM 07:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 <v >v 4 7 07:00 PM 07:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 ^< ^>07:15 PM 07:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 >7 8 9 07:30 PM 07:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 v 0 82 2 07:45 PM 08:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 PM 08:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 PM 08:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 PM 08:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 PM 09:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 C A L C U L A T E D P E A K H O U R V O L U M E S PM PEAK HOUR 1 2 3 4 5 6 7 8 9 10 11 12 total PHF 05:00 PM 06:00 PM 0 0 0 7 0 207 0 82 2 208 152 0 658 $0.88 SOUTHBOUND WILL BE BALANCED WITH THE KING STREET / N. RIDGE STREET TRAFFIC VOLUMES CONDUCTED ON 3/29/17 06/22/18 EASTBOUND WESTBOUND NORTHBOUND Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix 900 KING STREET _______________________________________________________________________________ APPENDIX F ACCIDENT DATA NODE/LINK LOCATION DATE TIME TRAFFIC CONTROL ACCIDENT CLASS3 # OF VEHICLES - INJURIES LIGHT CONDITION ROAD CONDITION WEATHER MANNER OF COLLISION APPARENT CONTRIBUTING FACTORS N Ridge Street At Intersection with King Street 02/14/14 4:35 PM Stop Sign N/R 2-0 Daylight Dry Clear Rear End Driver Inattention King Street Ref Marker 120A87011044 07/11/14 2:30 PM None PDO 1-0 Daylight Dry Clear Other Driver Inattention King Street At Intersection with Arbor Drive 08/15/14 1:59 PM Traffic Signal N/R 2-0 Daylight Dry Clear Rear End Following too Closely King Street At Intersection with Arbor Drive 09/30/14 7:50 AM Traffic Signal N/R 2-0 Daylight Dry Cloudy Rear End Following too Closely King Street At Intersection with N Ridge Street 10/21/14 7:50 AM Stop Sign PDO 2-0 Daylight Dry Clear Left Turn Failure to Yield Right-of-Way Ramp At Intersection with Ramp 01/14/15 9:34 AM Stop Sign N/R 2-0 Daylight Dry Cloudy Left Turn View Obstructed/Limited, Turning Improper King Street At Intersection with Arbor Drive 03/01/15 1:33 PM Traffic Signal PDO & I 2-2 Daylight Wet Snow Right Angle Disregarding Traffic Control King Street At Intersection with Arbor Drive 03/05/15 7:20 AM Not Entered PDO 2-0 Not Entered Not Entered Not Entered Not Entered Not Entered N Ridge Street At Intersection with King Street 05/08/15 9:09 AM Stop Sign I 2-1 Daylight Dry Clear Rear End Glare King Street At Intersection with Arbor Drive 05/13/15 7:53 AM Traffic Signal N/R 2-0 Daylight Dry Clear Rear End Driver Inattention King Street At Intersection with N Ridge Street 05/14/15 8:30 AM Stop Sign N/R 2-0 Daylight Dry Clear Right Angle View Obstructed/Limited, Failure to Yield Right-of-Way King Street Ref Marker 120A87011044 07/27/15 5:23 PM Stop Sign PDO & I 2-1 Daylight Dry Cloudy Right Angle Failure to Yield Right-of-Way King Street Ref Marker 120A87011044 09/21/15 12:16 PM Stop Sign PDO & I 2-3 Daylight Dry Cloudy Other Driver Inattention, Disregarding Traffic Control King Street At Intersection with N Ridge Street 10/13/15 8:30 AM Stop Sign PDO 2-0 Daylight Dry Cloudy Rear End Driver Inattention King Street At Intersection with Arbor Drive 02/09/16 10:30 AM Traffic Signal PDO 2-0 Daylight Wet Clear Rear End Following too Closely King Street 142 Meters North of Ramp 03/09/16 5:47 PM None N/R 2-0 Dawn Dry Clear Other Driver Inattention King Street At Intersection with N Ridge Street 04/04/16 10:50 AM None N/R 2-0 Daylight Wet Rain Other Passing or Lane Usage Improperly King Street 137 Meters North of Ramp 04/16/16 1:27 PM Traffic Signal I 2-1 Daylight Dry Cloudy Other Passing or Lane Usage Improperly N Ridge Street Location not Specified 04/27/16 9:14 AM None PDO & I 2-1 Daylight Dry Clear Rear End Driver Inattention King Street At Intersection with Arbor Drive 05/09/16 8:14 AM Traffic Signal PDO 2-0 Daylight Dry Clear Rear End Following too Closely King Street At Intersection with Arbor Drive 07/12/16 7:55 AM Traffic Signal PDO 2-0 Daylight Dry Clear Other Turning Improper King Street At Intersection with Arbor Drive 07/15/16 10:14 AM Traffic Signal PDO & I 3-3 Daylight Dry Cloudy Other Driver Inattention King Street At Intersection with Arbor Drive 07/28/16 2:45 PM Traffic Signal N/R 2-0 Daylight Dry Clear Rear End Following too Closely King Street Ref Marker 120A87011040 09/06/16 8:10 AM Traffic Signal N/R 2-0 Dawn Dry Cloudy Rear End Following too Closely King Street 27 Meters South of Ramp 10/11/16 11:05 AM Traffic Signal PDO 4-0 Daylight Dry Cloudy Other Following too Closely 1) - ACCIDENT DATA OBTAINED FROM THE NEW YORK STATE DEPARTMENT OF TRANSPORTATION (NYSDOT) FOR THE TIME PERIOD BETWEEN JANUARY 1, 2014 THROUGH DECEMBER 31, 2016 TABLE NO. 3B 2) - ACCIDENT CLASS: PDO = PROPERTY DAMAGE ONLY, I = INJURY, F = FATALITY, UNKOWN = NON-REPORTABLE ACCIDENT SUMMARY TABLE NYS ROUTE 120A (KING STREET) BETWEEN REFERENCE MARKERS 120A 8701 1045 - 120A 8701 1040 September 20, 2017 1 of 1 MC17000360A NODE/LINK LOCATION DATE TIME TRAFFIC CONTROL ACCIDENT CLASS3 # OF VEHICLES - INJURIES LIGHT CONDITION ROAD CONDITION WEATHER MANNER OF COLLISION APPARENT CONTRIBUTING FACTORS King Street At Intersection with Loch Lane 09/09/15 7:13 AM Stop Sign PDO 2-0 Daylight Dry Cloudy Right Angle Failure to Yield Right-of-Way King Street At Intersection with Loch Lane 08/09/17 6:19 PM None PDO 2-0 Daylight Dry Clear Rear End Following too Closely King Street 15 Meters North of Comley Avenue 09/04/15 7:02 AM None PDO & I 2-2 Daylight Dry Clear Rear End Driver Inattention King Street At Intersection with Comly Avenue 01/29/15 9:20 AM Stop Sign N/R 2-0 Daylight Dry Clear Head On Glare King Street At Intersection with Comly Avenue 08/20/15 11:20 PM None N/R 2-0 Dark-Road Lighted Dry Cloudy Rear End Driver Inattention Loch Lane At Intersection with King Street 12/06/15 4:28 PM None PDO 2-0 Dusk Dry Clear UNKNOWN Unknown King Street At Intersection with Comly Avenue 06/01/16 11:01 AM None PDO & I 2-2 Daylight Dry Cloudy Rear End Following too Closely King Street At Intersection with Comly Avenue 06/21/16 12:34 PM None PDO & I 2-1 Daylight Dry Clear Rear End Following too Closely Comly Avenue At Intersection with King Street 06/02/17 10:31 AM Stop Sign PDO 2-0 Daylight Dry Clear Rear End Backing Unsafely King Street At Intersection with Comly Avenue 12/15/17 6:26 PM Stop Sign N/R 2-0 Dark-Road Lighted Snow/Ice Snow Right Angle Pavement Slippery King Street At Intersection with Kings Park Drive 03/19/17 5:29 PM None PDO & I 3-5 Daylight Dry Clear Other Following too Closely King Street At Intersection with Beechwood Blvd 08/18/15 3:49 PM None PDO 1-0 Daylight Dry Clear Other Driver Inattention King Street At Intersection with Burdsall Drive 03/12/16 12:42 PM None N/R 2-0 Not Entered Not Entered Not Entered Not Entered Driver Inattention King Street At Intersection with Beechwood Blvd 07/06/16 7:57 AM Stop Sign I 2-1 Daylight Dry Clear Other Pedestrian's Error/Confusion, View Obstructed/Limited King Street 14 meters South of Beechwood Boulevard 09/14/17 5:28 PM None PDO 1-0 Daylight Dry Cloudy Other Driver Inattention King Street At Intersection with Upland Street 11/21/16 8:31 AM School Zone N/R 2-0 Daylight Dry Clear Rear End Following too Closely, Driver Inattention King Street At Intersection with Betsy Brown Road 01/03/15 3:30 AM None PDO 1-0 Dark-Road Lighted Dry Clear Other Passing or Lane Usage Improperly King Street At Intersection with Betsy Brown Road 09/15/16 6:14 PM Stop Sign PDO & I 2-1 Daylight Dry Clear UNKNOWN View Obstructed/Limited, Failure to Yield Right-of-Way King Street At Intersection with Betsy Brown Road 09/23/16 5:31 PM None N/R 3-0 Daylight Dry Clear Other Following too Closely King Street 26 Meters North of Betsey Brown Road 09/29/16 6:19 PM None PDO & I 3-1 Dusk Dry Cloudy Other Driver Inattention King Street At Intersection with Betsy Brown Road 10/24/16 2:45 PM None I 2-2 Daylight Dry Clear Rear End Following too Closely, Driver Inattention King Street 20 Meters South of Tower Hill Drive 05/10/17 9:50 AM None PDO 1-0 Daylight Dry Clear Other Reaction to Uninvolved Vehicle King Street At Intersection with Hawley Avenue 11/20/16 4:17 AM None PDO 1-0 Dark-Road Lighted Wet Rain Other n/a King Street 60 Meters South of Hawley Avenue 04/01/17 6:56 PM None PDO 1-0 Dark-Road Lighted Wet Rain Other View Obstructed/Limited, Obstruction/Debris King Street At Intersection with Hawley Avenue 07/10/17 8:16 AM Stop Sign PDO & I 1-1 Daylight Dry Clear Other Reaction to Uninvolved Vehicle King Street 76 Meters South of Hawley Avenue 08/31/17 4:53 PM None PDO 2-0 Daylight Dry Clear Rear End Driver Inattention b 1) - ACCIDENT DATA OBTAINED FROM THE NEW YORK STATE DEPARTMENT OF TRANSPORTATION (NYSDOT) FOR THE TIME PERIOD BETWEEN JANUARY 1, 2014 THROUGH DECEMBER 31, 2016 TABLE NO. 3C 2) - ACCIDENT CLASS: PDO = PROPERTY DAMAGE ONLY, I = INJURY, F = FATALITY, UNKOWN = NON-REPORTABLE ACCIDENT SUMMARY TABLE NYS ROUTE 120A (KING STREET) BETWEEN REFERENCE MARKERS 120A 8701 1035 - 120A 8701 1030 March 30, 2018 1 of 1 MC17000360A County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 1/24/2014 Fri 07:30 AM Persons Killed: 0 Persons Injured: 1 Extent of Injuries: B Case: 2014-35101305 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH MEDIAN/BARRIER Traffic Control: NONE Manner of Collision: OTHER Weather: CLOUDY Road Surface Condition: WET Road Char.: STRAIGHT/ GRADE Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 4080 State of Registration: NY Num of Occupants: 1 Driver's Age: 51 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, REACTION TO OTHER UNINVOLVED VEHICL County: Muni: Ref. Marker: 120A87011044 Street: N RIDGE ST AT INTERSECTION WITH KING ST 2/14/2014 Fri 16:35 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35134989 Accident Class: NON-REPORTABLE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: FL Num of Occupants: 1 Driver's Age: 35 Sex: M Citation Issued: N Direction of Travel: EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STARTING IN TRAFFIC Apparent Factors: DRIVER INATTENTION, NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 55 Sex: M Citation Issued: N Direction of Travel: EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 3/20/2014 Thu 08:19 AM Persons Killed: 0 Persons Injured: 1 Extent of Injuries:Case: 2014-35240252 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Accident Location Information System(ALIS) Date: 8/3/2017 10:20:46 AM Accident Verbal Description 14076_VDR Date in this report covers the period - 1/1/2014-12/31/2016 Complete Accident data from NYSDMV is only available thru 3/31/2017 12:00:00 AM Page 1 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Manner of Collision: REAR END Weather: CLOUDY Road Surface Condition: WET Road Char.: STRAIGHT/ GRADE Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 2 Driver's Age: 19 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: SLOWED OR STOPPING Apparent Factors: NOT ENTERED, FOLLOWING TOO CLOSELY Veh :1 OTHER Registered Weight: State of Registration: NJ Num of Occupants: 4 Driver's Age: 20 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: SLOWED OR STOPPING Apparent Factors: NOT ENTERED, NOT ENTERED County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 6/10/2014 Tue 17:27 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35288150 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: NONE Manner of Collision: OTHER Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: GA Num of Occupants: 1 Driver's Age: 47 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: OVERSIZED VEHICLE, TRAFFIC CONTROL DEVICES DISREGARDED County: Muni: Ref. Marker: 120A87011044 Street: KING ST 7/11/2014 Fri 14:30 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35321898 Accident Class: PROPERTY DAMAGE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 1 Type Of Accident: COLLISION WITH TREE Traffic Control: NONE Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 3010 State of Registration: NY Num of Occupants: 1 Driver's Age: 89 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: DRIVER INATTENTION, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 7/12/2014 Sat 12:40 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35325601 Page 2 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: OTHER Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 OTHER Registered Weight: State of Registration: FL Num of Occupants: 4 Driver's Age: 59 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, OVERSIZED VEHICLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 7/21/2014 Mon 00:55 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35333913 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: OTHER Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DARK-ROAD UNLIGHTED Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: IL Num of Occupants: 1 Driver's Age: 31 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: TRAFFIC CONTROL DEVICES DISREGARDED, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 8/12/2014 Tue 16:40 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35363688 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH ANIMAL Traffic Control: NONE Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 46 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: ANIMAL'S ACTION, NOT APPLICABLE County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011042 Street: KING ST AT INTERSECTION WITH ARBOR DR 8/15/2014 Fri 13:59 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35364219 Accident Class: NON-REPORTABLE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT/ GRADE Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Page 3 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 58 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: FOLLOWING TOO CLOSELY, NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 53 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 8/22/2014 Fri 06:15 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35375618 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: FLASHING LIGHT Manner of Collision: OTHER Weather: CLOUDY Road Surface Condition: WET Road Char.: STRAIGHT AND LEVEL Light Condition: DAWN Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: MN Num of Occupants: 1 Driver's Age: 59 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: USING ON BOARD NAVIGATION DEVICE, TRAFFIC CONTROL DEVICES DISREGARDED County: Westchester Muni: Rye Brook Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY AT INTERSECTION WITH Ramp 9/13/2014 Sat 15:57 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35398455 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: OTHER Manner of Collision: OTHER Weather: RAIN Road Surface Condition: WET Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: IN Num of Occupants: 1 Driver's Age: 44 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: TRAFFIC CONTROL DEVICES DISREGARDED, OVERSIZED VEHICLE County: Westchester Muni: Rye Brook(V) Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 9/19/2014 Fri 18:18 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35406154 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH SIGN POST Traffic Control: STOP SIGN Page 4 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 64 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: FATIGUED/DROWSY, UNSAFE SPEED County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011042 Street: KING ST AT INTERSECTION WITH ARBOR DR 9/30/2014 Tue 07:50 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35415646 Accident Class: NON-REPORTABLE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL Manner of Collision: REAR END Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT/ GRADE Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 66 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: PA Num of Occupants: 1 Driver's Age: 49 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, FOLLOWING TOO CLOSELY County: Muni: Ref. Marker: 120A87011044 Street: KING ST AT INTERSECTION WITH N RIDGE ST 10/21/2014 Tue 07:50 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35448721 Accident Class: PROPERTY DAMAGE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN Manner of Collision: LEFT TURN (AGAINST OTHER CAR) Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: NJ Num of Occupants: 1 Driver's Age: 29 Sex: M Citation Issued: N Direction of Travel: NORTH-EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MAKING LEFT TURN Apparent Factors: FAILURE TO YIELD RIGHT OF WAY, NOT APPLICABLE Page 5 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Veh :2 CAR/VAN/PICKUP Registered Weight: 4160 State of Registration: NY Num of Occupants: 1 Driver's Age: 27 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 10/28/2014 Tue 11:20 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35448737 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: OTHER Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: FL Num of Occupants: 2 Driver's Age: 29 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: TRAFFIC CONTROL DEVICES DISREGARDED, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 10/29/2014 Wed 18:03 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35450846 Accident Class: NON-REPORTABLE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: REAR END Weather: RAIN Road Surface Condition: WET Road Char.: STRAIGHT AND LEVEL Light Condition: DUSK Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 68 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: SLOWED OR STOPPING Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 51 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: FOLLOWING TOO CLOSELY, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 12/2/2014 Tue 01:00 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35505690 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: NONE Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DARK-ROAD UNLIGHTED Page 6 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: OK Num of Occupants: 2 Driver's Age: 35 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: TRAFFIC CONTROL DEVICES DISREGARDED, OTHER ELECTRONIC DEVICE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 10/28/2014 Tue 11:25 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35514732 Accident Class: PROPERTY DAMAGE Police Agency: Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: UNKNOWN Weather: CLEAR Road Surface Condition: DRY Road Char.: CURVE AND GRADE Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 OTHER Registered Weight: State of Registration: MN Num of Occupants: 0 Driver's Age: Sex: Citation Issued: Direction of Travel: NORTH-EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: BACKING Apparent Factors: NOT ENTERED, NOT ENTERED Veh :1 CAR/VAN/PICKUP Registered Weight: 3049 State of Registration: NY Num of Occupants: 1 Driver's Age: 76 Sex: F Citation Issued: N Direction of Travel: NORTH-EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT ENTERED, NOT ENTERED County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 11/12/2014 Wed 16:00 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2014-35529216 Accident Class: PROPERTY DAMAGE Police Agency: Num of Veh: 1 Type Of Accident: COLLISION WITH OTHER FIXED OBJECT Traffic Control: UNKNOWN Manner of Collision: OTHER Weather: UNKNOWN Road Surface Condition: UNKNOWN Road Char.: UNKNOWN Light Condition: UNKNOWN Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 3153 State of Registration: NY Num of Occupants: 1 Driver's Age: 48 Sex: F Citation Issued: N Direction of Travel: UNKNOWN Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: UNKNOWN Apparent Factors: NOT ENTERED, NOT ENTERED County: Westchester Muni: Rye Brook(V) Ref. Marker: Street: RAMP AT INTERSECTION WITH Ramp 1/14/2015 Wed 09:34 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35556734 Accident Class: NON-REPORTABLE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Page 7 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN Manner of Collision: LEFT TURN (AGAINST OTHER CAR) Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: INVALID CODE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 27 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 23 Sex: F Citation Issued: N Direction of Travel: NORTH-EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MAKING LEFT TURN Apparent Factors: VIEW OBSTRUCTED/LIMITED, TURNING IMPROPER County: Westchester Muni: Rye Brook(V) Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 2/6/2015 Fri 20:20 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35596854 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: NONE Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT/ GRADE Light Condition: DARK-ROAD UNLIGHTED Loc. of Ped/Bicycle: INVALID CODE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: IN Num of Occupants: 1 Driver's Age: 57 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: DRIVER INATTENTION, TRAFFIC CONTROL DEVICES DISREGARDED County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011042 Street: KING ST AT INTERSECTION WITH ARBOR DR 3/1/2015 Sun 13:33 PM Persons Killed: 0 Persons Injured: 2 Extent of Injuries: CC Case: 2015-35626113 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL Manner of Collision: RIGHT ANGLE Weather: SNOW Road Surface Condition: WET Road Char.: STRAIGHT/ GRADE Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: 2701 State of Registration: NY Num of Occupants: 1 Driver's Age: 28 Sex: M Citation Issued: N Direction of Travel: EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Page 8 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Veh :1 CAR/VAN/PICKUP Registered Weight: 4396 State of Registration: NY Num of Occupants: 1 Driver's Age: 48 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, TRAFFIC CONTROL DEVICES DISREGARDED County: Westchester Muni: Rye Brook(V) Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 3/10/2015 Tue 11:15 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35644137 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: OTHER Manner of Collision: OTHER Weather: CLOUDY Road Surface Condition: DRY Road Char.: CURVE AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: INVALID CODE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: OK Num of Occupants: 1 Driver's Age: 34 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: TRAFFIC CONTROL DEVICES DISREGARDED, DRIVER INEXPERIENCE County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011042 Street: KING ST AT INTERSECTION WITH ARBOR DR 3/5/2015 Thu 07:20 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35686092 Accident Class: PROPERTY DAMAGE Police Agency: Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: UNKNOWN Manner of Collision: UNKNOWN Weather: UNKNOWN Road Surface Condition: UNKNOWN Road Char.: UNKNOWN Light Condition: UNKNOWN Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 OTHER Registered Weight: State of Registration: -3 Num of Occupants: 1 Driver's Age: 25 Sex: M Citation Issued: N Direction of Travel: UNKNOWN Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: UNKNOWN Apparent Factors: NOT ENTERED, NOT ENTERED Veh :2 OTHER Registered Weight: State of Registration: -3 Num of Occupants: 0 Driver's Age: Sex: Citation Issued: Direction of Travel: UNKNOWN Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: UNKNOWN Apparent Factors: NOT ENTERED, NOT ENTERED County: Muni: Ref. Marker: 120A87011044 Street: N RIDGE ST AT INTERSECTION WITH KING ST 5/8/2015 Fri 09:09 AM Persons Killed: 0 Persons Injured: 1 Extent of Injuries: C Case: 2015-35714643 Accident Class: INJURY Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN Page 9 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: INVALID CODE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: 2480 State of Registration: NY Num of Occupants: 1 Driver's Age: 55 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 41 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: SLOWED OR STOPPING Apparent Factors: GLARE, NOT APPLICABLE County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011042 Street: KING ST AT INTERSECTION WITH ARBOR DR 5/13/2015 Wed 07:53 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35721885 Accident Class: NON-REPORTABLE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AT HILLCREST Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 2 Driver's Age: 47 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 2 Driver's Age: 17 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: UNKNOWN, DRIVER INATTENTION County: Muni: Ref. Marker: 120A87011044 Street: KING ST AT INTERSECTION WITH N RIDGE ST 5/14/2015 Thu 08:30 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35727068 Accident Class: NON-REPORTABLE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN Manner of Collision: RIGHT ANGLE Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: INVALID CODE Action of Ped/Bicycle: NOT APPLICABLE Page 10 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Veh :2 CAR/VAN/PICKUP Registered Weight:State of Registration: CT Num of Occupants: 1 Driver's Age: 70 Sex: M Citation Issued: Y Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 2 Driver's Age: 43 Sex: F Citation Issued: N Direction of Travel: WEST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MAKING LEFT TURN Apparent Factors: VIEW OBSTRUCTED/LIMITED, FAILURE TO YIELD RIGHT OF WAY County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 8/2/2015 Sun 09:15 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35824868 Accident Class: NON-REPORTABLE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: INVALID CODE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 5 Driver's Age: 20 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 3 Driver's Age: 61 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, REACTION TO OTHER UNINVOLVED VEHICL County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 7/29/2015 Wed 20:02 PM Persons Killed: 0 Persons Injured: 3 Extent of Injuries: CCC Case: 2015-35824894 Accident Class: INJURY Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 3 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: YIELD SIGN Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAWN Loc. of Ped/Bicycle: INVALID CODE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 3795 State of Registration: NY Num of Occupants: 1 Driver's Age: 74 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MERGING Apparent Factors: NOT APPLICABLE, FAILURE TO YIELD RIGHT OF WAY Page 11 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Veh :3 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 24 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 3 Driver's Age: 45 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Muni: Ref. Marker: 120A87011044 Street: KING ST 7/27/2015 Mon 17:23 PM Persons Killed: 0 Persons Injured: 1 Extent of Injuries: C Case: 2015-35828148 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN Manner of Collision: RIGHT ANGLE Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: INVALID CODE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 4454 State of Registration: NY Num of Occupants: 2 Driver's Age: 39 Sex: F Citation Issued: N Direction of Travel: EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MAKING LEFT TURN Apparent Factors: FAILURE TO YIELD RIGHT OF WAY, NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: 3179 State of Registration: NY Num of Occupants: 1 Driver's Age: 45 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 9/15/2015 Tue 22:00 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35886056 Accident Class: NON-REPORTABLE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 2 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: NONE Manner of Collision: UNKNOWN Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DARK-ROAD UNLIGHTED Loc. of Ped/Bicycle: INVALID CODE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 TRUCK Registered Weight: State of Registration: MO Num of Occupants: 1 Driver's Age: 52 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Page 12 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Apparent Factors: NOT APPLICABLE, USING ON BOARD NAVIGATION DEVICE Veh :1 TRUCK Registered Weight: State of Registration: MO Num of Occupants: 1 Driver's Age: 44 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, USING ON BOARD NAVIGATION DEVICE County: Muni: Ref. Marker: 120A87011044 Street: KING ST 9/21/2015 Mon 12:16 PM Persons Killed: 0 Persons Injured: 3 Extent of Injuries: CCC Case: 2015-35893747 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN Manner of Collision: OTHER Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: INVALID CODE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 4537 State of Registration: NY Num of Occupants: 2 Driver's Age: 49 Sex: F Citation Issued: N Direction of Travel: NORTH-WEST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MAKING LEFT TURN Apparent Factors: TRAFFIC CONTROL DEVICES DISREGARDED, DRIVER INATTENTION Veh :2 CAR/VAN/PICKUP Registered Weight: 5086 State of Registration: NY Num of Occupants: 1 Driver's Age: 26 Sex: M Citation Issued: N Direction of Travel: SOUTH-EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Muni: Ref. Marker: 120A87011044 Street: KING ST AT INTERSECTION WITH N RIDGE ST 10/13/2015 Tue 08:30 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35921971 Accident Class: PROPERTY DAMAGE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN Manner of Collision: REAR END Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: INVALID CODE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: 4165 State of Registration: NY Num of Occupants: 1 Driver's Age: 31 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 4848 State of Registration: NY Num of Occupants: 1 Driver's Age: 39 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Page 13 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Pre-Accd Action: MAKING LEFT TURN Apparent Factors: NOT APPLICABLE, DRIVER INATTENTION County: Westchester Muni: Rye Brook(V) Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 10/23/2015 Fri 16:49 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35937674 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DUSK Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 2 Driver's Age: 32 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MERGING Apparent Factors: FAILURE TO YIELD RIGHT OF WAY, REACTION TO OTHER UNINVOLVED VEHICL Veh :1 CAR/VAN/PICKUP Registered Weight: 2360 State of Registration: NY Num of Occupants: 2 Driver's Age: 71 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, REACTION TO OTHER UNINVOLVED VEHICL County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 11/1/2015 Sun 17:30 PM Persons Killed: 0 Persons Injured: 1 Extent of Injuries: C Case: 2015-35950393 Accident Class: INJURY Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DARK-ROAD UNLIGHTED Loc. of Ped/Bicycle: INVALID CODE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: IL Num of Occupants: 1 Driver's Age: 51 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, DRIVER INATTENTION Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 28 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 11/6/2015 Fri 09:20 AM Persons Killed: 0 Persons Injured: 1 Extent of Injuries: C Case: 2015-35957744 Page 14 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: OTHER Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: INVALID CODE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: MS Num of Occupants: 1 Driver's Age: 46 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: DRIVER INEXPERIENCE, TRAFFIC CONTROL DEVICES DISREGARDED County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 11/6/2015 Fri 09:50 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35957747 Accident Class: NON-REPORTABLE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: INVALID CODE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 48 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: FOLLOWING TOO CLOSELY, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: NJ Num of Occupants: 2 Driver's Age: 32 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 11/14/2015 Sat 16:15 PM Persons Killed: 0 Persons Injured: 1 Extent of Injuries: B Case: 2015-35967401 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 2 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: OTHER Manner of Collision: HEAD ON Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: INVALID CODE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: OK Num of Occupants: 2 Driver's Age: 42 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: TRAFFIC CONTROL DEVICES DISREGARDED, NOT APPLICABLE Page 15 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Veh :2 MOTORCYCLE Registered Weight:State of Registration: CT Num of Occupants: 1 Driver's Age: 31 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, OBSTRUCTION/DEBRIS County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 1/13/2016 Wed 01:02 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36048989 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: OTHER Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DARK-ROAD UNLIGHTED Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: IN Num of Occupants: 1 Driver's Age: 50 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: TRAFFIC CONTROL DEVICES DISREGARDED, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 2/2/2016 Tue 15:52 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36080341 Accident Class: NON-REPORTABLE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 57 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: FOLLOWING TOO CLOSELY, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 3 Driver's Age: 35 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: SLOWED OR STOPPING Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011042 Street: KING ST AT INTERSECTION WITH ARBOR DR 2/9/2016 Tue 10:30 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36121217 Accident Class: PROPERTY DAMAGE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL Manner of Collision: REAR END Weather: CLEAR Page 16 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Road Surface Condition: WET Road Char.: STRAIGHT/ GRADE Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: 4068 State of Registration: NY Num of Occupants: 2 Driver's Age: 41 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 2701 State of Registration: NY Num of Occupants: 3 Driver's Age: 27 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: FOLLOWING TOO CLOSELY, NOT APPLICABLE County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011043 Street: KING ST 142 Meters North of Ramp 3/9/2016 Wed 17:47 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36129229 Accident Class: NON-REPORTABLE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: OVERTAKING Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DUSK Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 38 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: CHANGING LANES Apparent Factors: DRIVER INATTENTION, NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 3 Driver's Age: 40 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 3/11/2016 Fri 15:40 PM Persons Killed: 0 Persons Injured: 1 Extent of Injuries: C Case: 2016-36134277 Accident Class: INJURY Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 3 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: YIELD SIGN Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: 3481 State of Registration: NY Num of Occupants: 1 Driver's Age: 41 Sex: M Citation Issued: N Page 17 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 3640 State of Registration: NY Num of Occupants: 1 Driver's Age: 55 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :3 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 19 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: FOLLOWING TOO CLOSELY, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 3/31/2016 Thu 09:55 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36156251 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: OVERTAKING Weather: CLEAR Road Surface Condition: DRY Road Char.: CURVE AND GRADE Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: 3168 State of Registration: NY Num of Occupants: 1 Driver's Age: 49 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: CHANGING LANES Apparent Factors: NOT APPLICABLE, UNSAFE LANE CHANGE Veh :1 CAR/VAN/PICKUP Registered Weight: 3223 State of Registration: NY Num of Occupants: 1 Driver's Age: 57 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Muni: Ref. Marker: 120A87011045 Street: KING ST AT INTERSECTION WITH N RIDGE ST 4/4/2016 Mon 10:50 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36158593 Accident Class: NON-REPORTABLE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: OVERTAKING Weather: RAIN Road Surface Condition: WET Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Page 18 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Veh :2 CAR/VAN/PICKUP Registered Weight:State of Registration: CT Num of Occupants: 1 Driver's Age: 59 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 19 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: OVERTAKING Apparent Factors: PASSING OR LANE USAGE IMPROPERLY, NOT APPLICABLE County: Westchester Muni: Rye Brook(V) Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 4/4/2016 Mon 19:20 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36159674 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 3 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: WET Road Char.: STRAIGHT AND LEVEL Light Condition: DUSK Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 56 Sex: M Citation Issued: N Direction of Travel: NORTH-WEST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MERGING Apparent Factors: NOT APPLICABLE, FAILURE TO YIELD RIGHT OF WAY Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 21 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :3 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 24 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, FOLLOWING TOO CLOSELY County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011043 Street: KING ST 137 Meters North of Ramp 4/16/2016 Sat 13:27 PM Persons Killed: 0 Persons Injured: 1 Extent of Injuries: C Case: 2016-36173760 Accident Class: INJURY Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL Manner of Collision: OVERTAKING Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT AT HILLCREST Light Condition: DAYLIGHT Page 19 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 MOTORCYCLE Registered Weight: 390 State of Registration: NY Num of Occupants: 1 Driver's Age: 21 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: OVERTAKING Apparent Factors: PASSING OR LANE USAGE IMPROPERLY, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 4738 State of Registration: NY Num of Occupants: 1 Driver's Age: 58 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Westchester Muni: Rye Brook(V) Ref. Marker: Street: N RIDGE ST 4/27/2016 Wed 09:14 AM Persons Killed: 0 Persons Injured: 1 Extent of Injuries: C Case: 2016-36186202 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT/ GRADE Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 2 Driver's Age: 40 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 3917 State of Registration: NY Num of Occupants: 1 Driver's Age: 28 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: DRIVER INATTENTION, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 5/6/2016 Fri 13:45 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36199149 Accident Class: NON-REPORTABLE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH SIGN POST Traffic Control: NONE Manner of Collision: OTHER Weather: CLOUDY Road Surface Condition: WET Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 2 Driver's Age: 17 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Page 20 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Pre-Accd Action: MAKING RIGHT TURN Apparent Factors: NOT APPLICABLE, PAVEMENT SLIPPERY County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011042 Street: KING ST AT INTERSECTION WITH ARBOR DR 5/9/2016 Mon 08:14 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36200487 Accident Class: PROPERTY DAMAGE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT/ GRADE Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: 4605 State of Registration: NY Num of Occupants: 1 Driver's Age: 57 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 44 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: FOLLOWING TOO CLOSELY, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 7/10/2016 Sun 15:03 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36291003 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: NONE Manner of Collision: OTHER Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: FL Num of Occupants: 1 Driver's Age: 23 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, DRIVER INEXPERIENCE County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011042 Street: KING ST AT INTERSECTION WITH ARBOR DR 7/12/2016 Tue 07:55 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36294747 Accident Class: PROPERTY DAMAGE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: 3574 State of Registration: NY Page 21 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Num of Occupants: 1 Driver's Age: 41 Sex: M Citation Issued: N Direction of Travel: SOUTH-EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 3020 State of Registration: NY Num of Occupants: 1 Driver's Age: 21 Sex: F Citation Issued: N Direction of Travel: EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MAKING U TURN Apparent Factors: TURNING IMPROPER, NOT APPLICABLE County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011042 Street: KING ST AT INTERSECTION WITH ARBOR DR 7/15/2016 Fri 10:14 AM Persons Killed: 0 Persons Injured: 3 Extent of Injuries: BCC Case: 2016-36299446 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: RYE BROOK VILLAGE PD Num of Veh: 3 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL Manner of Collision: OTHER Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT/ GRADE Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: 3629 State of Registration: NY Num of Occupants: 2 Driver's Age: 46 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :3 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 72 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 5487 State of Registration: NY Num of Occupants: 1 Driver's Age: 50 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: DRIVER INATTENTION, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 8/3/2016 Wed 15:37 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36326518 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: OTHER Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Page 22 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: IN Num of Occupants: 1 Driver's Age: 42 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: TRAFFIC CONTROL DEVICES DISREGARDED, NOT APPLICABLE County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011042 Street: KING ST AT INTERSECTION WITH ARBOR DR 7/28/2016 Thu 14:45 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36331238 Accident Class: NON-REPORTABLE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT/ GRADE Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 24 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: FOLLOWING TOO CLOSELY, NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 37 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 8/10/2016 Wed 10:45 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36339316 Accident Class: NON-REPORTABLE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: REAR END Weather: RAIN Road Surface Condition: WET Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 70 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MERGING Apparent Factors: NOT APPLICABLE, FAILURE TO YIELD RIGHT OF WAY Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 26 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Page 23 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, PAVEMENT SLIPPERY County: Muni: Ref. Marker: 120A87011040 Street: KING ST 9/6/2016 Tue 08:10 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36370833 Accident Class: NON-REPORTABLE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL Manner of Collision: REAR END Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAWN Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 30 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 59 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STARTING IN TRAFFIC Apparent Factors: FOLLOWING TOO CLOSELY, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 10/14/2016 Fri 06:12 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36422729 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: OTHER Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DARK-ROAD UNLIGHTED Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: OH Num of Occupants: 2 Driver's Age: 48 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: DRIVER INATTENTION, TRAFFIC CONTROL DEVICES DISREGARDED County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011042 Street: KING ST 27 Meters South of Ramp 10/11/2016 Tue 11:05 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36429759 Accident Class: PROPERTY DAMAGE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 4 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL Manner of Collision: OTHER Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 OTHER Registered Weight: State of Registration: -3 Page 24 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Num of Occupants: 0 Driver's Age:Sex:Citation Issued: Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, FOLLOWING TOO CLOSELY Veh :2 CAR/VAN/PICKUP Registered Weight: 4828 State of Registration: NY Num of Occupants: 2 Driver's Age: 17 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :3 CAR/VAN/PICKUP Registered Weight: 4998 State of Registration: NY Num of Occupants: 2 Driver's Age: 50 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :4 CAR/VAN/PICKUP Registered Weight: 5765 State of Registration: NY Num of Occupants: 1 Driver's Age: 51 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 10/18/2016 Tue 23:21 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36430434 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: OTHER Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DARK-ROAD LIGHTED Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: TX Num of Occupants: 2 Driver's Age: 35 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: TRAFFIC CONTROL DEVICES DISREGARDED, DRIVER INATTENTION County: Westchester Muni: Rye Brook(V) Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 9/22/2016 Thu 12:42 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36470976 Accident Class: PROPERTY DAMAGE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 1 Type Of Accident: COLLISION WITH BRIDGE STRUCTURE Traffic Control: OTHER Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT/ GRADE Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Page 25 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Veh :1 TRUCK Registered Weight:State of Registration: TX Num of Occupants: 2 Driver's Age: 76 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: OVERSIZED VEHICLE, DRIVER INATTENTION County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 11/17/2016 Thu 05:42 AM Persons Killed: 0 Persons Injured: 5 Extent of Injuries: CCCCC Case: 2016-36478147 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: OTHER Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: CURVE AND LEVEL Light Condition: DARK-ROAD UNLIGHTED Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: OK Num of Occupants: 2 Driver's Age: 39 Sex: M Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: DRIVER INEXPERIENCE, OVERSIZED VEHICLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: NJ Num of Occupants: 4 Driver's Age: 68 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 11/27/2016 Sun 12:15 PM Persons Killed: 0 Persons Injured: 4 Extent of Injuries: CCCC Case: 2016-36493449 Accident Class: INJURY Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 4060 State of Registration: NY Num of Occupants: 4 Driver's Age: 22 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: SLOWED OR STOPPING Apparent Factors: NOT APPLICABLE, REACTION TO OTHER UNINVOLVED VEHICL Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: MA Num of Occupants: 2 Driver's Age: 43 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: FOLLOWING TOO CLOSELY, NOT APPLICABLE Page 26 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... County: Muni: Ref. Marker: 907W87025043 Street: HUTCHINSON RIVER PKWY 12/26/2016 Mon 15:45 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36538225 Accident Class: NON-REPORTABLE Police Agency: PD WESTCHESTER COUNTY DPS Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: YIELD SIGN Manner of Collision: OVERTAKING Weather: RAIN Road Surface Condition: WET Road Char.: STRAIGHT AND LEVEL Light Condition: DUSK Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 26 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MERGING Apparent Factors: FAILURE TO YIELD RIGHT OF WAY, TRAFFIC CONTROL DEVICES DISREGARDED Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: MA Num of Occupants: 1 Driver's Age: 29 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Page 27 of 27 8/3/2017http://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Descr... Number Of Accidents AT WET FIXED PED & LIGHT CONDITION COUNTY TOTAL INT. FTL INJ PDO N/R ROAD OBJ BIKE TRUCK DWN/DSK DAY NIGHT WESTCHESTER 26 20 0 9 11 6 2 4 1 1 2 19 5 Total 26 20 0 9 11 6 2 4 1 1 2 19 5 Note : Crashes for which location is unspecified are listed as *UNKNOWN. Accident Location Information System (ALIS) Date: 03/26/18 10:19 County Interim Accident Summary Page: 1 14799_ASR Date in this report covers the period - 1/1/2015-12/31/2017 Complete Accident data from NYSDMV is only available thru 12/31/2017 12:00:00 AM Printer Friendly Report Page 1 of 1 3/26/2018https://alis.dot.ny.gov/sqra/Statistical_Reports/Default.aspx?p12=ALL&p14=NONE&p16=County&p18=County&p20=Date in ... County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011035 Street: KING ST AT INTERSECTION WITH COMLY AVE 1/29/2015 Thu 09:20 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35579459 Accident Class: NON-REPORTABLE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN Manner of Collision: HEAD ON Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 69 Sex: F Citation Issued: N Direction of Travel: EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MAKING LEFT TURN Apparent Factors: NOT APPLICABLE, GLARE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 48 Sex: M Citation Issued: N Direction of Travel: WEST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MAKING RIGHT TURN Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Westchester Muni: Port Chester(V) Ref. Marker: 120A87011032 Street: KING ST AT INTERSECTION WITH BETSY BROWN RD 1/3/2015 Sat 03:30 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35620905 Accident Class: PROPERTY DAMAGE Police Agency: PORT CHESTER VILLAGE PD Num of Veh: 1 Type Of Accident: COLL. W/LIGHT SUPPORT/UTILITY POLE Traffic Control: NONE Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DARK-ROAD LIGHTED Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 4067 State of Registration: NY Num of Occupants: 1 Driver's Age: 28 Sex: F Citation Issued: Y Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: AVOIDING OBJECT IN ROADWAY Apparent Factors: PASSING OR LANE USAGE IMPROPERLY, NOT APPLICABLE County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011035 Street: KING ST AT INTERSECTION WITH COMLY AVE 8/20/2015 Thu 23:20 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35852610 Accident Location Information System(ALIS) Date: 3/26/2018 10:18:16 AM Accident Verbal Description 14799_VDR Date in this report covers the period - 1/1/2015-12/31/2017 Complete Accident data from NYSDMV is only available thru 12/31/2017 12:00:00 AM Page 1 of 12 3/26/2018https://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Des... Accident Class: NON-REPORTABLE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: REAR END Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DARK-ROAD LIGHTED Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 TRUCK Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 51 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MAKING LEFT TURN Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 61 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: DRIVER INATTENTION, NOT APPLICABLE County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011035 Street: KING ST 15 Meters North of COMLY AVE 9/4/2015 Fri 07:02 AM Persons Killed: 0 Persons Injured: 2 Extent of Injuries: CC Case: 2015-35871067 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: 3693 State of Registration: NY Num of Occupants: 1 Driver's Age: 48 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, DRIVER INATTENTION Veh :1 CAR/VAN/PICKUP Registered Weight: 3241 State of Registration: NY Num of Occupants: 1 Driver's Age: 53 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011035 Street: KING ST AT INTERSECTION WITH LOCH LN 9/9/2015 Wed 07:13 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35878058 Accident Class: PROPERTY DAMAGE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN Manner of Collision: RIGHT ANGLE Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Page 2 of 12 3/26/2018https://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Des... Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 2 Driver's Age: 33 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 4496 State of Registration: NY Num of Occupants: 2 Driver's Age: 17 Sex: F Citation Issued: N Direction of Travel: EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MAKING LEFT TURN Apparent Factors: FAILURE TO YIELD RIGHT OF WAY, NOT APPLICABLE County: Westchester Muni: Port Chester(V) Ref. Marker: 120A87011033 Street: KING ST AT INTERSECTION WITH BEECHWOOD BLVD 8/18/2015 Tue 15:49 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35897798 Accident Class: PROPERTY DAMAGE Police Agency: PORT CHESTER VILLAGE PD Num of Veh: 1 Type Of Accident: COLL. W/LIGHT SUPPORT/UTILITY POLE Traffic Control: NONE Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 5501 State of Registration: NY Num of Occupants: 1 Driver's Age: 44 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: DRIVER INATTENTION, NOT APPLICABLE County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011035 Street: LOCH LN AT INTERSECTION WITH KING ST 12/6/2015 Sun 16:28 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2015-35999101 Accident Class: PROPERTY DAMAGE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: UNKNOWN Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DUSK Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 2 Driver's Age: Sex: Citation Issued: Direction of Travel: EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: PARKED Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 OTHER Registered Weight: State of Registration: -3 Num of Occupants: 0 Driver's Age: Sex: Citation Issued: Page 3 of 12 3/26/2018https://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Des... Direction of Travel: UNKNOWN Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: UNKNOWN Apparent Factors: UNKNOWN, NOT APPLICABLE County: Westchester Muni: Port Chester(V) Ref. Marker: 120A87011033 Street: KING ST AT INTERSECTION WITH BURDSALL DR 3/12/2016 Sat 12:42 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36135740 Accident Class: NON-REPORTABLE Police Agency: PORT CHESTER VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: NH Num of Occupants: 1 Driver's Age: 23 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, DRIVER INATTENTION Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 69 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, UNKNOWN County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011035 Street: KING ST AT INTERSECTION WITH COMLY AVE 6/1/2016 Wed 11:01 AM Persons Killed: 0 Persons Injured: 2 Extent of Injuries: CC Case: 2016-36237195 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: REAR END Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 53 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 2 Driver's Age: 37 Sex: M Citation Issued: Y Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: FOLLOWING TOO CLOSELY, NOT APPLICABLE Page 4 of 12 3/26/2018https://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Des... County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011035 Street: KING ST AT INTERSECTION WITH COMLY AVE 6/21/2016 Tue 12:34 PM Persons Killed: 0 Persons Injured: 1 Extent of Injuries: C Case: 2016-36268522 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: 3772 State of Registration: NY Num of Occupants: 1 Driver's Age: 51 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 3795 State of Registration: NY Num of Occupants: 2 Driver's Age: 16 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, FOLLOWING TOO CLOSELY County: Westchester Muni: Port Chester(V) Ref. Marker: 120A87011033 Street: KING ST AT INTERSECTION WITH BEECHWOOD BLVD 7/6/2016 Wed 07:57 AM Persons Killed: 0 Persons Injured: 1 Extent of Injuries: A Case: 2016-36292340 Accident Class: INJURY Police Agency: RYE BROOK VILLAGE PD Num of Veh: 1 Type Of Accident: COLLISION WITH BICYCLIST Traffic Control: STOP SIGN Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: PED/BICYCLIST NOT AT INTERSECTION Action of Ped/Bicycle: CROSSING/ NO SIGNAL/ MARKED CROSSWA Veh :2 BICYCLE Registered Weight: State of Registration: Num of Occupants: 1 Driver's Age: 22 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, PEDESTRIAN'S ERROR/CONFUSION Veh :1 CAR/VAN/PICKUP Registered Weight: 4960 State of Registration: NY Num of Occupants: 1 Driver's Age: 58 Sex: F Citation Issued: N Direction of Travel: EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: VIEW OBSTRUCTED/LIMITED, NOT APPLICABLE County: Westchester Muni: Port Chester(V) Ref. Marker: 120A87011032 Street: KING ST AT INTERSECTION WITH BETSY BROWN RD 9/23/2016 Fri 17:31 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36433111 Page 5 of 12 3/26/2018https://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Des... Accident Class: NON-REPORTABLE Police Agency: PORT CHESTER VILLAGE PD Num of Veh: 3 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :3 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 22 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, FOLLOWING TOO CLOSELY Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 31 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 19 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Westchester Muni: Port Chester(V) Ref. Marker: 120A87011032 Street: KING ST 26 Meters North of Betsy Brown Rd 9/29/2016 Thu 18:19 PM Persons Killed: 0 Persons Injured: 1 Extent of Injuries: C Case: 2016-36438682 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: PORT CHESTER VILLAGE PD Num of Veh: 3 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: OTHER Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DUSK Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 2 Driver's Age: 50 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: SLOWED OR STOPPING Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 44 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: SLOWED OR STOPPING Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Page 6 of 12 3/26/2018https://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Des... Veh :3 CAR/VAN/PICKUP Registered Weight: 3493 State of Registration: NY Num of Occupants: 1 Driver's Age: 50 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: DRIVER INATTENTION, NOT APPLICABLE County: Westchester Muni: Port Chester(V) Ref. Marker: 120A87011032 Street: KING ST AT INTERSECTION WITH BETSY BROWN RD 9/15/2016 Thu 18:14 PM Persons Killed: 0 Persons Injured: 1 Extent of Injuries: C Case: 2016-36439132 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: PORT CHESTER VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN Manner of Collision: UNKNOWN Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: 3089 State of Registration: NY Num of Occupants: 1 Driver's Age: 29 Sex: F Citation Issued: N Direction of Travel: NORTH-EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MAKING LEFT TURN Apparent Factors: NOT ENTERED, NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 2976 State of Registration: NY Num of Occupants: 2 Driver's Age: 17 Sex: M Citation Issued: N Direction of Travel: NOT APPLICABLE Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STARTING FROM PARKING Apparent Factors: VIEW OBSTRUCTED/LIMITED, FAILURE TO YIELD RIGHT OF WAY County: Westchester Muni: Port Chester(V) Ref. Marker: 120A87011030 Street: KING ST AT INTERSECTION WITH HAWLEY AVE 11/20/2016 Sun 04:17 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36484952 Accident Class: PROPERTY DAMAGE Police Agency: PORT CHESTER VILLAGE PD Num of Veh: 1 Type Of Accident: COLLISION WITH DEER Traffic Control: NONE Manner of Collision: OTHER Weather: RAIN Road Surface Condition: WET Road Char.: STRAIGHT AND LEVEL Light Condition: DARK-ROAD LIGHTED Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 4367 State of Registration: NY Num of Occupants: 1 Driver's Age: 25 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Westchester Muni: Port Chester(V) Ref. Marker: 120A87011032 Street: KING ST AT INTERSECTION WITH UPLAND ST 11/21/2016 Mon 08:31 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2016-36486143 Accident Class: NON-REPORTABLE Police Agency: PORT CHESTER VILLAGE PD Num of Veh: 2 Page 7 of 12 3/26/2018https://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Des... Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: SCHOOL ZONE Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 47 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, UNKNOWN Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 1 Driver's Age: 27 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: SLOWED OR STOPPING Apparent Factors: FOLLOWING TOO CLOSELY, DRIVER INATTENTION County: Westchester Muni: Port Chester(V) Ref. Marker: 120A87011032 Street: KING ST AT INTERSECTION WITH BETSY BROWN RD 10/24/2016 Mon 14:45 PM Persons Killed: 0 Persons Injured: 2 Extent of Injuries: CC Case: 2016-36498761 Accident Class: INJURY Police Agency: PORT CHESTER VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 4496 State of Registration: NY Num of Occupants: 1 Driver's Age: 42 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: FOLLOWING TOO CLOSELY, DRIVER INATTENTION Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 82 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011034 Street: KING ST AT INTERSECTION WITH KINGS PK DR 3/19/2017 Sun 17:29 PM Persons Killed: 0 Persons Injured: 5 Extent of Injuries: CCCCC Case: 2017-36650681 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: RYE BROOK VILLAGE PD Num of Veh: 3 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Page 8 of 12 3/26/2018https://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Des... Veh :1 CAR/VAN/PICKUP Registered Weight: 4343 State of Registration: NY Num of Occupants: 2 Driver's Age: 55 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :3 CAR/VAN/PICKUP Registered Weight: State of Registration: NY Num of Occupants: 2 Driver's Age: 52 Sex: M Citation Issued: Y Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, FOLLOWING TOO CLOSELY Veh :2 CAR/VAN/PICKUP Registered Weight: 4593 State of Registration: NY Num of Occupants: 2 Driver's Age: 70 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Westchester Muni: Port Chester(V) Ref. Marker: 120A87011030 Street: KING ST 69 Meters South of Hawley Ave 4/1/2017 Sat 18:56 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2017-36674814 Accident Class: PROPERTY DAMAGE Police Agency: PORT CHESTER VILLAGE PD Num of Veh: 1 Type Of Accident: COLLISION WITH OTHER Traffic Control: NONE Manner of Collision: OTHER Weather: RAIN Road Surface Condition: WET Road Char.: STRAIGHT AND LEVEL Light Condition: DARK-ROAD LIGHTED Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 4367 State of Registration: NY Num of Occupants: 1 Driver's Age: 25 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: OBSTRUCTION/DEBRIS, VIEW OBSTRUCTED/LIMITED County: Westchester Muni: Port Chester(V) Ref. Marker: 120A87011031 Street: KING ST 30 Meters South of TOWER HILL DR 5/10/2017 Wed 09:50 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2017-36717659 Accident Class: PROPERTY DAMAGE Police Agency: PORT CHESTER VILLAGE PD Num of Veh: 1 Type Of Accident: COLL. W/LIGHT SUPPORT/UTILITY POLE Traffic Control: NONE Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 OTHER Registered Weight: State of Registration: NY Num of Occupants: 3 Driver's Age: 31 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Page 9 of 12 3/26/2018https://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Des... Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, REACTION TO OTHER UNINVOLVED VEHICL County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011035 Street: COMLY AVE AT INTERSECTION WITH KING ST 6/2/2017 Fri 10:31 AM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2017-36748410 Accident Class: PROPERTY DAMAGE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 5241 State of Registration: NY Num of Occupants: 1 Driver's Age: 34 Sex: M Citation Issued: Y Direction of Travel: EAST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: BACKING Apparent Factors: NOT APPLICABLE, BACKING UNSAFELY Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 68 Sex: F Citation Issued: N Direction of Travel: WEST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: STOPPED IN TRAFFIC Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Westchester Muni: Port Chester(V) Ref. Marker: 120A87011030 Street: STATE HWY 120A AT INTERSECTION WITH HAWLEY AVE 7/10/2017 Mon 08:16 AM Persons Killed: 0 Persons Injured: 1 Extent of Injuries: C Case: 2017-36816160 Accident Class: PROPERTY DAMAGE AND INJURY Police Agency: PORT CHESTER VILLAGE PD Num of Veh: 1 Type Of Accident: OTHER NON-COLLISION Traffic Control: STOP SIGN Manner of Collision: OTHER Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 MOTORCYCLE Registered Weight: 500 State of Registration: NY Num of Occupants: 1 Driver's Age: 23 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: REACTION TO OTHER UNINVOLVED VEHICL, NOT APPLICABLE County: Westchester Muni: Port Chester(V) Ref. Marker: 120A87011030 Street: KING ST 76 Meters South of HAWLEY AVE 8/31/2017 Thu 16:53 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2017-36875448 Accident Class: PROPERTY DAMAGE Police Agency: PORT CHESTER VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Page 10 of 12 3/26/2018https://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Des... Veh :1 CAR/VAN/PICKUP Registered Weight: 3649 State of Registration: NY Num of Occupants: 1 Driver's Age: 63 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: MAKING LEFT TURN Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: 3255 State of Registration: NY Num of Occupants: 1 Driver's Age: 21 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: DRIVER INATTENTION, FOLLOWING TOO CLOSELY County: Westchester Muni: Port Chester(V) Ref. Marker: 120A87011033 Street: KING ST 14 Meters South of Beechwood Blvd 9/14/2017 Thu 17:28 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2017-36894228 Accident Class: PROPERTY DAMAGE Police Agency: PORT CHESTER VILLAGE PD Num of Veh: 1 Type Of Accident: COLL. W/LIGHT SUPPORT/UTILITY POLE Traffic Control: NONE Manner of Collision: OTHER Weather: CLOUDY Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 4168 State of Registration: NY Num of Occupants: 2 Driver's Age: 66 Sex: M Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: DRIVER INATTENTION, NOT APPLICABLE County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011035 Street: KING ST AT INTERSECTION WITH LOCH LN 8/9/2017 Wed 18:19 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2017-36896092 Accident Class: PROPERTY DAMAGE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE Manner of Collision: REAR END Weather: CLEAR Road Surface Condition: DRY Road Char.: STRAIGHT AND LEVEL Light Condition: DAYLIGHT Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: 4139 State of Registration: NY Num of Occupants: 1 Driver's Age: 24 Sex: M Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, FOLLOWING TOO CLOSELY Veh :2 CAR/VAN/PICKUP Registered Weight: 3532 State of Registration: NY Num of Occupants: 1 Driver's Age: 49 Sex: F Citation Issued: N Direction of Travel: SOUTH Public Property Damage: OTHER School Bus Involved: OTHER Page 11 of 12 3/26/2018https://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Des... Pre-Accd Action: SLOWED OR STOPPING Apparent Factors: NOT APPLICABLE, NOT APPLICABLE County: Westchester Muni: Rye Brook(V) Ref. Marker: 120A87011035 Street: KING ST AT INTERSECTION WITH COMLY AVE 12/15/2017 Fri 18:26 PM Persons Killed: 0 Persons Injured: 0 Extent of Injuries:Case: 2017-37034855 Accident Class: NON-REPORTABLE Police Agency: RYE BROOK VILLAGE PD Num of Veh: 2 Type Of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN Manner of Collision: RIGHT ANGLE Weather: SNOW Road Surface Condition: SNOW/ICE Road Char.: STRAIGHT/ GRADE Light Condition: DARK-ROAD LIGHTED Loc. of Ped/Bicycle: NOT APPLICABLE Action of Ped/Bicycle: NOT APPLICABLE Veh :1 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 1 Driver's Age: 66 Sex: M Citation Issued: N Direction of Travel: WEST Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: PAVEMENT SLIPPERY, NOT APPLICABLE Veh :2 CAR/VAN/PICKUP Registered Weight: State of Registration: CT Num of Occupants: 2 Driver's Age: 58 Sex: F Citation Issued: N Direction of Travel: NORTH Public Property Damage: OTHER School Bus Involved: OTHER Pre-Accd Action: GOING STRAIGHT AHEAD Apparent Factors: NOT APPLICABLE, NOT APPLICABLE Page 12 of 12 3/26/2018https://alis.dot.ny.gov/SQRA/SQR_Reports/Default.aspx?p2=&p4=VT_VERBALREPORT_LOCAL&p6=Accident Verbal Des... Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix 900 KING STREET _______________________________________________________________________________ APPENDIX G CONSTRUCTION IMPACTS Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix FIGURES New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2017/2018 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HOUR (6:00 AM - 7:00 AM) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2017/2018 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HOUR (6:00 AM - 7:00 AM) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2017/2018 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HOUR (3:30 PM - 4:30 PM) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2017/2018 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HOUR (3:30 PM - 4:30 PM) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HOUR (6:00 AM - 7:00 AM) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HOUR (6:00 AM - 7:00 AM) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE 900 KING STREET RYE BROOK, NEW YORK YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HOUR (3:30 PM - 4:30 PM) New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE 900 KING STREET RYE BROOK, NEW YORK YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HOUR (3:30 PM - 4:30 PM) New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE ARRIVAL/DEPARTURE DISTRIBUTION 00 - ARRIVAL [00] - DEPARTURE 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE ARRIVAL/DEPARTURE DISTRIBUTION 00 - ARRIVAL [00] - DEPARTURE 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK AM HOUR (6:00 AM - 7:00 AM) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK AM HOUR (6:00 AM - 7:00 AM) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK PM HOUR (3:30 PM - 4:30 PM) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK PM HOUR (3:30 PM - 4:30 PM) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HOUR (6:00 AM - 7:00 AM) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HOUR (6:00 AM - 7:00 AM) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HOUR (3:30 PM - 4:30 PM) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HOUR (3:30 PM - 4:30 PM) 900 KING STREET RYE BROOK, NEW YORK Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix LOS / QUEUE TABLES V/C V/C V/C V/C V/C V/C LOCATION LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO 1 KING STREET (ROUTE 120A) & ANDERSON HILL ROAD SIGNALIZED NORTHBOUND LEFT A 2.8 0.08 A 3.6 0.22 A 2.8 0.08 A 6.1 0.41 A 2.8 0.09 A 5.8 0.40 NORTHBOUND THROUGH A 9.2 0.34 A 9.9 0.44 B 10.0 0.37 B 13.3 0.55 B 10.1 0.37 B 13.1 0.55 NORTHBOUND APPROACH A 8.2 ----A 8.7 ----A 8.9 ----B 11.7 ----A 9.0 ----B 11.4 ---- SOUTHBOUND THROUGH A 9.1 0.32 B 14.6 0.69 A 9.8 0.35 C 21.5 0.79 B 10.1 0.37 C 20.7 0.78 SOUTHBOUND RIGHT A 1.0 0.04 A 0.7 0.09 A 1.0 0.04 A 1.0 0.11 A 1.0 0.04 A 1.0 0.11 SOUTHBOUND APPROACH A 8.2 ----B 12.8 ----A 8.9 ----B 18.7 ----A 9.2 ----B 17.9 ---- EASTBOUND LEFT B 18.5 0.19 C 28.8 0.34 B 19.0 0.21 C 30.2 0.39 B 19.1 0.21 C 30.6 0.40 EASTBOUND RIGHT B 11.0 0.08 C 20.9 0.34 B 11.2 0.08 C 21.1 0.41 B 11.6 0.13 C 20.9 0.40 EASTBOUND APPROACH B 15.6 ----C 23.8 ----B 16.0 ----C 24.2 ----B 15.3 ----C 24.4 ---- OVERALL INTERSECTION A 9.0 -----B 12.9 -----A 9.7 -----B 16.9 -----A 9.9 -----B 16.4 ----- 2 KING STREET (ROUTE 120A) & HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY SB OFF RAMP UNSIGNALIZED MINOR MOVEMENTS WESTBOUND RIGHT B 10.7 0.184 B 12.3 0.185 B 10.9 0.199 B 14.7 0.282 B 11.0 0.200 B 14.6 0.282 3 KING STREET (ROUTE 120A) & N. RIDGE STREET HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY SB ON/OFF RAMP UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT A 8.4 0.135 A 9.6 0.198 A 8.5 0.145 B 10.6 0.293 A 8.6 0.156 B 10.5 0.288 MINOR MOVEMENTS EASTBOUND LEFT C 21.3 0.043 F 55.4 0.345 C 23.0 0.047 F 154.1 0.686 C 24.9 0.052 F 149.4 0.675 EASTBOUND RIGHT B 11.1 0.195 C 17.6 0.435 B 11.4 0.212 C 23.9 0.584 B 12.8 0.323 C 21.3 0.521 4 KING STREET (ROUTE 120A) & GLEN RIDGE ROAD HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY NB ON/OFF RAMP UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT A 9.1 0.136 B 14.1 0.491 A 9.3 0.148 C 21.8 0.673 A 9.4 0.150 C 21.7 0.671 MINOR MOVEMENTS WESTBOUND LEFT / RIGHT B 12.8 0.139 D 30.3 0.394 B 13.2 0.152 F 107.3 0.878 B 13.5 0.157 F 96.7 0.843 5 KING STREET (ROUTE 120A) & HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY NB ON/OFF RAMP UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT A 7.9 0.002 A 8.3 0.004 A 7.9 0.002 A 8.6 0.005 A 8.2 0.002 A 8.5 0.004 MINOR MOVEMENTS EASTBOUND LEFT / RIGHT B 12.7 0.275 C 20.1 0.508 B 13.2 0.299 E 36.1 0.735 C 16.8 0.457 D 29.3 0.652 TABLE NO. 1-C LEVEL OF SERVICE SUMMARY TABLE WEEKDAY AM WEEKDAY PM YEAR 2017/2018 EXISTING YEAR 2025 NO-BUILD WEEKDAY AM WEEKDAY PM CONSTRUCTION ANALYSIS YEAR 2025 BUILD WEEKDAY AM WEEKDAY PM 6:00 AM - 7:00 AM 3:30 PM - 4:30 PM 6:00 AM - 7:00 AM 3:30 PM - 4:30 PM 6:00 AM - 7:00 AM 3:30 PM - 4:30 PM MC 17000360A AUGUST 23, 2018 V/C V/C V/C V/C V/C V/C LOCATION LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO TABLE NO. 1-C LEVEL OF SERVICE SUMMARY TABLE WEEKDAY AM WEEKDAY PM YEAR 2017/2018 EXISTING YEAR 2025 NO-BUILD WEEKDAY AM WEEKDAY PM CONSTRUCTION ANALYSIS YEAR 2025 BUILD WEEKDAY AM WEEKDAY PM 6:00 AM - 7:00 AM 3:30 PM - 4:30 PM 6:00 AM - 7:00 AM 3:30 PM - 4:30 PM 6:00 AM - 7:00 AM 3:30 PM - 4:30 PM 6 KING STREET (ROUTE 120A) & ARBOR DRIVE SIGNALIZED NORTHBOUND LEFT A 2.8 0.03 A 2.0 0.04 A 2.8 0.06 A 5.4 0.10 A 3.3 0.10 A 5.3 0.07 NORTHBOUND THROUGH A 3.5 0.34 A 4.0 0.52 A 3.6 0.36 B 11.3 0.68 A 4.6 0.39 B 11.2 0.68 NORTHBOUND APPROACH A 3.5 ----A 4.0 ----A 3.6 ----B 11.0 ----A 4.4 ----B 11.0 ---- SOUTHBOUND THROUGH A 5.2 0.31 A 5.6 0.42 A 5.4 0.33 B 14.2 0.58 A 9.4 0.39 B 12.8 0.56 SOUTHBOUND RIGHT A 0.0 0.01 A 0.0 0.03 A 0.0 0.01 A 0.1 0.08 A 0.2 0.14 A 0.1 0.04 SOUTHBOUND APPROACH A 5.0 ----A 5.2 ----A 5.2 ----B 11.9 ----A 6.6 ----B 11.7 ---- EASTBOUND LEFT C 30.2 0.25 D 47.3 0.15 C 30.1 0.26 D 53.6 0.69 C 31.3 0.34 D 53.6 0.69 EASTBOUND RIGHT B 12.7 0.21 C 22.0 0.30 B 12.5 0.21 B 10.8 0.29 B 11.7 0.22 B 11.0 0.29 EASTBOUND APPROACH C 21.8 ----C 29.9 ----C 21.7 ----D 40.7 ----C 23.1 ----D 40.7 ---- OVERALL INTERSECTION A 5.4 ----A 5.3 ----A 5.6 ----B 15.2 ----A 6.9 ----B 15.2 ---- 7 KING STREET (ROUTE 120A) & BLIND BROOK MS/HS RIGHT TURN ENTRY UNSIGNALIZED A -------A -------A -------A -------A -------A ------- 8 KING STREET (ROUTE 120A) & BLIND BROOK MS/HS - GLENVILLE STREET SIGNALIZED NORTHBOUND LEFT A 8.4 0.08 B 10.4 0.05 A 8.6 0.09 B 11.1 0.06 A 8.6 0.09 B 11.1 0.06 NORTHBOUND THROUGH/RIGHT B 16.4 0.33 C 22.8 0.52 B 16.9 0.35 C 26.4 0.61 B 17.6 0.40 C 26.0 0.60 NORTHBOUND APPROACH B 15.1 ----C 22.3 ----B 15.5 ----C 25.8 ----B 16.3 ----C 25.4 ---- SOUTHBOUND LEFT A 8.5 0.10 A 6.7 0.28 A 8.7 0.11 A 7.1 0.34 A 8.8 0.12 A 7.0 0.33 SOUTHBOUND THROUGH/RIGHT B 14.6 0.23 B 11.8 0.41 B 16.0 0.26 A 9.9 0.49 B 16.0 0.27 B 10.0 0.49 SOUTHBOUND APPROACH B 13.3 ----B 10.7 ----B 14.4 ----A 9.3 ----B 14.5 ----A 9.4 ---- EASTBOUND LEFT D 41.8 0.50 D 53.5 0.49 D 42.1 0.51 D 53.6 0.51 D 42.1 0.51 D 53.6 0.51 EASTBOUND THROUGH/RIGHT B 14.0 0.25 A 0.2 0.06 B 13.6 0.26 A 0.2 0.06 B 13.6 0.26 A 0.2 0.06 EASTBOUND APPROACH C 31.4 ----D 39.5 ----C 31.4 ----D 39.8 ----C 31.4 ----D 39.8 ---- WESTBOUND LEFT/THROUGH D 39.3 0.19 D 49.5 0.49 D 39.5 0.19 D 49.0 0.50 D 39.5 0.19 D 49.0 0.50 WESTBOUND RIGHT B 17.0 0.59 B 14.6 0.76 B 17.1 0.61 B 14.3 0.76 B 17.1 0.61 B 14.3 0.76 WESTBOUND APPROACH C 20.3 ----C 21.4 ----C 20.2 ----C 21.1 ----C 20.2 ----C 21.1 ---- OVERALL INTERSECTION B 18.4 ----B 19.0 ----B 18.8 ----B 19.3 ----B 19.0 ----B 19.2 ---- 9 ARBOR DRIVE & SITE DRIVEWAY UNSIGNALIZED MAJOR MOVEMENTS WESTBOUND LEFT A 0.0 0.000 A 0.0 0.000 A 0.0 0.000 A 0.0 0.000 A 0.0 0.000 A 0.0 0.000 MINOR MOVEMENTS SOUTHBOUND LEFT / RIGHT A 9.3 0.007 A 9.4 0.006 A 9.4 0.007 B 11.6 0.280 B 10.7 0.057 B 11.1 0.260 MC 17000360A AUGUST 23, 2018 V/C V/C V/C V/C V/C V/C LOCATION LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO TABLE NO. 1-C LEVEL OF SERVICE SUMMARY TABLE WEEKDAY AM WEEKDAY PM YEAR 2017/2018 EXISTING YEAR 2025 NO-BUILD WEEKDAY AM WEEKDAY PM CONSTRUCTION ANALYSIS YEAR 2025 BUILD WEEKDAY AM WEEKDAY PM 6:00 AM - 7:00 AM 3:30 PM - 4:30 PM 6:00 AM - 7:00 AM 3:30 PM - 4:30 PM 6:00 AM - 7:00 AM 3:30 PM - 4:30 PM 10 KING STREET (ROUTE 120A) & COMLY AVENUE UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT A 7.8 0.029 A 8.4 0.061 A 7.9 0.031 A 8.6 0.069 A 8.0 0.032 A 8.6 0.068 MINOR MOVEMENTS WESTBOUND LEFT / RIGHT B 10.5 0.106 B 14.7 0.226 B 10.7 0.113 C 17.1 0.279 B 11.0 0.118 C 16.7 0.274 11 KING STREET (ROUTE 120A) & BETSEY BROWN ROAD UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT A 8.0 0.045 A 8.7 0.061 A 8.1 0.047 A 9.0 0.070 A 8.1 0.048 A 9.0 0.070 MINOR MOVEMENTS EASTBOUND LEFT / RIGHT B 12.9 0.138 C 19.3 0.335 B 13.3 0.150 C 24.8 0.428 B 13.8 0.157 C 24.4 0.423 12 N. RIDGE STREET & HUTCHINSON RIVER PARKWAY SB ON/OFF RAMPS UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT A 7.8 0.122 A 7.9 0.172 A 7.8 0.129 A 8.1 0.236 A 7.8 0.134 A 8.1 0.236 MINOR MOVEMENTS WESTBOUND LEFT/RIGHT A 9.5 0.084 B 10.4 0.232 A 9.6 0.089 B 11.3 0.299 A 9.8 0.161 B 11.2 0.274 THE ABOVE REPRESENTS THE LEVELS OF SERVICE, VEHICLE DELAY IN SECONDS AND VOLUME-TO-CAPACITY RATIO, B [10.9] {0.50}, FOR THE SIGNALIZED INTERSECTIONS AND THE LEVELS OF SERVICE, AVERAGE TOTAL DELAY IN SECONDS AND VOLUME-TO-CAPACITY RATIO, B (10.9) {0.50}, FOR THE UNSIGNALIZED INTERSECTIONS. MC 17000360A AUGUST 23, 2018 STORAGE LOCATION (IN FEET)50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th % 1 KING STREET (ROUTE 120A) & ANDERSON HILL ROAD SIGNALIZED NORTHBOUND LEFT 75'4 10 7 20 4 10 13 35 4 10 13 34 NORTHBOUND THROUGH 285'59 97 83 170 64 103 121 268 64 105 119 265 SOUTHBOUND THROUGH 570'55 91 156 321 59 96 210 521 63 103 202 508 SOUTHBOUND RIGHT 160'0 3 0 7 0 3 1 11 0 3 1 11 EASTBOUND LEFT 230'14 34 28 64 14 35 36 81 14 35 36 81 EASTBOUND RIGHT 690'7 19 43 86 7 19 60 108 11 27 57 105 2 KING STREET (ROUTE 120A) & HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY SB OFF RAMP UNSIGNALIZED WESTBOUND RIGHT 485'n/a 18 n/a 18 n/a 18 n/a 30 n/a 18 n/a 28 3 KING STREET (ROUTE 120A) & N. RIDGE STREET HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY SB ON/OFF RAMP UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT 250'n/a 13 n/a 18 n/a 13 n/a 30 n/a 15 n/a 30 MINOR MOVEMENTS EASTBOUND LEFT 435'n/a 3 n/a 35 n/a 3 n/a 73 n/a 5 n/a 70 EASTBOUND RIGHT 100'n/a 18 n/a 55 n/a 20 n/a 90 n/a 35 n/a 73 4 KING STREET (ROUTE 120A) & GLEN RIDGE ROAD HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY NB ON/OFF RAMP UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT 250'n/a 13 n/a 68 n/a 13 n/a 128 n/a 13 n/a 128 MINOR MOVEMENTS WESTBOUND LEFT / RIGHT 180'n/a 13 n/a 45 n/a 13 n/a 145 n/a 15 n/a 138 5 KING STREET (ROUTE 120A) & HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY NB ON/OFF RAMP UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT 135'n/a 0 n/a 0 n/a 0 n/a 0 n/a 0 n/a 0 MINOR MOVEMENTS EASTBOUND LEFT / RIGHT 1000'n/a 28 n/a 70 n/a 30 n/a 145 n/a 60 n/a 113 TABLE NO. 2-C QUEUE SUMMARY TABLE WEEKDAY AM WEEKDAY PM YEAR 2017/2018 EXISTING WEEKDAY AM WEEKDAY PM WEEKDAY AM YEAR 2025 NO-BUILD YEAR 2025 BUILD WEEKDAY PM CONSTRUCTION ANALYSIS 6:00 AM - 7:00 AM 3:30 PM - 4:30 PM 6:00 AM - 7:00 AM 3:30 PM - 4:30 PM6:00 AM - 7:00 AM 3:30 PM - 4:30 PM MC 17000360A AUGUST 23, 2018 STORAGE LOCATION (IN FEET)50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th % TABLE NO. 2-C QUEUE SUMMARY TABLE WEEKDAY AM WEEKDAY PM YEAR 2017/2018 EXISTING WEEKDAY AM WEEKDAY PM WEEKDAY AM YEAR 2025 NO-BUILD YEAR 2025 BUILD WEEKDAY PM CONSTRUCTION ANALYSIS 6:00 AM - 7:00 AM 3:30 PM - 4:30 PM 6:00 AM - 7:00 AM 3:30 PM - 4:30 PM6:00 AM - 7:00 AM 3:30 PM - 4:30 PM 6 KING STREET (ROUTE 120A) & ARBOR DRIVE SIGNALIZED NORTHBOUND LEFT 100'2 6 2 8 2 6 6 19 6 14 4 14 NORTHBOUND THROUGH 500'55 86 78 262 60 93 187 489 64 102 189 488 SOUTHBOUND THROUGH 460'46 134 141 228 49 144 234 409 102 156 232 402 SOUTHBOUND RIGHT 100'0 0 0 0 0 0 0 0 0 0 0 0 EASTBOUND LEFT 175'15 35 10 30 16 37 112 169 23 47 110 168 EASTBOUND RIGHT 500'0 18 0 30 0 19 0 38 0 19 0 37 7 KING STREET (ROUTE 120A) & BLIND BROOK MS/HS RIGHT TURN ENTRY UNSIGNALIZED ---------------------------------------------------- 8 KING STREET (ROUTE 120A) & BLIND BROOK MS/HS - GLENVILLE STREET SIGNALIZED NORTHBOUND LEFT 80'10 27 5 19 11 28 5 20 11 28 5 20 NORTHBOUND THROUGH/RIGHT 345'86 154 192 430 92 166 242 570 110 193 233 549 SOUTHBOUND LEFT 250'11 29 12 32 11 30 14 30 11 30 14 30 SOUTHBOUND THROUGH/RIGHT 500'64 119 43 342 68 128 56 347 70 130 56 360 EASTBOUND LEFT 290'49 91 47 90 52 95 49 93 52 95 49 93 EASTBOUND THROUGH/RIGHT 290'3 31 0 0 3 31 0 0 3 31 0 0 WESTBOUND LEFT/THROUGH 185'12 34 56 97 12 34 60 100 12 34 60 100 WESTBOUND RIGHT 50'0 41 0 84 0 42 0 85 0 42 0 85 9 ARBOR DRIVE & SITE DRIVEWAY UNSIGNALIZED MAJOR MOVEMENTS WESTBOUND LEFT 600'n/a 0 n/a 0 n/a 0 n/a 0 n/a 0 n/a 0 MINOR MOVEMENTS SOUTHBOUND LEFT / RIGHT 100'n/a 0 n/a 0 n/a 0 n/a 28 n/a 5 n/a 25 MC 17000360A AUGUST 23, 2018 STORAGE LOCATION (IN FEET)50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th % TABLE NO. 2-C QUEUE SUMMARY TABLE WEEKDAY AM WEEKDAY PM YEAR 2017/2018 EXISTING WEEKDAY AM WEEKDAY PM WEEKDAY AM YEAR 2025 NO-BUILD YEAR 2025 BUILD WEEKDAY PM CONSTRUCTION ANALYSIS 6:00 AM - 7:00 AM 3:30 PM - 4:30 PM 6:00 AM - 7:00 AM 3:30 PM - 4:30 PM6:00 AM - 7:00 AM 3:30 PM - 4:30 PM 10 KING STREET (ROUTE 120A) & COMLY AVENUE UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT 500'n/a 3 n/a 5 n/a 3 n/a 5 n/a 3 n/a 5 MINOR MOVEMENTS WESTBOUND LEFT / RIGHT 500'n/a 10 n/a 23 n/a 10 n/a 28 n/a 10 n/a 28 11 KING STREET (ROUTE 120A) & BETSEY BROWN ROAD UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT 500'n/a 3 n/a 5 n/a 3 n/a 5 n/a 3 n/a 5 MINOR MOVEMENTS EASTBOUND LEFT / RIGHT 500'n/a 13 n/a 35 n/a 13 n/a 53 n/a 15 n/a 50 12 N. RIDGE STREET & HUTCHINSON RIVER PARKWAY SB ON/OFF RAMPS UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT 450'n/a 10 n/a 15 n/a 10 n/a 23 n/a 13 n/a 23 MINOR MOVEMENTS WESTBOUND LEFT/RIGHT 200'n/a 8 n/a 23 n/a 8 n/a 33 n/a 15 n/a 28 THE 50TH PERCENTILE AND 95TH PERCENTILE QUEUES BASED ON THE SYNCHRO ANALYSIS MC 17000360A AUGUST 23, 2018 Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix TRAFFIC COUNT DATA File Name : 9-KING_ST_AT_ANDERSON_HILL_RD_490837_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South ANDERSON HILL RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 5 99 0 0 104 0 0 0 0 0 0 88 18 0 106 5 0 13 0 18 228 07:15 AM 13 104 0 0 117 0 0 0 0 0 0 141 23 0 164 21 0 21 0 42 323 07:30 AM 17 176 0 0 193 0 0 0 0 0 0 155 33 0 188 17 0 23 0 40 421 07:45 AM 26 146 0 0 172 0 0 0 0 0 0 176 26 0 202 16 0 36 0 52 426 Total 61 525 0 0 586 0 0 0 0 0 0 560 100 0 660 59 0 93 0 152 1398 08:00 AM 24 156 0 0 180 0 0 0 0 0 0 144 29 0 173 20 0 33 0 53 406 08:15 AM 28 134 0 0 162 0 0 0 0 0 0 118 46 0 164 17 0 27 0 44 370 08:30 AM 22 87 0 0 109 0 0 0 0 0 0 126 45 0 171 26 0 22 0 48 328 08:45 AM 28 101 0 0 129 0 0 0 0 0 0 148 42 0 190 19 0 22 0 41 360 Total 102 478 0 0 580 0 0 0 0 0 0 536 162 0 698 82 0 104 0 186 1464 09:00 AM 17 98 0 0 115 0 0 0 0 0 0 113 49 0 162 16 0 21 0 37 314 09:15 AM 16 89 0 0 105 0 0 0 0 0 0 76 28 0 104 17 0 12 0 29 238 09:30 AM 17 62 0 0 79 0 0 0 0 0 0 81 37 0 118 20 0 19 0 39 236 09:45 AM 13 68 0 0 81 0 0 0 0 0 0 70 24 0 94 14 0 17 0 31 206 Total 63 317 0 0 380 0 0 0 0 0 0 340 138 0 478 67 0 69 0 136 994 10:00 AM 21 54 0 0 75 0 0 0 0 0 0 51 24 0 75 19 0 14 0 33 183 10:15 AM 5 87 0 0 92 0 0 0 0 0 0 80 17 0 97 20 0 14 0 34 223 10:30 AM 10 73 0 0 83 0 0 0 0 0 0 53 19 0 72 14 0 8 0 22 177 10:45 AM 12 67 0 0 79 0 0 0 0 0 0 58 12 0 70 14 0 15 0 29 178 Total 48 281 0 0 329 0 0 0 0 0 0 242 72 0 314 67 0 51 0 118 761 11:00 AM 8 50 0 0 58 0 0 0 0 0 0 56 17 0 73 13 0 8 0 21 152 11:15 AM 13 83 0 0 96 0 0 0 0 0 0 50 15 0 65 16 0 7 0 23 184 11:30 AM 5 62 0 0 67 0 0 0 0 0 0 48 18 0 66 14 0 9 0 23 156 11:45 AM 21 71 0 0 92 0 0 0 0 0 0 53 17 0 70 21 0 18 0 39 201 Total 47 266 0 0 313 0 0 0 0 0 0 207 67 0 274 64 0 42 0 106 693 12:00 PM 16 62 0 0 78 0 0 0 0 0 0 58 13 0 71 19 0 16 0 35 184 12:15 PM 13 67 0 0 80 0 0 0 0 0 0 68 16 0 84 19 0 10 0 29 193 12:30 PM 21 49 0 0 70 0 0 0 0 0 0 65 10 0 75 38 0 20 0 58 203 12:45 PM 10 69 0 0 79 0 0 0 0 0 0 60 27 0 87 17 0 15 0 32 198 Total 60 247 0 0 307 0 0 0 0 0 0 251 66 0 317 93 0 61 0 154 778 01:00 PM 14 72 0 0 86 0 0 0 0 0 0 80 18 0 98 14 0 8 0 22 206 01:15 PM 9 61 0 0 70 0 0 0 0 0 0 67 19 0 86 20 0 18 0 38 194 01:30 PM 16 68 0 0 84 0 0 0 0 0 0 75 17 0 92 19 0 21 0 40 216 01:45 PM 12 63 0 0 75 0 0 0 0 0 0 67 19 0 86 19 0 15 0 34 195 Total 51 264 0 0 315 0 0 0 0 0 0 289 73 0 362 72 0 62 0 134 811 02:00 PM 7 80 0 0 87 0 0 0 0 0 0 66 16 0 82 23 0 17 0 40 209 02:15 PM 11 89 0 0 100 0 0 0 0 0 0 81 15 0 96 23 0 16 0 39 235 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 9-KING_ST_AT_ANDERSON_HILL_RD_490837_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South ANDERSON HILL RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:30 PM 21 106 0 0 127 0 0 0 0 0 0 102 43 0 145 26 0 23 0 49 321 02:45 PM 21 104 0 0 125 0 0 0 0 0 0 122 16 0 138 26 0 13 0 39 302 Total 60 379 0 0 439 0 0 0 0 0 0 371 90 0 461 98 0 69 0 167 1067 03:00 PM 19 122 0 0 141 0 0 0 0 0 0 117 17 0 134 28 0 13 0 41 316 03:15 PM 21 135 0 0 156 0 0 0 0 0 0 164 25 0 189 20 0 14 0 34 379 03:30 PM 24 158 0 0 182 0 0 0 0 0 0 100 11 0 111 34 0 25 0 59 352 03:45 PM 29 180 0 0 209 0 0 0 0 0 0 116 21 0 137 34 0 10 0 44 390 Total 93 595 0 0 688 0 0 0 0 0 0 497 74 0 571 116 0 62 0 178 1437 04:00 PM 22 159 0 0 181 0 0 0 0 0 0 97 26 0 123 31 0 18 0 49 353 04:15 PM 17 119 0 1 137 0 0 0 0 0 0 91 32 0 123 29 0 18 0 47 307 04:30 PM 22 116 0 0 138 0 0 0 0 0 0 99 30 0 129 23 0 26 0 49 316 04:45 PM 19 156 0 0 175 0 0 0 0 0 0 109 30 0 139 33 0 17 0 50 364 Total 80 550 0 1 631 0 0 0 0 0 0 396 118 0 514 116 0 79 0 195 1340 05:00 PM 26 176 0 0 202 0 0 0 0 0 0 98 24 0 122 54 0 24 0 78 402 05:15 PM 22 149 0 0 171 0 0 0 0 0 0 106 26 0 132 44 0 33 0 77 380 05:30 PM 27 132 0 0 159 0 0 0 0 0 0 109 16 0 125 46 0 19 0 65 349 05:45 PM 18 151 0 0 169 0 0 0 0 0 0 106 29 0 135 24 0 24 0 48 352 Total 93 608 0 0 701 0 0 0 0 0 0 419 95 0 514 168 0 100 0 268 1483 06:00 PM 17 146 0 0 163 0 0 0 0 0 0 102 16 0 118 41 0 21 0 62 343 06:15 PM 18 122 0 0 140 0 0 0 0 0 0 90 27 0 117 37 0 22 0 59 316 06:30 PM 11 89 0 0 100 0 0 0 0 0 0 64 17 0 81 29 0 17 0 46 227 06:45 PM 13 59 0 0 72 0 0 0 0 0 0 76 15 0 91 35 0 11 0 46 209 Total 59 416 0 0 475 0 0 0 0 0 0 332 75 0 407 142 0 71 0 213 1095 Grand Total 817 4926 0 1 5744 0 0 0 0 0 0 4440 1130 0 5570 1144 0 863 0 2007 13321 Apprch %14.2 85.8 0 0 0 0 0 0 0 79.7 20.3 0 57 0 43 0 Total %6.1 37 0 0 43.1 0 0 0 0 0 0 33.3 8.5 0 41.8 8.6 0 6.5 0 15.1 Lights 719 4737 0 0 5456 0 0 0 0 0 0 4236 1096 0 5332 1086 0 774 0 1860 12648 % Lights 88 96.2 0 0 95 0 0 0 0 0 0 95.4 97 0 95.7 94.9 0 89.7 0 92.7 94.9 Buses 69 118 0 0 187 0 0 0 0 0 0 126 6 0 132 16 0 66 0 82 401 % Buses 8.4 2.4 0 0 3.3 0 0 0 0 0 0 2.8 0.5 0 2.4 1.4 0 7.6 0 4.1 3 Trucks 29 71 0 0 100 0 0 0 0 0 0 78 28 0 106 42 0 23 0 65 271 % Trucks 3.5 1.4 0 0 1.7 0 0 0 0 0 0 1.8 2.5 0 1.9 3.7 0 2.7 0 3.2 2 Pedestrians 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 % Pedestrians 0 0 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 9-KING_ST_AT_ANDERSON_HILL_RD_490837_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North From East KING ST From South ANDERSON HILL RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 5 99 0 0 104 0 0 0 0 0 0 88 18 0 106 5 0 13 0 18 228 07:15 AM 13 104 0 0 117 0 0 0 0 0 0 141 23 0 164 21 0 21 0 42 323 07:30 AM 17 176 0 0 193 0 0 0 0 0 0 155 33 0 188 17 0 23 0 40 421 07:45 AM 26 146 0 0 172 0 0 0 0 0 0 176 26 0 202 16 0 36 0 52 426 Total Volume 61 525 0 0 586 0 0 0 0 0 0 560 100 0 660 59 0 93 0 152 1398 % App. Total 10.4 89.6 0 0 0 0 0 0 0 84.8 15.2 0 38.8 0 61.2 0 PHF .587 .746 .000 .000 .759 .000 .000 .000 .000 .000 .000 .795 .758 .000 .817 .702 .000 .646 .000 .731 .820 Lights 53 497 0 0 550 0 0 0 0 0 0 516 99 0 615 53 0 86 0 139 1304 % Lights 86.9 94.7 0 0 93.9 0 0 0 0 0 0 92.1 99.0 0 93.2 89.8 0 92.5 0 91.4 93.3 Buses 6 23 0 0 29 0 0 0 0 0 0 36 0 0 36 3 0 3 0 6 71 % Buses 9.8 4.4 0 0 4.9 0 0 0 0 0 0 6.4 0 0 5.5 5.1 0 3.2 0 3.9 5.1 Trucks 2 5 0 0 7 0 0 0 0 0 0 8 1 0 9 3 0 4 0 7 23 % Trucks 3.3 1.0 0 0 1.2 0 0 0 0 0 0 1.4 1.0 0 1.4 5.1 0 4.3 0 4.6 1.6 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 9-KING_ST_AT_ANDERSON_HILL_RD_490837_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North From East KING ST From South ANDERSON HILL RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 03:30 PM to 04:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 24 158 0 0 182 0 0 0 0 0 0 100 11 0 111 34 0 25 0 59 352 03:45 PM 29 180 0 0 209 0 0 0 0 0 0 116 21 0 137 34 0 10 0 44 390 04:00 PM 22 159 0 0 181 0 0 0 0 0 0 97 26 0 123 31 0 18 0 49 353 04:15 PM 17 119 0 1 137 0 0 0 0 0 0 91 32 0 123 29 0 18 0 47 307 Total Volume 92 616 0 1 709 0 0 0 0 0 0 404 90 0 494 128 0 71 0 199 1402 % App. Total 13 86.9 0 0.1 0 0 0 0 0 81.8 18.2 0 64.3 0 35.7 0 PHF .793 .856 .000 .250 .848 .000 .000 .000 .000 .000 .000 .871 .703 .000 .901 .941 .000 .710 .000 .843 .899 Lights 83 583 0 0 666 0 0 0 0 0 0 379 84 0 463 122 0 67 0 189 1318 % Lights 90.2 94.6 0 0 93.9 0 0 0 0 0 0 93.8 93.3 0 93.7 95.3 0 94.4 0 95.0 94.0 Buses 7 29 0 0 36 0 0 0 0 0 0 20 1 0 21 5 0 3 0 8 65 % Buses 7.6 4.7 0 0 5.1 0 0 0 0 0 0 5.0 1.1 0 4.3 3.9 0 4.2 0 4.0 4.6 Trucks 2 4 0 0 6 0 0 0 0 0 0 5 5 0 10 1 0 1 0 2 18 % Trucks 2.2 0.6 0 0 0.8 0 0 0 0 0 0 1.2 5.6 0 2.0 0.8 0 1.4 0 1.0 1.3 Pedestrians 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 % Pedestrians 0 0 0 100 0.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 7-KING_ST_AT_HRP_SB_OFF_RAMP_490835_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North HRP SB OFF RAMP From East KING ST From South From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 112 0 0 112 37 0 0 0 37 0 72 0 0 72 0 0 0 0 0 221 07:15 AM 0 133 0 0 133 52 0 0 0 52 0 120 0 0 120 0 0 0 0 0 305 07:30 AM 0 194 0 0 194 75 0 0 0 75 0 123 0 0 123 0 0 0 0 0 392 07:45 AM 0 184 0 0 184 72 0 1 0 73 0 121 0 0 121 0 0 0 0 0 378 Total 0 623 0 0 623 236 0 1 0 237 0 436 0 0 436 0 0 0 0 0 1296 08:00 AM 0 197 0 0 197 57 0 0 0 57 0 124 0 0 124 0 0 0 0 0 378 08:15 AM 0 167 0 0 167 46 0 0 0 46 0 121 0 0 121 0 0 0 0 0 334 08:30 AM 0 131 0 0 131 48 0 0 0 48 0 129 0 0 129 0 0 0 0 0 308 08:45 AM 0 134 0 0 134 59 0 0 0 59 0 134 0 0 134 0 0 0 0 0 327 Total 0 629 0 0 629 210 0 0 0 210 0 508 0 0 508 0 0 0 0 0 1347 09:00 AM 0 127 0 0 127 51 0 0 0 51 0 116 0 0 116 0 0 0 0 0 294 09:15 AM 0 128 0 0 128 30 0 1 0 31 0 86 0 0 86 0 0 0 0 0 245 09:30 AM 0 90 0 0 90 31 0 1 0 32 0 86 0 0 86 0 0 0 0 0 208 09:45 AM 0 88 0 0 88 39 0 0 0 39 0 67 0 0 67 0 0 0 0 0 194 Total 0 433 0 0 433 151 0 2 0 153 0 355 0 0 355 0 0 0 0 0 941 10:00 AM 0 94 0 0 94 29 0 0 0 29 0 55 0 0 55 0 0 0 0 0 178 10:15 AM 0 117 0 0 117 30 0 1 0 31 0 73 0 0 73 0 0 0 0 0 221 10:30 AM 0 101 0 0 101 13 0 1 0 14 0 63 0 0 63 0 0 0 0 0 178 10:45 AM 0 94 0 0 94 23 0 1 2 26 0 61 0 0 61 0 0 0 0 0 181 Total 0 406 0 0 406 95 0 3 2 100 0 252 0 0 252 0 0 0 0 0 758 11:00 AM 0 73 0 0 73 10 0 0 0 10 0 69 0 0 69 0 0 0 0 0 152 11:15 AM 0 95 0 1 96 18 0 0 0 18 0 56 0 0 56 0 0 0 0 0 170 11:30 AM 0 92 0 0 92 14 0 1 0 15 0 61 0 0 61 0 0 0 0 0 168 11:45 AM 0 100 0 0 100 17 0 1 0 18 0 61 0 0 61 0 0 0 0 0 179 Total 0 360 0 1 361 59 0 2 0 61 0 247 0 0 247 0 0 0 0 0 669 12:00 PM 0 93 0 0 93 15 0 1 0 16 0 68 0 0 68 0 0 0 0 0 177 12:15 PM 0 88 0 0 88 13 0 0 0 13 0 80 0 0 80 0 0 0 0 0 181 12:30 PM 0 99 0 0 99 14 0 1 0 15 0 65 0 0 65 0 0 0 0 0 179 12:45 PM 0 91 0 0 91 17 0 0 0 17 0 79 0 0 79 0 0 0 0 0 187 Total 0 371 0 0 371 59 0 2 0 61 0 292 0 0 292 0 0 0 0 0 724 01:00 PM 0 91 0 0 91 22 0 1 0 23 0 80 0 0 80 0 0 0 0 0 194 01:15 PM 0 81 0 0 81 17 0 0 0 17 0 81 0 0 81 0 0 0 0 0 179 01:30 PM 0 92 0 0 92 20 0 0 0 20 0 83 0 0 83 0 0 0 0 0 195 01:45 PM 0 97 0 0 97 15 0 0 0 15 0 72 0 0 72 0 0 0 0 0 184 Total 0 361 0 0 361 74 0 1 0 75 0 316 0 0 316 0 0 0 0 0 752 02:00 PM 0 102 0 0 102 30 0 0 0 30 0 61 0 0 61 0 0 0 0 0 193 02:15 PM 0 117 0 0 117 18 0 1 0 19 0 87 0 0 87 0 0 0 0 0 223 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 7-KING_ST_AT_HRP_SB_OFF_RAMP_490835_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North HRP SB OFF RAMP From East KING ST From South From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:30 PM 0 149 0 0 149 35 0 0 0 35 0 123 0 0 123 0 0 0 0 0 307 02:45 PM 0 130 0 0 130 35 0 0 0 35 0 119 0 0 119 0 0 0 0 0 284 Total 0 498 0 0 498 118 0 1 0 119 0 390 0 0 390 0 0 0 0 0 1007 03:00 PM 0 170 0 0 170 36 0 0 0 36 0 109 0 0 109 0 0 0 0 0 315 03:15 PM 0 157 0 0 157 40 0 0 0 40 0 153 0 0 153 0 0 0 0 0 350 03:30 PM 0 185 0 0 185 33 0 1 0 34 0 100 0 0 100 0 0 0 0 0 319 03:45 PM 0 221 0 0 221 26 0 0 0 26 0 115 0 0 115 0 0 0 0 0 362 Total 0 733 0 0 733 135 0 1 0 136 0 477 0 0 477 0 0 0 0 0 1346 04:00 PM 0 214 0 0 214 25 0 2 0 27 0 109 0 0 109 0 0 0 0 0 350 04:15 PM 0 155 0 0 155 18 0 0 0 18 0 111 0 0 111 0 0 0 0 0 284 04:30 PM 0 137 0 0 137 27 0 0 0 27 0 117 0 0 117 0 0 0 0 0 281 04:45 PM 0 193 0 0 193 29 0 1 0 30 0 124 0 0 124 0 0 0 0 0 347 Total 0 699 0 0 699 99 0 3 0 102 0 461 0 0 461 0 0 0 0 0 1262 05:00 PM 0 236 0 0 236 35 0 0 0 35 0 104 0 0 104 0 0 0 0 0 375 05:15 PM 0 207 0 0 207 24 0 0 0 24 0 121 0 0 121 0 0 0 0 0 352 05:30 PM 0 185 0 0 185 29 0 1 0 30 0 118 0 0 118 0 0 0 0 0 333 05:45 PM 0 184 0 0 184 30 0 0 0 30 0 117 0 0 117 0 0 0 0 0 331 Total 0 812 0 0 812 118 0 1 0 119 0 460 0 0 460 0 0 0 0 0 1391 06:00 PM 0 198 0 0 198 20 0 0 0 20 0 120 0 0 120 0 0 0 0 0 338 06:15 PM 0 168 0 0 168 27 0 0 0 27 0 94 0 0 94 0 0 0 0 0 289 06:30 PM 0 134 0 0 134 14 0 0 0 14 0 88 0 0 88 0 0 0 0 0 236 06:45 PM 0 107 0 0 107 10 0 0 0 10 0 104 0 0 104 0 0 0 0 0 221 Total 0 607 0 0 607 71 0 0 0 71 0 406 0 0 406 0 0 0 0 0 1084 Grand Total 0 6532 0 1 6533 1425 0 17 2 1444 0 4600 0 0 4600 0 0 0 0 0 12577 Apprch %0 100 0 0 98.7 0 1.2 0.1 0 100 0 0 0 0 0 0 Total %0 51.9 0 0 51.9 11.3 0 0.1 0 11.5 0 36.6 0 0 36.6 0 0 0 0 0 Lights 0 6279 0 0 6279 1413 0 16 0 1429 0 4372 0 0 4372 0 0 0 0 0 12080 % Lights 0 96.1 0 0 96.1 99.2 0 94.1 0 99 0 95 0 0 95 0 0 0 0 0 96 Buses 0 130 0 0 130 7 0 0 0 7 0 117 0 0 117 0 0 0 0 0 254 % Buses 0 2 0 0 2 0.5 0 0 0 0.5 0 2.5 0 0 2.5 0 0 0 0 0 2 Trucks 0 123 0 0 123 5 0 1 0 6 0 111 0 0 111 0 0 0 0 0 240 % Trucks 0 1.9 0 0 1.9 0.4 0 5.9 0 0.4 0 2.4 0 0 2.4 0 0 0 0 0 1.9 Pedestrians 0 0 0 1 1 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 3 % Pedestrians 0 0 0 100 0 0 0 0 100 0.1 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 7-KING_ST_AT_HRP_SB_OFF_RAMP_490835_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North HRP SB OFF RAMP From East KING ST From South From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 112 0 0 112 37 0 0 0 37 0 72 0 0 72 0 0 0 0 0 221 07:15 AM 0 133 0 0 133 52 0 0 0 52 0 120 0 0 120 0 0 0 0 0 305 07:30 AM 0 194 0 0 194 75 0 0 0 75 0 123 0 0 123 0 0 0 0 0 392 07:45 AM 0 184 0 0 184 72 0 1 0 73 0 121 0 0 121 0 0 0 0 0 378 Total Volume 0 623 0 0 623 236 0 1 0 237 0 436 0 0 436 0 0 0 0 0 1296 % App. Total 0 100 0 0 99.6 0 0.4 0 0 100 0 0 0 0 0 0 PHF .000 .803 .000 .000 .803 .787 .000 .250 .000 .790 .000 .886 .000 .000 .886 .000 .000 .000 .000 .000 .827 Lights 0 592 0 0 592 233 0 1 0 234 0 399 0 0 399 0 0 0 0 0 1225 % Lights 0 95.0 0 0 95.0 98.7 0 100 0 98.7 0 91.5 0 0 91.5 0 0 0 0 0 94.5 Buses 0 23 0 0 23 3 0 0 0 3 0 28 0 0 28 0 0 0 0 0 54 % Buses 0 3.7 0 0 3.7 1.3 0 0 0 1.3 0 6.4 0 0 6.4 0 0 0 0 0 4.2 Trucks 0 8 0 0 8 0 0 0 0 0 0 9 0 0 9 0 0 0 0 0 17 % Trucks 0 1.3 0 0 1.3 0 0 0 0 0 0 2.1 0 0 2.1 0 0 0 0 0 1.3 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 7-KING_ST_AT_HRP_SB_OFF_RAMP_490835_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North HRP SB OFF RAMP From East KING ST From South From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 03:30 PM to 04:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 0 185 0 0 185 33 0 1 0 34 0 100 0 0 100 0 0 0 0 0 319 03:45 PM 0 221 0 0 221 26 0 0 0 26 0 115 0 0 115 0 0 0 0 0 362 04:00 PM 0 214 0 0 214 25 0 2 0 27 0 109 0 0 109 0 0 0 0 0 350 04:15 PM 0 155 0 0 155 18 0 0 0 18 0 111 0 0 111 0 0 0 0 0 284 Total Volume 0 775 0 0 775 102 0 3 0 105 0 435 0 0 435 0 0 0 0 0 1315 % App. Total 0 100 0 0 97.1 0 2.9 0 0 100 0 0 0 0 0 0 PHF .000 .877 .000 .000 .877 .773 .000 .375 .000 .772 .000 .946 .000 .000 .946 .000 .000 .000 .000 .000 .908 Lights 0 736 0 0 736 99 0 3 0 102 0 408 0 0 408 0 0 0 0 0 1246 % Lights 0 95.0 0 0 95.0 97.1 0 100 0 97.1 0 93.8 0 0 93.8 0 0 0 0 0 94.8 Buses 0 32 0 0 32 2 0 0 0 2 0 18 0 0 18 0 0 0 0 0 52 % Buses 0 4.1 0 0 4.1 2.0 0 0 0 1.9 0 4.1 0 0 4.1 0 0 0 0 0 4.0 Trucks 0 7 0 0 7 1 0 0 0 1 0 9 0 0 9 0 0 0 0 0 17 % Trucks 0 0.9 0 0 0.9 1.0 0 0 0 1.0 0 2.1 0 0 2.1 0 0 0 0 0 1.3 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 6-KING_ST_AT_N_RIDGE_ST_490834_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North HRP SB ON RAMP From East KING ST From South N RIDGE ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 26 86 0 0 112 0 0 0 0 0 20 76 36 0 132 36 0 5 0 41 285 07:15 AM 28 111 0 0 139 0 0 0 0 0 29 115 62 0 206 55 0 5 0 60 405 07:30 AM 41 158 0 0 199 0 0 0 0 0 52 118 80 0 250 81 0 2 0 83 532 07:45 AM 41 137 0 0 178 0 0 0 0 0 37 121 93 0 251 60 0 3 0 63 492 Total 136 492 0 0 628 0 0 0 0 0 138 430 271 0 839 232 0 15 0 247 1714 08:00 AM 59 140 0 0 199 0 0 0 0 0 42 115 64 0 221 57 0 6 0 63 483 08:15 AM 56 114 0 0 170 0 0 0 0 0 39 114 79 0 232 77 0 8 0 85 487 08:30 AM 37 90 0 0 127 0 0 0 0 0 37 115 72 0 224 76 0 11 0 87 438 08:45 AM 30 102 0 0 132 0 0 0 0 0 40 126 57 0 223 67 0 12 0 79 434 Total 182 446 0 0 628 0 0 0 0 0 158 470 272 0 900 277 0 37 0 314 1842 09:00 AM 34 98 0 0 132 0 0 0 0 0 50 95 60 0 205 57 0 8 0 65 402 09:15 AM 29 96 0 0 125 0 0 0 0 0 75 77 36 0 188 32 0 3 0 35 348 09:30 AM 20 68 0 0 88 0 0 0 0 0 54 84 35 0 173 48 0 6 0 54 315 09:45 AM 20 72 0 0 92 0 0 0 0 0 34 60 36 0 130 34 0 4 0 38 260 Total 103 334 0 0 437 0 0 0 0 0 213 316 167 0 696 171 0 21 0 192 1325 10:00 AM 15 74 0 0 89 0 0 0 0 0 18 48 26 0 92 43 0 4 0 47 228 10:15 AM 25 93 0 0 118 0 0 0 0 0 16 67 24 0 107 28 0 5 0 33 258 10:30 AM 18 81 0 0 99 0 0 0 0 0 22 59 29 0 110 38 0 5 0 43 252 10:45 AM 18 76 0 0 94 0 0 0 2 2 12 57 32 0 101 29 0 5 0 34 231 Total 76 324 0 0 400 0 0 0 2 2 68 231 111 0 410 138 0 19 0 157 969 11:00 AM 13 61 1 0 75 0 0 0 0 0 31 69 16 0 116 31 0 1 0 32 223 11:15 AM 8 87 0 0 95 0 0 0 0 0 26 45 23 0 94 26 0 6 0 32 221 11:30 AM 18 76 0 0 94 0 0 0 0 0 26 56 30 0 112 33 0 5 0 38 244 11:45 AM 26 76 0 0 102 0 0 0 0 0 23 56 26 0 105 37 0 5 0 42 249 Total 65 300 1 0 366 0 0 0 0 0 106 226 95 0 427 127 0 17 0 144 937 12:00 PM 22 71 0 0 93 0 0 1 0 1 21 65 31 0 117 29 0 9 0 38 249 12:15 PM 32 58 0 0 90 0 0 0 0 0 18 68 26 0 112 41 0 6 0 47 249 12:30 PM 16 83 0 0 99 0 0 0 0 0 25 61 24 0 110 28 0 7 0 35 244 12:45 PM 27 65 0 0 92 0 0 0 0 0 15 66 33 0 114 25 0 15 0 40 246 Total 97 277 0 0 374 0 0 1 0 1 79 260 114 0 453 123 0 37 0 160 988 01:00 PM 25 66 0 0 91 0 0 0 0 0 25 71 26 0 122 41 0 8 0 49 262 01:15 PM 18 67 0 0 85 0 0 0 0 0 18 70 29 0 117 30 0 7 0 37 239 01:30 PM 19 70 0 0 89 0 0 0 0 0 19 78 39 0 136 26 0 6 0 32 257 01:45 PM 19 77 0 0 96 0 0 0 0 0 19 62 18 0 99 33 0 10 0 43 238 Total 81 280 0 0 361 0 0 0 0 0 81 281 112 0 474 130 0 31 0 161 996 02:00 PM 29 79 0 0 108 0 0 0 0 0 22 58 29 0 109 28 0 1 0 29 246 02:15 PM 19 95 0 0 114 0 0 0 0 0 29 86 65 0 180 36 0 4 0 40 334 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 6-KING_ST_AT_N_RIDGE_ST_490834_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North HRP SB ON RAMP From East KING ST From South N RIDGE ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:30 PM 35 112 0 0 147 0 0 0 0 0 29 112 48 0 189 32 0 9 0 41 377 02:45 PM 42 97 0 0 139 0 0 0 0 0 35 116 76 0 227 49 0 4 0 53 419 Total 125 383 0 0 508 0 0 0 0 0 115 372 218 0 705 145 0 18 0 163 1376 03:00 PM 39 123 0 0 162 0 0 0 0 0 31 104 57 0 192 54 0 12 0 66 420 03:15 PM 35 126 0 0 161 0 0 0 0 0 45 132 54 0 231 55 0 18 0 73 465 03:30 PM 45 146 0 0 191 0 0 0 0 0 17 89 44 0 150 48 0 11 0 59 400 03:45 PM 60 166 0 0 226 0 0 0 0 0 39 110 48 0 197 41 0 6 0 47 470 Total 179 561 0 0 740 0 0 0 0 0 132 435 203 0 770 198 0 47 0 245 1755 04:00 PM 67 138 0 0 205 0 0 0 0 0 36 97 47 0 180 57 0 8 0 65 450 04:15 PM 49 106 0 0 155 0 0 0 0 0 49 101 39 0 189 54 0 9 0 63 407 04:30 PM 36 107 0 0 143 0 0 0 0 0 42 112 47 0 201 45 0 5 0 50 394 04:45 PM 52 141 1 0 194 0 0 0 0 0 35 117 41 0 193 58 0 7 0 65 452 Total 204 492 1 0 697 0 0 0 0 0 162 427 174 0 763 214 0 29 0 243 1703 05:00 PM 53 183 0 0 236 0 0 0 0 0 44 98 41 0 183 42 0 11 0 53 472 05:15 PM 62 143 0 0 205 0 0 0 0 0 46 110 44 0 200 56 0 5 0 61 466 05:30 PM 36 149 0 0 185 0 0 0 0 0 25 107 41 0 173 42 0 12 0 54 412 05:45 PM 46 139 0 0 185 0 0 0 0 0 47 113 45 0 205 66 0 8 0 74 464 Total 197 614 0 0 811 0 0 0 0 0 162 428 171 0 761 206 0 36 0 242 1814 06:00 PM 39 157 0 0 196 0 0 0 0 0 36 108 33 0 177 39 0 8 0 47 420 06:15 PM 46 128 0 0 174 0 0 0 0 0 32 92 34 0 158 45 0 6 0 51 383 06:30 PM 18 109 0 0 127 0 0 0 0 0 28 76 43 0 147 33 0 10 0 43 317 06:45 PM 24 83 0 0 107 0 0 0 0 0 33 96 54 0 183 32 0 3 0 35 325 Total 127 477 0 0 604 0 0 0 0 0 129 372 164 0 665 149 0 27 0 176 1445 Grand Total 1572 4980 2 0 6554 0 0 1 2 3 1543 4248 2072 0 7863 2110 0 334 0 2444 16864 Apprch %24 76 0 0 0 0 33.3 66.7 19.6 54 26.4 0 86.3 0 13.7 0 Total %9.3 29.5 0 0 38.9 0 0 0 0 0 9.1 25.2 12.3 0 46.6 12.5 0 2 0 14.5 Lights 1501 4797 2 0 6300 0 0 1 0 1 1520 4038 2024 0 7582 2057 0 316 0 2373 16256 % Lights 95.5 96.3 100 0 96.1 0 0 100 0 33.3 98.5 95.1 97.7 0 96.4 97.5 0 94.6 0 97.1 96.4 Buses 53 81 0 0 134 0 0 0 0 0 22 123 41 0 186 35 0 9 0 44 364 % Buses 3.4 1.6 0 0 2 0 0 0 0 0 1.4 2.9 2 0 2.4 1.7 0 2.7 0 1.8 2.2 Trucks 18 102 0 0 120 0 0 0 0 0 1 87 7 0 95 18 0 9 0 27 242 % Trucks 1.1 2 0 0 1.8 0 0 0 0 0 0.1 2 0.3 0 1.2 0.9 0 2.7 0 1.1 1.4 Pedestrians 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 2 % Pedestrians 0 0 0 0 0 0 0 0 100 66.7 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 6-KING_ST_AT_N_RIDGE_ST_490834_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North HRP SB ON RAMP From East KING ST From South N RIDGE ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 26 86 0 0 112 0 0 0 0 0 20 76 36 0 132 36 0 5 0 41 285 07:15 AM 28 111 0 0 139 0 0 0 0 0 29 115 62 0 206 55 0 5 0 60 405 07:30 AM 41 158 0 0 199 0 0 0 0 0 52 118 80 0 250 81 0 2 0 83 532 07:45 AM 41 137 0 0 178 0 0 0 0 0 37 121 93 0 251 60 0 3 0 63 492 Total Volume 136 492 0 0 628 0 0 0 0 0 138 430 271 0 839 232 0 15 0 247 1714 % App. Total 21.7 78.3 0 0 0 0 0 0 16.4 51.3 32.3 0 93.9 0 6.1 0 PHF .829 .778 .000 .000 .789 .000 .000 .000 .000 .000 .663 .888 .728 .000 .836 .716 .000 .750 .000 .744 .805 Lights 131 464 0 0 595 0 0 0 0 0 135 392 256 0 783 223 0 12 0 235 1613 % Lights 96.3 94.3 0 0 94.7 0 0 0 0 0 97.8 91.2 94.5 0 93.3 96.1 0 80.0 0 95.1 94.1 Buses 5 18 0 0 23 0 0 0 0 0 3 30 15 0 48 7 0 3 0 10 81 % Buses 3.7 3.7 0 0 3.7 0 0 0 0 0 2.2 7.0 5.5 0 5.7 3.0 0 20.0 0 4.0 4.7 Trucks 0 10 0 0 10 0 0 0 0 0 0 8 0 0 8 2 0 0 0 2 20 % Trucks 0 2.0 0 0 1.6 0 0 0 0 0 0 1.9 0 0 1.0 0.9 0 0 0 0.8 1.2 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 6-KING_ST_AT_N_RIDGE_ST_490834_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North HRP SB ON RAMP From East KING ST From South N RIDGE ST From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 03:30 PM to 04:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 45 146 0 0 191 0 0 0 0 0 17 89 44 0 150 48 0 11 0 59 400 03:45 PM 60 166 0 0 226 0 0 0 0 0 39 110 48 0 197 41 0 6 0 47 470 04:00 PM 67 138 0 0 205 0 0 0 0 0 36 97 47 0 180 57 0 8 0 65 450 04:15 PM 49 106 0 0 155 0 0 0 0 0 49 101 39 0 189 54 0 9 0 63 407 Total Volume 221 556 0 0 777 0 0 0 0 0 141 397 178 0 716 200 0 34 0 234 1727 % App. Total 28.4 71.6 0 0 0 0 0 0 19.7 55.4 24.9 0 85.5 0 14.5 0 PHF .825 .837 .000 .000 .860 .000 .000 .000 .000 .000 .719 .902 .927 .000 .909 .877 .000 .773 .000 .900 .919 Lights 209 527 0 0 736 0 0 0 0 0 132 370 168 0 670 190 0 32 0 222 1628 % Lights 94.6 94.8 0 0 94.7 0 0 0 0 0 93.6 93.2 94.4 0 93.6 95.0 0 94.1 0 94.9 94.3 Buses 12 22 0 0 34 0 0 0 0 0 9 20 8 0 37 10 0 0 0 10 81 % Buses 5.4 4.0 0 0 4.4 0 0 0 0 0 6.4 5.0 4.5 0 5.2 5.0 0 0 0 4.3 4.7 Trucks 0 7 0 0 7 0 0 0 0 0 0 7 2 0 9 0 0 2 0 2 18 % Trucks 0 1.3 0 0 0.9 0 0 0 0 0 0 1.8 1.1 0 1.3 0 0 5.9 0 0.9 1.0 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 4&5-KING_ST_AT_HRP_GLEN_RIDGE_RD_490833_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North GLEN RIDGE RD From East KING ST From South HRP NB ON/OFF RAMP From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 3 82 35 0 120 19 0 1 0 20 30 103 0 0 133 38 1 6 1 46 319 07:15 AM 1 115 44 0 160 30 0 0 0 30 36 171 2 0 209 68 1 7 0 76 475 07:30 AM 5 167 62 0 234 33 0 1 0 34 50 210 0 0 260 83 1 7 0 91 619 07:45 AM 4 119 79 0 202 36 0 0 0 36 55 205 1 0 261 65 3 9 0 77 576 Total 13 483 220 0 716 118 0 2 0 120 171 689 3 0 863 254 6 29 1 290 1989 08:00 AM 4 114 79 0 197 57 0 0 0 57 54 160 0 0 214 44 1 2 0 47 515 08:15 AM 7 131 58 0 196 34 0 1 0 35 51 191 0 0 242 51 2 8 0 61 534 08:30 AM 1 107 61 0 169 36 0 0 0 36 52 182 2 0 236 55 1 10 0 66 507 08:45 AM 1 118 49 0 168 46 0 0 0 46 50 163 0 0 213 46 0 8 0 54 481 Total 13 470 247 0 730 173 0 1 0 174 207 696 2 0 905 196 4 28 0 228 2037 09:00 AM 1 98 54 0 153 29 0 2 0 31 30 172 0 0 202 45 2 10 0 57 443 09:15 AM 2 74 57 0 133 22 0 2 0 24 42 166 0 0 208 45 2 5 0 52 417 09:30 AM 1 78 40 0 119 15 0 1 0 16 38 149 0 0 187 29 1 9 0 39 361 09:45 AM 2 72 28 0 102 12 0 1 0 13 38 114 0 0 152 32 3 9 0 44 311 Total 6 322 179 0 507 78 0 6 0 84 148 601 0 0 749 151 8 33 0 192 1532 10:00 AM 6 70 49 0 125 6 0 1 0 7 15 82 0 0 97 22 0 4 0 26 255 10:15 AM 6 68 45 0 119 11 0 1 0 12 19 90 0 0 109 22 1 4 0 27 267 10:30 AM 3 66 56 0 125 7 0 1 0 8 18 93 0 0 111 22 2 6 0 30 274 10:45 AM 4 56 44 0 104 11 1 0 1 13 33 84 0 0 117 23 3 7 0 33 267 Total 19 260 194 0 473 35 1 3 1 40 85 349 0 0 434 89 6 21 0 116 1063 11:00 AM 0 57 34 0 91 1 0 1 0 2 28 101 1 0 130 26 1 9 0 36 259 11:15 AM 3 64 46 0 113 5 0 0 0 5 30 89 0 0 119 22 4 6 2 34 271 11:30 AM 6 66 36 0 108 10 0 3 0 13 34 96 1 0 131 24 4 4 0 32 284 11:45 AM 3 68 37 0 108 4 0 0 0 4 21 94 0 0 115 28 3 4 0 35 262 Total 12 255 153 0 420 20 0 4 0 24 113 380 2 0 495 100 12 23 2 137 1076 12:00 PM 1 64 38 0 103 6 0 0 0 6 32 98 1 0 131 25 0 6 0 31 271 12:15 PM 1 58 40 0 99 13 0 0 0 13 33 100 0 0 133 31 2 5 0 38 283 12:30 PM 2 74 35 0 111 7 0 4 0 11 24 95 0 0 119 25 2 5 0 32 273 12:45 PM 1 53 38 0 92 6 0 2 0 8 31 98 1 0 130 23 2 10 0 35 265 Total 5 249 151 0 405 32 0 6 0 38 120 391 2 0 513 104 6 26 0 136 1092 01:00 PM 2 57 48 0 107 11 0 2 0 13 30 109 0 0 139 19 0 6 0 25 284 01:15 PM 2 53 38 0 93 5 0 1 0 6 20 103 1 0 124 29 1 8 0 38 261 01:30 PM 7 48 43 0 98 13 0 1 0 14 24 124 1 0 149 27 2 6 0 35 296 01:45 PM 1 64 44 0 109 7 0 1 0 8 21 93 0 0 114 26 2 5 0 33 264 Total 12 222 173 0 407 36 0 5 0 41 95 429 2 0 526 101 5 25 0 131 1105 02:00 PM 3 60 43 0 106 8 0 0 0 8 27 98 0 0 125 34 1 4 0 39 278 02:15 PM 0 87 40 0 127 12 0 1 0 13 24 161 0 0 185 48 1 2 0 51 376 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 4&5-KING_ST_AT_HRP_GLEN_RIDGE_RD_490833_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North GLEN RIDGE RD From East KING ST From South HRP NB ON/OFF RAMP From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:30 PM 4 89 57 0 150 10 0 0 0 10 33 170 1 0 204 54 2 7 0 63 427 02:45 PM 3 82 53 0 138 13 0 1 0 14 39 208 0 0 247 58 1 11 8 78 477 Total 10 318 193 0 521 43 0 2 0 45 123 637 1 0 761 194 5 24 8 231 1558 03:00 PM 2 89 85 0 176 21 0 0 0 21 41 162 1 0 204 55 1 6 2 64 465 03:15 PM 6 99 81 0 186 33 0 2 0 35 52 189 0 0 241 38 2 10 1 51 513 03:30 PM 8 86 89 0 183 15 0 2 0 17 29 130 0 0 159 43 0 7 0 50 409 03:45 PM 4 118 85 0 207 21 0 1 0 22 48 174 2 0 224 54 2 3 1 60 513 Total 20 392 340 0 752 90 0 5 0 95 170 655 3 0 828 190 5 26 4 225 1900 04:00 PM 3 106 92 0 201 23 0 0 0 23 36 143 1 0 180 44 3 5 0 52 456 04:15 PM 4 93 67 0 164 16 0 2 0 18 37 153 1 0 191 52 0 5 0 57 430 04:30 PM 2 87 48 0 137 17 0 0 0 17 45 171 0 0 216 59 1 4 0 64 434 04:45 PM 5 112 84 0 201 24 0 2 0 26 52 156 0 0 208 51 1 4 0 56 491 Total 14 398 291 0 703 80 0 4 0 84 170 623 2 0 795 206 5 18 0 229 1811 05:00 PM 6 105 109 0 220 24 0 0 0 24 66 152 3 0 221 51 2 3 0 56 521 05:15 PM 11 114 81 0 206 20 0 1 0 21 58 177 3 0 238 61 1 8 0 70 535 05:30 PM 4 92 98 0 194 12 0 0 0 12 53 158 0 0 211 58 2 5 0 65 482 05:45 PM 5 114 83 0 202 25 0 0 0 25 49 173 1 0 223 62 1 3 0 66 516 Total 26 425 371 0 822 81 0 1 0 82 226 660 7 0 893 232 6 19 0 257 2054 06:00 PM 9 99 81 0 189 20 0 0 0 20 38 156 0 0 194 75 0 2 0 77 480 06:15 PM 4 98 76 0 178 21 0 0 0 21 40 132 1 0 173 46 1 0 0 47 419 06:30 PM 6 76 64 0 146 4 0 0 0 4 31 139 0 0 170 53 1 4 0 58 378 06:45 PM 4 63 50 0 117 16 0 0 0 16 37 166 0 0 203 40 1 4 0 45 381 Total 23 336 271 0 630 61 0 0 0 61 146 593 1 0 740 214 3 10 0 227 1658 Grand Total 173 4130 2783 0 7086 847 1 39 1 888 1774 6703 25 0 8502 2031 71 282 15 2399 18875 Apprch %2.4 58.3 39.3 0 95.4 0.1 4.4 0.1 20.9 78.8 0.3 0 84.7 3 11.8 0.6 Total %0.9 21.9 14.7 0 37.5 4.5 0 0.2 0 4.7 9.4 35.5 0.1 0 45 10.8 0.4 1.5 0.1 12.7 Lights 173 3931 2745 0 6849 803 1 38 0 842 1751 6463 25 0 8239 2013 69 276 0 2358 18288 % Lights 100 95.2 98.6 0 96.7 94.8 100 97.4 0 94.8 98.7 96.4 100 0 96.9 99.1 97.2 97.9 0 98.3 96.9 Buses 0 97 16 0 113 43 0 0 0 43 5 133 0 0 138 18 1 4 0 23 317 % Buses 0 2.3 0.6 0 1.6 5.1 0 0 0 4.8 0.3 2 0 0 1.6 0.9 1.4 1.4 0 1 1.7 Trucks 0 102 22 0 124 1 0 1 0 2 18 107 0 0 125 0 1 2 0 3 254 % Trucks 0 2.5 0.8 0 1.7 0.1 0 2.6 0 0.2 1 1.6 0 0 1.5 0 1.4 0.7 0 0.1 1.3 Pedestrians 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 15 15 16 % Pedestrians 0 0 0 0 0 0 0 0 100 0.1 0 0 0 0 0 0 0 0 100 0.6 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 4&5-KING_ST_AT_HRP_GLEN_RIDGE_RD_490833_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North GLEN RIDGE RD From East KING ST From South HRP NB ON/OFF RAMP From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 3 82 35 0 120 19 0 1 0 20 30 103 0 0 133 38 1 6 1 46 319 07:15 AM 1 115 44 0 160 30 0 0 0 30 36 171 2 0 209 68 1 7 0 76 475 07:30 AM 5 167 62 0 234 33 0 1 0 34 50 210 0 0 260 83 1 7 0 91 619 07:45 AM 4 119 79 0 202 36 0 0 0 36 55 205 1 0 261 65 3 9 0 77 576 Total Volume 13 483 220 0 716 118 0 2 0 120 171 689 3 0 863 254 6 29 1 290 1989 % App. Total 1.8 67.5 30.7 0 98.3 0 1.7 0 19.8 79.8 0.3 0 87.6 2.1 10 0.3 PHF .650 .723 .696 .000 .765 .819 .000 .500 .000 .833 .777 .820 .375 .000 .827 .765 .500 .806 .250 .797 .803 Lights 13 452 215 0 680 106 0 2 0 108 168 644 3 0 815 250 6 28 0 284 1887 % Lights 100 93.6 97.7 0 95.0 89.8 0 100 0 90.0 98.2 93.5 100 0 94.4 98.4 100 96.6 0 97.9 94.9 Buses 0 24 3 0 27 12 0 0 0 12 1 35 0 0 36 4 0 1 0 5 80 % Buses 0 5.0 1.4 0 3.8 10.2 0 0 0 10.0 0.6 5.1 0 0 4.2 1.6 0 3.4 0 1.7 4.0 Trucks 0 7 2 0 9 0 0 0 0 0 2 10 0 0 12 0 0 0 0 0 21 % Trucks 0 1.4 0.9 0 1.3 0 0 0 0 0 1.2 1.5 0 0 1.4 0 0 0 0 0 1.1 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.3 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 4&5-KING_ST_AT_HRP_GLEN_RIDGE_RD_490833_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 KING ST From North GLEN RIDGE RD From East KING ST From South HRP NB ON/OFF RAMP From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 03:30 PM to 04:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 8 86 89 0 183 15 0 2 0 17 29 130 0 0 159 43 0 7 0 50 409 03:45 PM 4 118 85 0 207 21 0 1 0 22 48 174 2 0 224 54 2 3 1 60 513 04:00 PM 3 106 92 0 201 23 0 0 0 23 36 143 1 0 180 44 3 5 0 52 456 04:15 PM 4 93 67 0 164 16 0 2 0 18 37 153 1 0 191 52 0 5 0 57 430 Total Volume 19 403 333 0 755 75 0 5 0 80 150 600 4 0 754 193 5 20 1 219 1808 % App. Total 2.5 53.4 44.1 0 93.8 0 6.2 0 19.9 79.6 0.5 0 88.1 2.3 9.1 0.5 PHF .594 .854 .905 .000 .912 .815 .000 .625 .000 .870 .781 .862 .500 .000 .842 .894 .417 .714 .250 .913 .881 Lights 19 370 326 0 715 71 0 5 0 76 147 559 4 0 710 187 5 20 0 212 1713 % Lights 100 91.8 97.9 0 94.7 94.7 0 100 0 95.0 98.0 93.2 100 0 94.2 96.9 100 100 0 96.8 94.7 Buses 0 27 5 0 32 4 0 0 0 4 1 33 0 0 34 6 0 0 0 6 76 % Buses 0 6.7 1.5 0 4.2 5.3 0 0 0 5.0 0.7 5.5 0 0 4.5 3.1 0 0 0 2.7 4.2 Trucks 0 6 2 0 8 0 0 0 0 0 2 8 0 0 10 0 0 0 0 0 18 % Trucks 0 1.5 0.6 0 1.1 0 0 0 0 0 1.3 1.3 0 0 1.3 0 0 0 0 0 1.0 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.5 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 3-KING_ST(RT_120A)_AT_ARBOR_DR_490832_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 5 117 0 0 122 0 0 0 0 0 0 133 1 0 134 9 0 12 1 22 278 07:15 AM 7 174 0 0 181 0 0 0 0 0 0 202 7 0 209 18 0 11 0 29 419 07:30 AM 16 228 0 0 244 0 0 0 0 0 0 235 17 0 252 25 0 20 0 45 541 07:45 AM 4 178 0 0 182 0 0 0 0 0 0 231 10 0 241 12 0 16 0 28 451 Total 32 697 0 0 729 0 0 0 0 0 0 801 35 0 836 64 0 59 1 124 1689 08:00 AM 5 153 0 0 158 0 0 0 0 0 0 197 5 0 202 7 0 25 0 32 392 08:15 AM 13 161 0 0 174 0 0 0 0 0 0 223 2 0 225 8 0 19 0 27 426 08:30 AM 11 143 0 0 154 0 0 0 0 0 0 215 4 0 219 13 0 18 0 31 404 08:45 AM 3 150 0 0 153 0 0 0 0 0 0 197 4 0 201 15 0 17 0 32 386 Total 32 607 0 0 639 0 0 0 0 0 0 832 15 0 847 43 0 79 0 122 1608 09:00 AM 3 143 0 0 146 0 0 0 0 0 0 193 8 0 201 7 0 10 0 17 364 09:15 AM 4 116 0 0 120 0 0 0 0 0 0 200 8 0 208 2 0 8 0 10 338 09:30 AM 4 98 0 0 102 0 0 0 0 0 0 176 6 0 182 4 0 11 0 15 299 09:45 AM 3 107 0 0 110 0 0 0 0 0 0 134 4 0 138 11 0 5 0 16 264 Total 14 464 0 0 478 0 0 0 0 0 0 703 26 0 729 24 0 34 0 58 1265 10:00 AM 5 84 0 0 89 0 0 0 0 0 0 95 5 0 100 7 0 6 0 13 202 10:15 AM 2 88 0 0 90 0 0 0 0 0 0 106 5 0 111 7 0 6 2 15 216 10:30 AM 5 82 0 0 87 0 0 0 0 0 0 107 2 0 109 6 0 5 0 11 207 10:45 AM 4 74 0 0 78 0 0 0 0 0 0 109 2 0 111 3 0 5 0 8 197 Total 16 328 0 0 344 0 0 0 0 0 0 417 14 0 431 23 0 22 2 47 822 11:00 AM 3 73 0 0 76 0 0 0 0 0 0 120 4 0 124 3 0 4 0 7 207 11:15 AM 10 74 0 0 84 0 0 0 0 0 0 105 5 0 110 8 0 6 0 14 208 11:30 AM 6 87 0 0 93 0 0 0 0 0 0 137 6 0 143 9 0 4 0 13 249 11:45 AM 5 96 0 0 101 0 0 0 0 0 0 117 10 0 127 4 0 4 0 8 236 Total 24 330 0 0 354 0 0 0 0 0 0 479 25 0 504 24 0 18 0 42 900 12:00 PM 5 74 0 0 79 0 0 0 0 0 0 119 6 0 125 6 0 7 0 13 217 12:15 PM 7 85 0 0 92 0 0 0 0 0 0 125 6 0 131 6 0 3 0 9 232 12:30 PM 5 98 0 0 103 0 0 0 0 0 0 117 6 0 123 7 0 4 0 11 237 12:45 PM 6 72 0 0 78 0 0 0 0 0 0 133 4 0 137 7 0 7 0 14 229 Total 23 329 0 0 352 0 0 0 0 0 0 494 22 0 516 26 0 21 0 47 915 01:00 PM 4 72 0 0 76 0 0 0 0 0 0 131 6 0 137 6 0 10 0 16 229 01:15 PM 7 76 0 0 83 0 0 0 0 0 0 121 2 0 123 7 0 4 0 11 217 01:30 PM 5 71 0 0 76 0 0 0 0 0 0 135 3 0 138 3 0 3 0 6 220 01:45 PM 5 85 0 0 90 0 0 0 0 0 0 114 3 0 117 6 0 1 0 7 214 Total 21 304 0 0 325 0 0 0 0 0 0 501 14 0 515 22 0 18 0 40 880 02:00 PM 5 88 0 0 93 0 0 0 0 0 0 117 2 0 119 5 0 5 0 10 222 02:15 PM 9 127 0 0 136 0 0 0 0 0 0 185 10 0 195 15 0 6 0 21 352 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 3-KING_ST(RT_120A)_AT_ARBOR_DR_490832_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:30 PM 9 131 0 0 140 0 0 0 0 0 0 198 8 0 206 9 0 10 0 19 365 02:45 PM 13 131 0 0 144 0 0 0 0 0 0 238 7 0 245 7 0 8 7 22 411 Total 36 477 0 0 513 0 0 0 0 0 0 738 27 0 765 36 0 29 7 72 1350 03:00 PM 6 132 0 0 138 0 0 0 0 0 0 201 9 0 210 7 0 5 1 13 361 03:15 PM 13 129 0 0 142 0 0 0 0 0 0 239 7 0 246 8 0 6 1 15 403 03:30 PM 6 124 0 0 130 0 0 0 0 0 0 147 5 0 152 15 0 6 0 21 303 03:45 PM 12 159 0 0 171 0 0 0 0 0 0 209 6 0 215 6 0 5 1 12 398 Total 37 544 0 0 581 0 0 0 0 0 0 796 27 0 823 36 0 22 3 61 1465 04:00 PM 12 135 0 0 147 0 0 0 0 0 0 193 4 0 197 5 0 1 0 6 350 04:15 PM 12 133 0 0 145 0 0 0 0 0 0 203 10 0 213 5 0 2 0 7 365 04:30 PM 14 135 0 0 149 0 0 0 0 0 0 205 7 0 212 10 0 10 0 20 381 04:45 PM 9 156 0 0 165 0 0 0 0 0 0 206 6 0 212 3 0 15 1 19 396 Total 47 559 0 0 606 0 0 0 0 0 0 807 27 0 834 23 0 28 1 52 1492 05:00 PM 14 141 0 0 155 0 0 0 0 0 0 223 11 0 234 7 0 9 0 16 405 05:15 PM 18 154 0 0 172 0 0 0 0 0 0 223 4 0 227 7 0 6 0 13 412 05:30 PM 13 134 0 0 147 0 0 0 0 0 0 217 9 0 226 5 0 4 0 9 382 05:45 PM 16 166 0 0 182 0 0 0 0 0 0 206 5 0 211 8 0 6 0 14 407 Total 61 595 0 0 656 0 0 0 0 0 0 869 29 0 898 27 0 25 0 52 1606 06:00 PM 17 151 0 0 168 0 0 0 0 0 0 191 6 0 197 10 0 5 0 15 380 06:15 PM 12 130 0 0 142 0 0 0 0 0 0 164 11 0 175 13 0 6 0 19 336 06:30 PM 12 116 0 0 128 0 0 0 0 0 0 171 7 0 178 5 0 9 2 16 322 06:45 PM 13 84 0 0 97 0 0 0 0 0 0 185 11 0 196 1 0 12 1 14 307 Total 54 481 0 0 535 0 0 0 0 0 0 711 35 0 746 29 0 32 3 64 1345 Grand Total 397 5715 0 0 6112 0 0 0 0 0 0 8148 296 0 8444 377 0 387 17 781 15337 Apprch %6.5 93.5 0 0 0 0 0 0 0 96.5 3.5 0 48.3 0 49.6 2.2 Total %2.6 37.3 0 0 39.9 0 0 0 0 0 0 53.1 1.9 0 55.1 2.5 0 2.5 0.1 5.1 Lights 375 5510 0 0 5885 0 0 0 0 0 0 7905 284 0 8189 356 0 373 0 729 14803 % Lights 94.5 96.4 0 0 96.3 0 0 0 0 0 0 97 95.9 0 97 94.4 0 96.4 0 93.3 96.5 Buses 9 115 0 0 124 0 0 0 0 0 0 149 2 0 151 6 0 5 0 11 286 % Buses 2.3 2 0 0 2 0 0 0 0 0 0 1.8 0.7 0 1.8 1.6 0 1.3 0 1.4 1.9 Trucks 13 90 0 0 103 0 0 0 0 0 0 94 10 0 104 15 0 9 0 24 231 % Trucks 3.3 1.6 0 0 1.7 0 0 0 0 0 0 1.2 3.4 0 1.2 4 0 2.3 0 3.1 1.5 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17 17 17 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 2.2 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 3-KING_ST(RT_120A)_AT_ARBOR_DR_490832_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North From East KING ST From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 5 117 0 0 122 0 0 0 0 0 0 133 1 0 134 9 0 12 1 22 278 07:15 AM 7 174 0 0 181 0 0 0 0 0 0 202 7 0 209 18 0 11 0 29 419 07:30 AM 16 228 0 0 244 0 0 0 0 0 0 235 17 0 252 25 0 20 0 45 541 07:45 AM 4 178 0 0 182 0 0 0 0 0 0 231 10 0 241 12 0 16 0 28 451 Total Volume 32 697 0 0 729 0 0 0 0 0 0 801 35 0 836 64 0 59 1 124 1689 % App. Total 4.4 95.6 0 0 0 0 0 0 0 95.8 4.2 0 51.6 0 47.6 0.8 PHF .500 .764 .000 .000 .747 .000 .000 .000 .000 .000 .000 .852 .515 .000 .829 .640 .000 .738 .250 .689 .780 Lights 29 662 0 0 691 0 0 0 0 0 0 758 34 0 792 62 0 56 0 118 1601 % Lights 90.6 95.0 0 0 94.8 0 0 0 0 0 0 94.6 97.1 0 94.7 96.9 0 94.9 0 95.2 94.8 Buses 3 26 0 0 29 0 0 0 0 0 0 34 0 0 34 1 0 3 0 4 67 % Buses 9.4 3.7 0 0 4.0 0 0 0 0 0 0 4.2 0 0 4.1 1.6 0 5.1 0 3.2 4.0 Trucks 0 9 0 0 9 0 0 0 0 0 0 9 1 0 10 1 0 0 0 1 20 % Trucks 0 1.3 0 0 1.2 0 0 0 0 0 0 1.1 2.9 0 1.2 1.6 0 0 0 0.8 1.2 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0.8 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 3-KING_ST(RT_120A)_AT_ARBOR_DR_490832_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North From East KING ST From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 03:30 PM to 04:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 6 124 0 0 130 0 0 0 0 0 0 147 5 0 152 15 0 6 0 21 303 03:45 PM 12 159 0 0 171 0 0 0 0 0 0 209 6 0 215 6 0 5 1 12 398 04:00 PM 12 135 0 0 147 0 0 0 0 0 0 193 4 0 197 5 0 1 0 6 350 04:15 PM 12 133 0 0 145 0 0 0 0 0 0 203 10 0 213 5 0 2 0 7 365 Total Volume 42 551 0 0 593 0 0 0 0 0 0 752 25 0 777 31 0 14 1 46 1416 % App. Total 7.1 92.9 0 0 0 0 0 0 0 96.8 3.2 0 67.4 0 30.4 2.2 PHF .875 .866 .000 .000 .867 .000 .000 .000 .000 .000 .000 .900 .625 .000 .903 .517 .000 .583 .250 .548 .889 Lights 39 516 0 0 555 0 0 0 0 0 0 714 25 0 739 27 0 14 0 41 1335 % Lights 92.9 93.6 0 0 93.6 0 0 0 0 0 0 94.9 100 0 95.1 87.1 0 100 0 89.1 94.3 Buses 2 32 0 0 34 0 0 0 0 0 0 35 0 0 35 3 0 0 0 3 72 % Buses 4.8 5.8 0 0 5.7 0 0 0 0 0 0 4.7 0 0 4.5 9.7 0 0 0 6.5 5.1 Trucks 1 3 0 0 4 0 0 0 0 0 0 3 0 0 3 1 0 0 0 1 8 % Trucks 2.4 0.5 0 0 0.7 0 0 0 0 0 0 0.4 0 0 0.4 3.2 0 0 0 2.2 0.6 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 2.2 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 2-KING_ST_AT_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_RIGHT_TURN_ENTRY_DRIVEWAY_490831_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South BLIND BROOK SCHOOL RIGHT IN DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 26 96 0 0 122 0 0 0 0 0 0 132 0 0 132 0 0 0 1 1 255 07:15 AM 83 110 0 0 193 0 0 0 0 0 0 206 0 0 206 0 0 0 1 1 400 07:30 AM 148 98 0 0 246 0 0 0 0 0 0 255 0 0 255 0 0 0 0 0 501 07:45 AM 49 144 0 0 193 0 0 0 0 0 0 243 0 0 243 0 0 0 0 0 436 Total 306 448 0 0 754 0 0 0 0 0 0 836 0 0 836 0 0 0 2 2 1592 08:00 AM 7 160 0 0 167 0 0 0 0 0 0 195 0 0 195 0 0 0 0 0 362 08:15 AM 15 158 0 0 173 0 0 0 0 0 0 227 0 0 227 0 0 0 0 0 400 08:30 AM 8 153 0 0 161 0 0 0 0 0 0 216 0 0 216 0 0 0 0 0 377 08:45 AM 3 169 0 0 172 0 0 0 0 0 0 202 0 0 202 0 0 0 0 0 374 Total 33 640 0 0 673 0 0 0 0 0 0 840 0 0 840 0 0 0 0 0 1513 09:00 AM 4 146 0 0 150 0 0 0 0 0 0 196 0 0 196 0 0 1 0 1 347 09:15 AM 4 108 0 0 112 0 0 0 0 0 0 214 0 0 214 0 0 0 0 0 326 09:30 AM 2 109 0 0 111 0 0 0 0 0 0 180 0 0 180 0 0 0 0 0 291 09:45 AM 4 112 0 0 116 0 0 0 0 0 0 142 0 0 142 0 0 0 0 0 258 Total 14 475 0 0 489 0 0 0 0 0 0 732 0 0 732 0 0 1 0 1 1222 10:00 AM 3 92 0 0 95 0 0 0 0 0 0 99 0 0 99 0 0 0 0 0 194 10:15 AM 1 91 0 0 92 0 0 0 0 0 0 109 0 0 109 0 0 0 2 2 203 10:30 AM 9 78 0 0 87 0 0 0 0 0 0 107 0 0 107 0 0 0 0 0 194 10:45 AM 2 75 0 0 77 0 0 0 0 0 0 110 0 0 110 0 0 0 0 0 187 Total 15 336 0 0 351 0 0 0 0 0 0 425 0 0 425 0 0 0 2 2 778 11:00 AM 3 75 0 0 78 0 0 0 0 0 0 128 0 0 128 0 0 0 0 0 206 11:15 AM 6 75 0 0 81 0 0 0 0 0 0 110 0 0 110 0 0 0 0 0 191 11:30 AM 3 94 0 0 97 0 0 0 0 0 0 135 0 0 135 0 0 0 1 1 233 11:45 AM 5 91 0 0 96 0 0 0 0 0 0 130 0 0 130 0 0 0 0 0 226 Total 17 335 0 0 352 0 0 0 0 0 0 503 0 0 503 0 0 0 1 1 856 12:00 PM 6 78 0 0 84 0 0 0 0 0 0 129 0 0 129 0 0 0 0 0 213 12:15 PM 2 91 0 0 93 0 0 0 0 0 0 130 0 0 130 0 0 0 0 0 223 12:30 PM 3 102 0 0 105 0 0 0 0 0 0 124 0 0 124 0 0 0 0 0 229 12:45 PM 3 77 0 0 80 0 0 0 0 0 0 138 0 0 138 0 0 0 0 0 218 Total 14 348 0 0 362 0 0 0 0 0 0 521 0 0 521 0 0 0 0 0 883 01:00 PM 0 76 0 0 76 0 0 0 0 0 0 134 0 0 134 0 0 0 0 0 210 01:15 PM 2 83 0 0 85 0 0 0 0 0 0 131 0 0 131 0 0 0 0 0 216 01:30 PM 10 63 0 0 73 0 0 0 0 0 0 138 0 0 138 0 0 0 0 0 211 01:45 PM 1 91 0 0 92 0 0 0 0 0 0 113 1 0 114 0 0 0 0 0 206 Total 13 313 0 0 326 0 0 0 0 0 0 516 1 0 517 0 0 0 0 0 843 02:00 PM 12 79 0 0 91 0 0 0 0 0 0 119 0 0 119 0 0 0 0 0 210 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 2-KING_ST_AT_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_RIGHT_TURN_ENTRY_DRIVEWAY_490831_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South BLIND BROOK SCHOOL RIGHT IN DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:15 PM 42 96 0 0 138 0 0 0 0 0 0 191 1 0 192 0 0 0 0 0 330 02:30 PM 47 95 0 0 142 0 0 0 0 0 0 202 4 0 206 0 0 0 0 0 348 02:45 PM 27 107 0 0 134 0 0 0 0 0 0 254 0 0 254 0 0 0 0 0 388 Total 128 377 0 0 505 0 0 0 0 0 0 766 5 0 771 0 0 0 0 0 1276 03:00 PM 11 129 0 0 140 0 0 0 0 0 0 213 0 0 213 0 0 0 1 1 354 03:15 PM 14 119 0 0 133 0 0 0 0 0 0 238 0 0 238 0 0 0 0 0 371 03:30 PM 15 119 0 0 134 0 0 0 0 0 0 153 1 0 154 0 0 0 0 0 288 03:45 PM 18 148 0 0 166 0 0 0 0 0 0 216 0 0 216 0 0 0 1 1 383 Total 58 515 0 0 573 0 0 0 0 0 0 820 1 0 821 0 0 0 2 2 1396 04:00 PM 13 132 0 0 145 0 0 0 0 0 0 190 0 0 190 0 0 0 0 0 335 04:15 PM 13 128 0 0 141 0 0 0 0 0 0 215 0 0 215 0 0 0 0 0 356 04:30 PM 7 134 0 0 141 0 0 0 0 0 0 219 0 0 219 0 0 0 0 0 360 04:45 PM 13 146 0 0 159 0 0 0 0 0 0 207 0 0 207 0 0 0 1 1 367 Total 46 540 0 0 586 0 0 0 0 0 0 831 0 0 831 0 0 0 1 1 1418 05:00 PM 7 136 0 0 143 0 0 0 0 0 0 234 0 0 234 0 0 0 0 0 377 05:15 PM 4 155 0 0 159 0 0 0 0 0 0 224 0 0 224 0 0 0 0 0 383 05:30 PM 8 144 0 0 152 0 0 0 0 0 0 227 0 0 227 0 0 0 0 0 379 05:45 PM 11 154 0 0 165 0 0 0 0 0 0 215 0 0 215 0 0 0 0 0 380 Total 30 589 0 0 619 0 0 0 0 0 0 900 0 0 900 0 0 0 0 0 1519 06:00 PM 6 164 0 0 170 0 0 0 0 0 0 194 0 0 194 0 0 0 0 0 364 06:15 PM 9 133 0 0 142 0 0 0 0 0 0 179 0 0 179 0 0 0 0 0 321 06:30 PM 11 111 0 0 122 0 0 0 0 0 0 171 0 0 171 0 0 0 2 2 295 06:45 PM 12 71 0 0 83 0 0 0 0 0 0 201 0 0 201 0 0 0 1 1 285 Total 38 479 0 0 517 0 0 0 0 0 0 745 0 0 745 0 0 0 3 3 1265 Grand Total 712 5395 0 0 6107 0 0 0 0 0 0 8435 7 0 8442 0 0 1 11 12 14561 Apprch %11.7 88.3 0 0 0 0 0 0 0 99.9 0.1 0 0 0 8.3 91.7 Total %4.9 37.1 0 0 41.9 0 0 0 0 0 0 57.9 0 0 58 0 0 0 0.1 0.1 Lights 675 5206 0 0 5881 0 0 0 0 0 0 8177 7 0 8184 0 0 1 0 1 14066 % Lights 94.8 96.5 0 0 96.3 0 0 0 0 0 0 96.9 100 0 96.9 0 0 100 0 8.3 96.6 Buses 35 82 0 0 117 0 0 0 0 0 0 136 0 0 136 0 0 0 0 0 253 % Buses 4.9 1.5 0 0 1.9 0 0 0 0 0 0 1.6 0 0 1.6 0 0 0 0 0 1.7 Trucks 2 107 0 0 109 0 0 0 0 0 0 122 0 0 122 0 0 0 0 0 231 % Trucks 0.3 2 0 0 1.8 0 0 0 0 0 0 1.4 0 0 1.4 0 0 0 0 0 1.6 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 11 11 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 91.7 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 2-KING_ST_AT_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_RIGHT_TURN_ENTRY_DRIVEWAY_490831_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North From East KING ST From South BLIND BROOK SCHOOL RIGHT IN DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 26 96 0 0 122 0 0 0 0 0 0 132 0 0 132 0 0 0 1 1 255 07:15 AM 83 110 0 0 193 0 0 0 0 0 0 206 0 0 206 0 0 0 1 1 400 07:30 AM 148 98 0 0 246 0 0 0 0 0 0 255 0 0 255 0 0 0 0 0 501 07:45 AM 49 144 0 0 193 0 0 0 0 0 0 243 0 0 243 0 0 0 0 0 436 Total Volume 306 448 0 0 754 0 0 0 0 0 0 836 0 0 836 0 0 0 2 2 1592 % App. Total 40.6 59.4 0 0 0 0 0 0 0 100 0 0 0 0 0 100 PHF .517 .778 .000 .000 .766 .000 .000 .000 .000 .000 .000 .820 .000 .000 .820 .000 .000 .000 .500 .500 .794 Lights 299 422 0 0 721 0 0 0 0 0 0 790 0 0 790 0 0 0 0 0 1511 % Lights 97.7 94.2 0 0 95.6 0 0 0 0 0 0 94.5 0 0 94.5 0 0 0 0 0 94.9 Buses 7 17 0 0 24 0 0 0 0 0 0 34 0 0 34 0 0 0 0 0 58 % Buses 2.3 3.8 0 0 3.2 0 0 0 0 0 0 4.1 0 0 4.1 0 0 0 0 0 3.6 Trucks 0 9 0 0 9 0 0 0 0 0 0 12 0 0 12 0 0 0 0 0 21 % Trucks 0 2.0 0 0 1.2 0 0 0 0 0 0 1.4 0 0 1.4 0 0 0 0 0 1.3 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 2-KING_ST_AT_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_RIGHT_TURN_ENTRY_DRIVEWAY_490831_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North From East KING ST From South BLIND BROOK SCHOOL RIGHT IN DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 03:30 PM to 04:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 15 119 0 0 134 0 0 0 0 0 0 153 1 0 154 0 0 0 0 0 288 03:45 PM 18 148 0 0 166 0 0 0 0 0 0 216 0 0 216 0 0 0 1 1 383 04:00 PM 13 132 0 0 145 0 0 0 0 0 0 190 0 0 190 0 0 0 0 0 335 04:15 PM 13 128 0 0 141 0 0 0 0 0 0 215 0 0 215 0 0 0 0 0 356 Total Volume 59 527 0 0 586 0 0 0 0 0 0 774 1 0 775 0 0 0 1 1 1362 % App. Total 10.1 89.9 0 0 0 0 0 0 0 99.9 0.1 0 0 0 0 100 PHF .819 .890 .000 .000 .883 .000 .000 .000 .000 .000 .000 .896 .250 .000 .897 .000 .000 .000 .250 .250 .889 Lights 47 500 0 0 547 0 0 0 0 0 0 734 1 0 735 0 0 0 0 0 1282 % Lights 79.7 94.9 0 0 93.3 0 0 0 0 0 0 94.8 100 0 94.8 0 0 0 0 0 94.1 Buses 11 23 0 0 34 0 0 0 0 0 0 32 0 0 32 0 0 0 0 0 66 % Buses 18.6 4.4 0 0 5.8 0 0 0 0 0 0 4.1 0 0 4.1 0 0 0 0 0 4.8 Trucks 1 4 0 0 5 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 13 % Trucks 1.7 0.8 0 0 0.9 0 0 0 0 0 0 1.0 0 0 1.0 0 0 0 0 0 1.0 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 1-KING_ST_AT_GLENVILLE_ST_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_490830_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North GLENVILLE ST From East KING ST From South BLIND BROOK SCHOOL From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 79 17 0 96 43 1 5 0 49 9 84 3 0 96 8 1 7 0 16 257 07:15 AM 0 86 23 0 109 58 0 7 0 65 8 112 31 0 151 18 2 34 0 54 379 07:30 AM 0 77 17 0 94 78 4 11 0 93 10 105 42 0 157 48 7 78 0 133 477 07:45 AM 0 108 37 0 145 70 4 8 0 82 12 121 13 0 146 16 1 50 0 67 440 Total 0 350 94 0 444 249 9 31 0 289 39 422 89 0 550 90 11 169 0 270 1553 08:00 AM 0 114 51 0 165 78 0 8 0 86 18 113 5 0 136 3 1 3 0 7 394 08:15 AM 0 130 33 0 163 82 0 12 0 94 14 137 1 0 152 2 1 9 0 12 421 08:30 AM 0 111 42 0 153 80 1 13 0 94 18 130 1 1 150 1 1 6 0 8 405 08:45 AM 0 139 30 0 169 66 0 10 0 76 13 130 0 0 143 0 1 4 0 5 393 Total 0 494 156 0 650 306 1 43 0 350 63 510 7 1 581 6 4 22 0 32 1613 09:00 AM 1 109 38 0 148 70 0 12 0 82 11 127 1 1 140 0 0 2 0 2 372 09:15 AM 0 68 38 0 106 109 0 8 0 117 9 99 1 0 109 2 1 6 0 9 341 09:30 AM 0 75 33 0 108 93 1 13 0 107 12 82 3 0 97 2 0 2 0 4 316 09:45 AM 0 74 29 0 103 58 0 14 0 72 21 81 4 0 106 1 0 3 0 4 285 Total 1 326 138 0 465 330 1 47 0 378 53 389 9 1 452 5 1 13 0 19 1314 10:00 AM 0 72 18 0 90 40 0 15 0 55 12 56 0 0 68 0 1 3 0 4 217 10:15 AM 1 71 21 0 93 47 1 13 0 61 15 59 1 0 75 0 0 2 2 4 233 10:30 AM 0 56 21 0 77 37 0 17 0 54 12 68 1 0 81 0 3 4 0 7 219 10:45 AM 0 68 10 0 78 50 0 16 0 66 14 55 1 0 70 0 3 7 0 10 224 Total 1 267 70 0 338 174 1 61 0 236 53 238 3 0 294 0 7 16 2 25 893 11:00 AM 0 54 18 0 72 53 4 14 0 71 6 75 1 0 82 1 0 0 0 1 226 11:15 AM 0 60 13 0 73 47 0 20 0 67 12 60 4 0 76 2 2 3 0 7 223 11:30 AM 0 74 20 0 94 53 2 19 0 74 15 78 1 0 94 2 3 4 1 10 272 11:45 AM 0 72 19 0 91 62 1 13 0 76 18 66 0 0 84 0 1 3 0 4 255 Total 0 260 70 0 330 215 7 66 0 288 51 279 6 0 336 5 6 10 1 22 976 12:00 PM 0 59 17 0 76 63 1 17 0 81 11 59 0 1 71 2 2 4 0 8 236 12:15 PM 0 75 16 0 91 65 1 11 0 77 19 63 0 0 82 4 1 1 0 6 256 12:30 PM 0 83 22 0 105 48 1 14 0 63 16 74 4 0 94 2 0 0 0 2 264 12:45 PM 0 56 20 0 76 60 2 11 0 73 9 75 3 0 87 8 0 3 0 11 247 Total 0 273 75 0 348 236 5 53 0 294 55 271 7 1 334 16 3 8 0 27 1003 01:00 PM 0 64 13 0 77 56 0 6 0 62 18 77 0 0 95 3 1 0 0 4 238 01:15 PM 0 59 24 0 83 60 1 18 0 79 12 67 3 0 82 0 0 2 0 2 246 01:30 PM 0 51 10 0 61 58 0 11 0 69 17 72 1 0 90 3 0 10 0 13 233 01:45 PM 0 70 20 0 90 55 1 13 0 69 18 56 1 1 76 2 0 2 0 4 239 Total 0 244 67 0 311 229 2 48 0 279 65 272 5 1 343 8 1 14 0 23 956 02:00 PM 0 60 20 0 80 49 4 14 0 67 19 70 3 0 92 2 0 3 0 5 244 02:15 PM 0 72 22 0 94 68 5 14 0 87 12 68 17 0 97 26 6 57 0 89 367 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 1-KING_ST_AT_GLENVILLE_ST_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_490830_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North GLENVILLE ST From East KING ST From South BLIND BROOK SCHOOL From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:30 PM 0 78 18 0 96 77 4 19 0 100 13 104 27 0 144 21 0 26 0 47 387 02:45 PM 1 81 27 0 109 79 4 14 0 97 6 98 10 0 114 40 6 78 0 124 444 Total 1 291 87 0 379 273 17 61 0 351 50 340 57 0 447 89 12 164 0 265 1442 03:00 PM 0 99 22 0 121 81 0 21 0 102 15 105 3 0 123 13 2 26 1 42 388 03:15 PM 0 101 28 0 129 104 0 21 0 125 9 116 3 0 128 7 1 21 0 29 411 03:30 PM 0 88 30 0 118 59 0 20 0 79 17 72 9 0 98 5 0 21 0 26 321 03:45 PM 1 110 38 0 149 91 0 23 0 114 14 102 3 0 119 10 0 22 1 33 415 Total 1 398 118 0 517 335 0 85 0 420 55 395 18 0 468 35 3 90 2 130 1535 04:00 PM 1 99 26 0 126 85 0 17 0 102 11 87 5 0 103 7 0 18 0 25 356 04:15 PM 0 111 22 0 133 106 0 22 0 128 18 102 3 0 123 2 0 7 0 9 393 04:30 PM 1 104 24 0 129 114 0 15 0 129 15 98 1 0 114 1 1 4 0 6 378 04:45 PM 1 123 23 0 147 80 0 20 0 100 10 119 4 1 134 4 1 10 1 16 397 Total 3 437 95 0 535 385 0 74 0 459 54 406 13 1 474 14 2 39 1 56 1524 05:00 PM 0 110 28 0 138 87 0 20 0 107 17 143 3 0 163 3 3 4 0 10 418 05:15 PM 0 115 41 0 156 73 0 16 0 89 19 127 1 0 147 13 0 22 0 35 427 05:30 PM 2 111 28 0 141 105 0 23 0 128 18 119 0 0 137 1 0 4 0 5 411 05:45 PM 0 122 30 0 152 90 0 25 0 115 12 106 6 0 124 5 0 19 0 24 415 Total 2 458 127 0 587 355 0 84 0 439 66 495 10 0 571 22 3 49 0 74 1671 06:00 PM 4 125 35 0 164 79 0 15 0 94 19 107 4 0 130 2 0 3 0 5 393 06:15 PM 1 114 17 0 132 72 1 9 0 82 14 112 4 0 130 1 0 1 0 2 346 06:30 PM 1 91 22 0 114 73 0 15 0 88 14 86 8 0 108 3 0 12 2 17 327 06:45 PM 0 57 9 0 66 83 0 12 0 95 14 106 2 1 123 5 0 14 1 20 304 Total 6 387 83 0 476 307 1 51 0 359 61 411 18 1 491 11 0 30 3 44 1370 Grand Total 15 4185 1180 0 5380 3394 44 704 0 4142 665 4428 242 6 5341 301 53 624 9 987 15850 Apprch %0.3 77.8 21.9 0 81.9 1.1 17 0 12.5 82.9 4.5 0.1 30.5 5.4 63.2 0.9 Total %0.1 26.4 7.4 0 33.9 21.4 0.3 4.4 0 26.1 4.2 27.9 1.5 0 33.7 1.9 0.3 3.9 0.1 6.2 Lights 15 4074 1108 0 5197 3289 44 683 0 4016 634 4308 233 0 5175 291 53 591 0 935 15323 % Lights 100 97.3 93.9 0 96.6 96.9 100 97 0 97 95.3 97.3 96.3 0 96.9 96.7 100 94.7 0 94.7 96.7 Buses 0 51 32 0 83 57 0 9 0 66 12 61 6 0 79 8 0 29 0 37 265 % Buses 0 1.2 2.7 0 1.5 1.7 0 1.3 0 1.6 1.8 1.4 2.5 0 1.5 2.7 0 4.6 0 3.7 1.7 Trucks 0 60 40 0 100 48 0 11 0 59 19 59 3 0 81 2 0 4 0 6 246 % Trucks 0 1.4 3.4 0 1.9 1.4 0 1.6 0 1.4 2.9 1.3 1.2 0 1.5 0.7 0 0.6 0 0.6 1.6 Pedestrians 0 0 0 0 0 0 0 1 0 1 0 0 0 6 6 0 0 0 9 9 16 % Pedestrians 0 0 0 0 0 0 0 0.1 0 0 0 0 0 100 0.1 0 0 0 100 0.9 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 1-KING_ST_AT_GLENVILLE_ST_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_490830_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North GLENVILLE ST From East KING ST From South BLIND BROOK SCHOOL From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 79 17 0 96 43 1 5 0 49 9 84 3 0 96 8 1 7 0 16 257 07:15 AM 0 86 23 0 109 58 0 7 0 65 8 112 31 0 151 18 2 34 0 54 379 07:30 AM 0 77 17 0 94 78 4 11 0 93 10 105 42 0 157 48 7 78 0 133 477 07:45 AM 0 108 37 0 145 70 4 8 0 82 12 121 13 0 146 16 1 50 0 67 440 Total Volume 0 350 94 0 444 249 9 31 0 289 39 422 89 0 550 90 11 169 0 270 1553 % App. Total 0 78.8 21.2 0 86.2 3.1 10.7 0 7.1 76.7 16.2 0 33.3 4.1 62.6 0 PHF .000 .810 .635 .000 .766 .798 .563 .705 .000 .777 .813 .872 .530 .000 .876 .469 .393 .542 .000 .508 .814 Lights 0 336 83 0 419 233 9 30 0 272 35 405 88 0 528 88 11 157 0 256 1475 % Lights 0 96.0 88.3 0 94.4 93.6 100 96.8 0 94.1 89.7 96.0 98.9 0 96.0 97.8 100 92.9 0 94.8 95.0 Buses 0 11 7 0 18 9 0 0 0 9 2 14 1 0 17 2 0 12 0 14 58 % Buses 0 3.1 7.4 0 4.1 3.6 0 0 0 3.1 5.1 3.3 1.1 0 3.1 2.2 0 7.1 0 5.2 3.7 Trucks 0 3 4 0 7 7 0 1 0 8 2 3 0 0 5 0 0 0 0 0 20 % Trucks 0 0.9 4.3 0 1.6 2.8 0 3.2 0 2.8 5.1 0.7 0 0 0.9 0 0 0 0 0 1.3 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 1-KING_ST_AT_GLENVILLE_ST_BLIND_BROOK_MIDDLE_HIGH_SCHOOL_490830_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North GLENVILLE ST From East KING ST From South BLIND BROOK SCHOOL From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 03:30 PM to 04:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 0 88 30 0 118 59 0 20 0 79 17 72 9 0 98 5 0 21 0 26 321 03:45 PM 1 110 38 0 149 91 0 23 0 114 14 102 3 0 119 10 0 22 1 33 415 04:00 PM 1 99 26 0 126 85 0 17 0 102 11 87 5 0 103 7 0 18 0 25 356 04:15 PM 0 111 22 0 133 106 0 22 0 128 18 102 3 0 123 2 0 7 0 9 393 Total Volume 2 408 116 0 526 341 0 82 0 423 60 363 20 0 443 24 0 68 1 93 1485 % App. Total 0.4 77.6 22.1 0 80.6 0 19.4 0 13.5 81.9 4.5 0 25.8 0 73.1 1.1 PHF .500 .919 .763 .000 .883 .804 .000 .891 .000 .826 .833 .890 .556 .000 .900 .600 .000 .773 .250 .705 .895 Lights 2 394 103 0 499 315 0 77 0 392 56 352 16 0 424 19 0 65 0 84 1399 % Lights 100 96.6 88.8 0 94.9 92.4 0 93.9 0 92.7 93.3 97.0 80.0 0 95.7 79.2 0 95.6 0 90.3 94.2 Buses 0 11 13 0 24 21 0 4 0 25 0 8 4 0 12 3 0 3 0 6 67 % Buses 0 2.7 11.2 0 4.6 6.2 0 4.9 0 5.9 0 2.2 20.0 0 2.7 12.5 0 4.4 0 6.5 4.5 Trucks 0 3 0 0 3 5 0 1 0 6 4 3 0 0 7 2 0 0 0 2 18 % Trucks 0 0.7 0 0 0.6 1.5 0 1.2 0 1.4 6.7 0.8 0 0 1.6 8.3 0 0 0 2.2 1.2 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 1.1 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 8-ARBOR_DR_AT_DRIVEWAY_490836_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians DRIVEWAY From North ARBOR DR From East From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 0 0 0 0 4 2 0 0 6 0 0 0 0 0 0 21 1 0 22 28 07:15 AM 0 0 1 4 5 4 10 0 3 17 0 0 0 0 0 0 31 0 0 31 53 07:30 AM 1 0 3 17 21 11 20 0 1 32 0 0 0 0 0 0 39 1 13 53 106 07:45 AM 0 0 2 4 6 3 10 0 0 13 0 0 0 0 0 0 25 0 3 28 47 Total 1 0 6 25 32 22 42 0 4 68 0 0 0 0 0 0 116 2 16 134 234 08:00 AM 0 0 0 0 0 2 9 0 0 11 0 0 0 0 0 0 35 0 1 36 47 08:15 AM 0 0 0 0 0 2 13 0 0 15 0 0 0 0 0 0 25 1 0 26 41 08:30 AM 0 0 2 0 2 0 15 0 0 15 0 0 0 0 0 0 26 0 0 26 43 08:45 AM 0 0 1 0 1 1 6 0 0 7 0 0 0 0 0 0 30 0 0 30 38 Total 0 0 3 0 3 5 43 0 0 48 0 0 0 0 0 0 116 1 1 118 169 09:00 AM 1 0 0 0 1 0 10 0 0 10 0 0 0 0 0 0 17 0 0 17 28 09:15 AM 1 0 0 0 1 0 11 0 0 11 0 0 0 0 0 0 11 1 0 12 24 09:30 AM 0 0 1 0 1 3 6 0 0 9 0 0 0 0 0 0 12 0 0 12 22 09:45 AM 0 0 3 0 3 0 6 0 0 6 0 0 0 0 0 0 12 0 0 12 21 Total 2 0 4 0 6 3 33 0 0 36 0 0 0 0 0 0 52 1 0 53 95 10:00 AM 0 0 2 0 2 2 8 0 0 10 0 0 0 0 0 0 12 0 0 12 24 10:15 AM 0 0 1 0 1 0 7 0 0 7 0 0 0 0 0 0 10 0 0 10 18 10:30 AM 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 13 0 0 13 20 10:45 AM 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 6 0 0 6 12 Total 0 0 3 0 3 2 28 0 0 30 0 0 0 0 0 0 41 0 0 41 74 11:00 AM 0 0 0 0 0 1 5 0 0 6 0 0 0 0 0 0 6 0 0 6 12 11:15 AM 0 0 1 0 1 0 15 0 0 15 0 0 0 0 0 0 13 0 0 13 29 11:30 AM 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 0 12 0 0 12 23 11:45 AM 0 0 0 0 0 1 14 0 0 15 0 0 0 0 0 0 10 0 0 10 25 Total 0 0 1 0 1 2 45 0 0 47 0 0 0 0 0 0 41 0 0 41 89 12:00 PM 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 11 0 0 11 21 12:15 PM 0 0 1 0 1 0 12 0 0 12 0 0 0 0 0 0 7 0 0 7 20 12:30 PM 0 0 1 0 1 2 9 0 0 11 0 0 0 0 0 0 11 1 0 12 24 12:45 PM 0 0 4 0 4 2 8 0 0 10 0 0 0 0 0 0 13 0 0 13 27 Total 0 0 6 0 6 4 39 0 0 43 0 0 0 0 0 0 42 1 0 43 92 01:00 PM 0 0 1 0 1 0 8 0 0 8 0 0 0 0 0 0 9 0 0 9 18 01:15 PM 0 0 0 0 0 1 8 0 0 9 0 0 0 0 0 0 11 0 0 11 20 01:30 PM 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 6 0 0 6 14 01:45 PM 0 0 1 0 1 1 7 0 0 8 0 0 0 0 0 0 7 0 0 7 16 Total 0 0 2 0 2 2 31 0 0 33 0 0 0 0 0 0 33 0 0 33 68 02:00 PM 0 0 0 0 0 1 5 0 0 6 0 0 0 0 0 0 10 0 0 10 16 02:15 PM 0 0 7 17 24 0 18 0 0 18 0 0 0 0 0 0 11 0 1 12 54 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 8-ARBOR_DR_AT_DRIVEWAY_490836_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 Groups Printed- Lights - Buses - Trucks - Pedestrians DRIVEWAY From North ARBOR DR From East From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:30 PM 0 0 2 6 8 2 13 0 0 15 0 0 0 0 0 0 15 0 0 15 38 02:45 PM 4 0 7 9 20 0 18 0 0 18 0 0 0 0 0 0 7 0 0 7 45 Total 4 0 16 32 52 3 54 0 0 57 0 0 0 0 0 0 43 0 1 44 153 03:00 PM 0 0 2 1 3 1 13 0 0 14 0 0 0 0 0 0 9 0 0 9 26 03:15 PM 1 0 0 0 1 1 19 0 0 20 0 0 0 0 0 0 15 0 0 15 36 03:30 PM 0 0 1 0 1 0 11 0 0 11 0 0 0 0 0 0 20 0 0 20 32 03:45 PM 1 0 3 3 7 1 16 0 0 17 0 0 0 0 0 0 8 1 0 9 33 Total 2 0 6 4 12 3 59 0 0 62 0 0 0 0 0 0 52 1 0 53 127 04:00 PM 0 0 0 0 0 1 15 0 0 16 0 0 0 0 0 0 6 0 0 6 22 04:15 PM 0 0 0 0 0 0 22 0 0 22 0 0 0 0 0 0 7 0 0 7 29 04:30 PM 0 0 1 1 2 1 20 0 0 21 0 0 0 0 0 0 20 0 0 20 43 04:45 PM 1 0 1 1 3 1 14 0 0 15 0 0 0 0 0 0 17 0 1 18 36 Total 1 0 2 2 5 3 71 0 0 74 0 0 0 0 0 0 50 0 1 51 130 05:00 PM 0 0 0 0 0 0 24 0 0 24 0 0 0 0 0 0 14 0 0 14 38 05:15 PM 0 0 0 0 0 1 21 0 0 22 0 0 0 0 0 0 12 0 0 12 34 05:30 PM 1 0 0 0 1 0 22 0 0 22 0 0 0 0 0 0 9 0 0 9 32 05:45 PM 0 0 0 0 0 0 22 0 0 22 0 0 0 0 0 0 15 0 0 15 37 Total 1 0 0 0 1 1 89 0 0 90 0 0 0 0 0 0 50 0 0 50 141 06:00 PM 0 0 0 0 0 1 23 0 0 24 0 0 0 0 0 0 19 0 0 19 43 06:15 PM 0 0 1 0 1 1 21 0 0 22 0 0 0 0 0 0 16 0 0 16 39 06:30 PM 0 0 1 0 1 0 19 0 0 19 0 0 0 0 0 0 12 0 0 12 32 06:45 PM 1 0 0 0 1 1 22 0 0 23 0 0 0 0 0 0 12 0 0 12 36 Total 1 0 2 0 3 3 85 0 0 88 0 0 0 0 0 0 59 0 0 59 150 07:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 12 0 51 63 126 53 619 0 4 676 0 0 0 0 0 0 695 6 19 720 1522 Apprch %9.5 0 40.5 50 7.8 91.6 0 0.6 0 0 0 0 0 96.5 0.8 2.6 Total %0.8 0 3.4 4.1 8.3 3.5 40.7 0 0.3 44.4 0 0 0 0 0 0 45.7 0.4 1.2 47.3 Lights 10 0 45 0 55 47 591 0 0 638 0 0 0 0 0 0 667 4 0 671 1364 % Lights 83.3 0 88.2 0 43.7 88.7 95.5 0 0 94.4 0 0 0 0 0 0 96 66.7 0 93.2 89.6 Buses 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 0 11 0 0 11 22 % Buses 0 0 0 0 0 0 1.8 0 0 1.6 0 0 0 0 0 0 1.6 0 0 1.5 1.4 Trucks 2 0 6 0 8 6 17 0 0 23 0 0 0 0 0 0 17 2 0 19 50 % Trucks 16.7 0 11.8 0 6.3 11.3 2.7 0 0 3.4 0 0 0 0 0 0 2.4 33.3 0 2.6 3.3 Pedestrians 0 0 0 63 63 0 0 0 4 4 0 0 0 0 0 0 0 0 19 19 86 % Pedestrians 0 0 0 100 50 0 0 0 100 0.6 0 0 0 0 0 0 0 0 100 2.6 5.7 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 8-ARBOR_DR_AT_DRIVEWAY_490836_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 DRIVEWAY From North ARBOR DR From East From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 4 2 0 0 6 0 0 0 0 0 0 21 1 0 22 28 07:15 AM 0 0 1 4 5 4 10 0 3 17 0 0 0 0 0 0 31 0 0 31 53 07:30 AM 1 0 3 17 21 11 20 0 1 32 0 0 0 0 0 0 39 1 13 53 106 07:45 AM 0 0 2 4 6 3 10 0 0 13 0 0 0 0 0 0 25 0 3 28 47 Total Volume 1 0 6 25 32 22 42 0 4 68 0 0 0 0 0 0 116 2 16 134 234 % App. Total 3.1 0 18.8 78.1 32.4 61.8 0 5.9 0 0 0 0 0 86.6 1.5 11.9 PHF .250 .000 .500 .368 .381 .500 .525 .000 .333 .531 .000 .000 .000 .000 .000 .000 .744 .500 .308 .632 .552 Lights 1 0 6 0 7 22 37 0 0 59 0 0 0 0 0 0 111 2 0 113 179 % Lights 100 0 100 0 21.9 100 88.1 0 0 86.8 0 0 0 0 0 0 95.7 100 0 84.3 76.5 Buses 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 4 0 0 4 7 % Buses 0 0 0 0 0 0 7.1 0 0 4.4 0 0 0 0 0 0 3.4 0 0 3.0 3.0 Trucks 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 3 % Trucks 0 0 0 0 0 0 4.8 0 0 2.9 0 0 0 0 0 0 0.9 0 0 0.7 1.3 Pedestrians 0 0 0 25 25 0 0 0 4 4 0 0 0 0 0 0 0 0 16 16 45 % Pedestrians 0 0 0 100 78.1 0 0 0 100 5.9 0 0 0 0 0 0 0 0 100 11.9 19.2 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 8-ARBOR_DR_AT_DRIVEWAY_490836_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 DRIVEWAY From North ARBOR DR From East From South ARBOR DR From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 03:30 PM to 04:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 0 0 1 0 1 0 11 0 0 11 0 0 0 0 0 0 20 0 0 20 32 03:45 PM 1 0 3 3 7 1 16 0 0 17 0 0 0 0 0 0 8 1 0 9 33 04:00 PM 0 0 0 0 0 1 15 0 0 16 0 0 0 0 0 0 6 0 0 6 22 04:15 PM 0 0 0 0 0 0 22 0 0 22 0 0 0 0 0 0 7 0 0 7 29 Total Volume 1 0 4 3 8 2 64 0 0 66 0 0 0 0 0 0 41 1 0 42 116 % App. Total 12.5 0 50 37.5 3 97 0 0 0 0 0 0 0 97.6 2.4 0 PHF .250 .000 .333 .250 .286 .500 .727 .000 .000 .750 .000 .000 .000 .000 .000 .000 .513 .250 .000 .525 .879 Lights 1 0 3 0 4 1 62 0 0 63 0 0 0 0 0 0 38 0 0 38 105 % Lights 100 0 75.0 0 50.0 50.0 96.9 0 0 95.5 0 0 0 0 0 0 92.7 0 0 90.5 90.5 Buses 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 3 0 0 3 5 % Buses 0 0 0 0 0 0 3.1 0 0 3.0 0 0 0 0 0 0 7.3 0 0 7.1 4.3 Trucks 0 0 1 0 1 1 0 0 0 1 0 0 0 0 0 0 0 1 0 1 3 % Trucks 0 0 25.0 0 12.5 50.0 0 0 0 1.5 0 0 0 0 0 0 0 100 0 2.4 2.6 Pedestrians 0 0 0 3 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 % Pedestrians 0 0 0 100 37.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2.6 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 10-KING_ST_AT_COMLY_AVE_490838_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North COMLY AVE From East KING ST From South DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 0 76 7 0 83 18 0 4 1 23 4 66 0 0 70 0 0 0 0 0 176 07:15 AM 0 100 15 0 115 30 0 7 0 37 13 104 0 0 117 1 0 0 0 1 270 07:30 AM 0 116 16 0 132 28 0 7 0 35 8 121 0 0 129 0 0 2 0 2 298 07:45 AM 0 108 28 0 136 28 0 11 0 39 9 102 0 0 111 0 0 0 3 3 289 Total 0 400 66 0 466 104 0 29 1 134 34 393 0 0 427 1 0 2 3 6 1033 08:00 AM 1 89 19 0 109 22 0 10 0 32 13 83 0 0 96 0 0 1 2 3 240 08:15 AM 0 110 39 0 149 39 0 16 0 55 9 107 0 0 116 0 0 0 2 2 322 08:30 AM 0 78 32 0 110 33 0 11 0 44 10 94 0 0 104 1 0 0 0 1 259 08:45 AM 0 105 27 0 132 33 0 7 0 40 8 100 1 0 109 0 0 0 0 0 281 Total 1 382 117 0 500 127 0 44 0 171 40 384 1 0 425 1 0 1 4 6 1102 09:00 AM 0 83 23 0 106 28 0 9 0 37 12 98 0 0 110 0 0 0 0 0 253 09:15 AM 1 54 25 0 80 12 0 7 0 19 10 75 0 0 85 1 0 0 0 1 185 09:30 AM 0 55 17 0 72 18 0 5 0 23 2 84 0 0 86 0 0 0 0 0 181 09:45 AM 0 79 19 0 98 17 0 6 0 23 10 73 0 0 83 0 0 0 0 0 204 Total 1 271 84 0 356 75 0 27 0 102 34 330 0 0 364 1 0 0 0 1 823 10:00 AM 0 80 7 0 87 12 1 6 0 19 5 54 0 0 59 0 0 1 0 1 166 10:15 AM 0 67 13 0 80 8 0 6 0 14 4 63 1 0 68 0 0 1 0 1 163 10:30 AM 0 63 13 0 76 20 0 4 0 24 3 57 0 0 60 0 0 0 0 0 160 10:45 AM 0 70 16 0 86 16 0 7 0 23 3 57 0 0 60 0 0 0 0 0 169 Total 0 280 49 0 329 56 1 23 0 80 15 231 1 0 247 0 0 2 0 2 658 11:00 AM 0 56 17 0 73 19 0 4 0 23 6 62 1 0 69 0 1 0 0 1 166 11:15 AM 0 71 7 0 78 9 0 8 0 17 6 55 0 0 61 0 0 0 1 1 157 11:30 AM 0 74 13 0 87 19 1 7 0 27 6 59 0 0 65 1 0 0 0 1 180 11:45 AM 0 76 8 0 84 11 0 3 0 14 4 70 0 0 74 0 1 0 1 2 174 Total 0 277 45 0 322 58 1 22 0 81 22 246 1 0 269 1 2 0 2 5 677 12:00 PM 0 67 6 0 73 15 0 9 0 24 11 65 0 0 76 0 0 0 0 0 173 12:15 PM 0 74 13 0 87 18 0 3 0 21 10 63 1 0 74 0 0 0 0 0 182 12:30 PM 0 77 16 0 93 18 0 7 0 25 6 75 0 0 81 0 0 0 0 0 199 12:45 PM 0 68 10 0 78 17 0 9 0 26 7 62 0 0 69 0 0 0 0 0 173 Total 0 286 45 0 331 68 0 28 0 96 34 265 1 0 300 0 0 0 0 0 727 01:00 PM 0 67 7 0 74 10 0 11 1 22 8 85 0 0 93 0 0 0 0 0 189 01:15 PM 0 63 14 0 77 13 0 7 0 20 7 70 0 0 77 0 0 0 0 0 174 01:30 PM 0 56 10 0 66 10 0 10 0 20 8 80 0 0 88 0 0 0 0 0 174 01:45 PM 0 64 13 0 77 9 0 2 0 11 7 72 0 0 79 0 0 0 0 0 167 Total 0 250 44 0 294 42 0 30 1 73 30 307 0 0 337 0 0 0 0 0 704 02:00 PM 0 63 18 0 81 12 0 4 0 16 7 73 0 0 80 0 0 0 1 1 178 02:15 PM 0 74 11 0 85 16 0 7 0 23 11 82 0 0 93 0 0 0 0 0 201 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 10-KING_ST_AT_COMLY_AVE_490838_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North COMLY AVE From East KING ST From South DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:30 PM 0 84 20 0 104 23 0 12 0 35 12 102 0 0 114 0 0 0 0 0 253 02:45 PM 0 108 15 0 123 18 0 8 0 26 7 94 0 0 101 1 0 0 0 1 251 Total 0 329 64 0 393 69 0 31 0 100 37 351 0 0 388 1 0 0 1 2 883 03:00 PM 2 108 15 0 125 16 0 11 0 27 6 94 1 0 101 2 0 0 1 3 256 03:15 PM 0 91 17 0 108 17 0 5 0 22 11 93 0 0 104 0 0 0 3 3 237 03:30 PM 0 90 12 0 102 17 0 8 0 25 5 78 0 0 83 0 0 0 0 0 210 03:45 PM 0 110 22 0 132 20 0 6 0 26 12 95 0 0 107 0 0 0 1 1 266 Total 2 399 66 0 467 70 0 30 0 100 34 360 1 0 395 2 0 0 5 7 969 04:00 PM 0 114 14 0 128 17 0 8 0 25 9 81 0 0 90 0 0 0 0 0 243 04:15 PM 0 114 16 0 130 16 0 8 0 24 12 89 1 0 102 0 0 0 0 0 256 04:30 PM 0 92 16 0 108 16 0 12 0 28 9 93 0 0 102 0 0 0 1 1 239 04:45 PM 0 117 29 0 146 28 0 10 0 38 9 96 0 0 105 0 0 0 0 0 289 Total 0 437 75 0 512 77 0 38 0 115 39 359 1 0 399 0 0 0 1 1 1027 05:00 PM 0 103 23 0 126 39 0 12 0 51 21 104 0 0 125 0 1 0 0 1 303 05:15 PM 1 105 24 0 130 29 0 5 0 34 10 106 0 0 116 1 0 0 0 1 281 05:30 PM 0 103 23 0 126 32 0 21 1 54 8 110 0 0 118 0 0 0 0 0 298 05:45 PM 0 109 29 0 138 23 0 4 0 27 13 91 0 0 104 1 0 0 0 1 270 Total 1 420 99 0 520 123 0 42 1 166 52 411 0 0 463 2 1 0 0 3 1152 06:00 PM 0 96 23 0 119 19 0 11 0 30 9 107 0 0 116 0 0 0 0 0 265 06:15 PM 0 100 26 0 126 20 1 9 0 30 8 99 2 0 109 0 1 0 0 1 266 06:30 PM 0 86 16 0 102 19 0 8 0 27 10 90 0 0 100 0 0 0 0 0 229 06:45 PM 0 69 14 0 83 18 0 4 0 22 22 103 0 0 125 0 0 0 0 0 230 Total 0 351 79 0 430 76 1 32 0 109 49 399 2 0 450 0 1 0 0 1 990 Grand Total 5 4082 833 0 4920 945 3 376 3 1327 420 4036 8 0 4464 9 4 5 16 34 10745 Apprch %0.1 83 16.9 0 71.2 0.2 28.3 0.2 9.4 90.4 0.2 0 26.5 11.8 14.7 47.1 Total %0 38 7.8 0 45.8 8.8 0 3.5 0 12.3 3.9 37.6 0.1 0 41.5 0.1 0 0 0.1 0.3 Lights 5 3953 818 0 4776 929 3 367 0 1299 411 3903 7 0 4321 9 3 5 0 17 10413 % Lights 100 96.8 98.2 0 97.1 98.3 100 97.6 0 97.9 97.9 96.7 87.5 0 96.8 100 75 100 0 50 96.9 Buses 0 57 7 0 64 8 0 4 0 12 4 58 0 0 62 0 0 0 0 0 138 % Buses 0 1.4 0.8 0 1.3 0.8 0 1.1 0 0.9 1 1.4 0 0 1.4 0 0 0 0 0 1.3 Trucks 0 72 8 0 80 8 0 5 0 13 5 75 1 0 81 0 1 0 0 1 175 % Trucks 0 1.8 1 0 1.6 0.8 0 1.3 0 1 1.2 1.9 12.5 0 1.8 0 25 0 0 2.9 1.6 Pedestrians 0 0 0 0 0 0 0 0 3 3 0 0 0 0 0 0 0 0 16 16 19 % Pedestrians 0 0 0 0 0 0 0 0 100 0.2 0 0 0 0 0 0 0 0 100 47.1 0.2 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 10-KING_ST_AT_COMLY_AVE_490838_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North COMLY AVE From East KING ST From South DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 76 7 0 83 18 0 4 1 23 4 66 0 0 70 0 0 0 0 0 176 07:15 AM 0 100 15 0 115 30 0 7 0 37 13 104 0 0 117 1 0 0 0 1 270 07:30 AM 0 116 16 0 132 28 0 7 0 35 8 121 0 0 129 0 0 2 0 2 298 07:45 AM 0 108 28 0 136 28 0 11 0 39 9 102 0 0 111 0 0 0 3 3 289 Total Volume 0 400 66 0 466 104 0 29 1 134 34 393 0 0 427 1 0 2 3 6 1033 % App. Total 0 85.8 14.2 0 77.6 0 21.6 0.7 8 92 0 0 16.7 0 33.3 50 PHF .000 .862 .589 .000 .857 .867 .000 .659 .250 .859 .654 .812 .000 .000 .828 .250 .000 .250 .250 .500 .867 Lights 0 385 63 0 448 104 0 27 0 131 32 368 0 0 400 1 0 2 0 3 982 % Lights 0 96.3 95.5 0 96.1 100 0 93.1 0 97.8 94.1 93.6 0 0 93.7 100 0 100 0 50.0 95.1 Buses 0 10 2 0 12 0 0 2 0 2 2 21 0 0 23 0 0 0 0 0 37 % Buses 0 2.5 3.0 0 2.6 0 0 6.9 0 1.5 5.9 5.3 0 0 5.4 0 0 0 0 0 3.6 Trucks 0 5 1 0 6 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 10 % Trucks 0 1.3 1.5 0 1.3 0 0 0 0 0 0 1.0 0 0 0.9 0 0 0 0 0 1.0 Pedestrians 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 3 3 4 % Pedestrians 0 0 0 0 0 0 0 0 100 0.7 0 0 0 0 0 0 0 0 100 50.0 0.4 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 10-KING_ST_AT_COMLY_AVE_490838_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North COMLY AVE From East KING ST From South DRIVEWAY From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 03:30 PM to 04:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 0 90 12 0 102 17 0 8 0 25 5 78 0 0 83 0 0 0 0 0 210 03:45 PM 0 110 22 0 132 20 0 6 0 26 12 95 0 0 107 0 0 0 1 1 266 04:00 PM 0 114 14 0 128 17 0 8 0 25 9 81 0 0 90 0 0 0 0 0 243 04:15 PM 0 114 16 0 130 16 0 8 0 24 12 89 1 0 102 0 0 0 0 0 256 Total Volume 0 428 64 0 492 70 0 30 0 100 38 343 1 0 382 0 0 0 1 1 975 % App. Total 0 87 13 0 70 0 30 0 9.9 89.8 0.3 0 0 0 0 100 PHF .000 .939 .727 .000 .932 .875 .000 .938 .000 .962 .792 .903 .250 .000 .893 .000 .000 .000 .250 .250 .916 Lights 0 407 62 0 469 67 0 29 0 96 38 331 1 0 370 0 0 0 0 0 935 % Lights 0 95.1 96.9 0 95.3 95.7 0 96.7 0 96.0 100 96.5 100 0 96.9 0 0 0 0 0 95.9 Buses 0 14 2 0 16 3 0 1 0 4 0 5 0 0 5 0 0 0 0 0 25 % Buses 0 3.3 3.1 0 3.3 4.3 0 3.3 0 4.0 0 1.5 0 0 1.3 0 0 0 0 0 2.6 Trucks 0 7 0 0 7 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 14 % Trucks 0 1.6 0 0 1.4 0 0 0 0 0 0 2.0 0 0 1.8 0 0 0 0 0 1.4 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 100 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 11-KING_ST_AT_BETSEY_BROWN_RD_490839_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 1 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South BETSEY BROWN RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 12 78 0 0 90 0 0 0 0 0 0 76 13 0 89 11 0 3 1 15 194 07:15 AM 14 107 0 0 121 0 0 0 0 0 0 95 16 0 111 14 0 18 1 33 265 07:30 AM 22 111 0 0 133 0 0 0 0 0 0 123 24 0 147 21 0 22 0 43 323 07:45 AM 39 110 0 0 149 0 0 0 0 0 0 125 38 0 163 16 0 14 0 30 342 Total 87 406 0 0 493 0 0 0 0 0 0 419 91 0 510 62 0 57 2 121 1124 08:00 AM 18 124 0 0 142 0 0 0 0 0 0 144 22 0 166 20 0 18 0 38 346 08:15 AM 24 159 0 0 183 0 0 0 0 0 0 179 28 0 207 24 0 13 1 38 428 08:30 AM 29 104 0 0 133 0 0 0 0 0 0 99 25 0 124 15 0 7 0 22 279 08:45 AM 12 104 0 0 116 0 0 0 0 0 0 108 23 0 131 37 0 6 0 43 290 Total 83 491 0 0 574 0 0 0 0 0 0 530 98 0 628 96 0 44 1 141 1343 09:00 AM 10 100 0 0 110 0 0 0 0 0 0 94 35 0 129 18 0 4 0 22 261 09:15 AM 7 59 0 0 66 0 0 0 0 0 0 88 22 0 110 15 0 11 0 26 202 09:30 AM 13 50 0 0 63 0 0 0 0 0 0 79 15 0 94 11 0 8 0 19 176 09:45 AM 10 86 0 0 96 0 0 0 0 0 0 82 9 0 91 12 0 10 0 22 209 Total 40 295 0 0 335 0 0 0 0 0 0 343 81 0 424 56 0 33 0 89 848 10:00 AM 11 86 0 0 97 0 0 0 0 0 0 60 10 0 70 11 0 8 0 19 186 10:15 AM 11 69 0 0 80 0 0 0 0 0 0 73 13 0 86 15 0 8 0 23 189 10:30 AM 16 59 0 0 75 0 0 0 0 0 0 62 10 0 72 6 0 7 0 13 160 10:45 AM 11 79 0 0 90 0 0 0 0 0 0 55 14 0 69 7 0 6 0 13 172 Total 49 293 0 0 342 0 0 0 0 0 0 250 47 0 297 39 0 29 0 68 707 11:00 AM 7 59 0 0 66 0 0 0 0 0 0 67 10 0 77 10 0 10 0 20 163 11:15 AM 15 71 0 0 86 0 0 0 0 0 0 57 16 0 73 11 0 9 1 21 180 11:30 AM 12 84 0 0 96 0 0 0 0 0 0 73 20 0 93 16 0 5 1 22 211 11:45 AM 6 66 0 0 72 0 0 0 0 0 0 77 18 0 95 17 0 6 1 24 191 Total 40 280 0 0 320 0 0 0 0 0 0 274 64 0 338 54 0 30 3 87 745 12:00 PM 13 80 0 0 93 0 0 0 0 0 0 90 12 1 103 19 0 8 0 27 223 12:15 PM 10 71 0 0 81 0 0 0 0 0 0 69 14 0 83 15 0 13 0 28 192 12:30 PM 17 73 0 0 90 0 0 0 0 0 0 80 14 0 94 14 0 11 0 25 209 12:45 PM 11 75 0 0 86 0 0 0 0 0 0 80 17 0 97 11 0 8 0 19 202 Total 51 299 0 0 350 0 0 0 0 0 0 319 57 1 377 59 0 40 0 99 826 01:00 PM 9 74 0 0 83 0 0 0 0 0 0 83 10 0 93 13 0 7 0 20 196 01:15 PM 10 69 0 0 79 0 0 0 0 0 0 70 14 0 84 10 0 10 0 20 183 01:30 PM 8 61 0 0 69 0 0 0 0 0 0 91 18 0 109 10 0 14 0 24 202 01:45 PM 11 66 0 0 77 0 0 0 0 0 0 76 13 0 89 16 0 16 0 32 198 Total 38 270 0 0 308 0 0 0 0 0 0 320 55 0 375 49 0 47 0 96 779 02:00 PM 9 60 0 0 69 0 0 0 0 0 0 79 15 0 94 17 0 10 0 27 190 02:15 PM 21 68 0 0 89 0 0 0 0 0 0 101 20 0 121 12 0 14 0 26 236 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 11-KING_ST_AT_BETSEY_BROWN_RD_490839_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 2 Groups Printed- Lights - Buses - Trucks - Pedestrians KING ST From North From East KING ST From South BETSEY BROWN RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:30 PM 27 77 0 0 104 0 0 0 0 0 0 141 17 0 158 9 0 8 0 17 279 02:45 PM 32 88 0 6 126 0 0 0 0 0 0 117 9 1 127 10 0 17 0 27 280 Total 89 293 0 6 388 0 0 0 0 0 0 438 61 1 500 48 0 49 0 97 985 03:00 PM 31 145 0 8 184 0 0 0 0 0 0 122 17 10 149 15 0 14 0 29 362 03:15 PM 17 97 0 0 114 0 0 0 0 0 0 89 18 0 107 16 0 10 0 26 247 03:30 PM 17 96 0 1 114 0 0 0 0 0 0 83 22 0 105 24 0 10 0 34 253 03:45 PM 25 100 0 0 125 0 0 0 0 0 0 97 13 0 110 13 0 14 0 27 262 Total 90 438 0 9 537 0 0 0 0 0 0 391 70 10 471 68 0 48 0 116 1124 04:00 PM 15 116 0 0 131 0 0 0 0 0 0 98 18 0 116 15 0 10 0 25 272 04:15 PM 20 119 0 0 139 0 0 0 0 0 0 91 8 0 99 22 0 15 0 37 275 04:30 PM 20 92 0 0 112 0 0 0 0 0 0 103 19 0 122 12 0 13 0 25 259 04:45 PM 15 122 0 0 137 0 0 0 0 0 0 109 16 0 125 14 0 21 0 35 297 Total 70 449 0 0 519 0 0 0 0 0 0 401 61 0 462 63 0 59 0 122 1103 05:00 PM 22 102 0 0 124 0 0 0 0 0 0 124 19 0 143 13 0 19 1 33 300 05:15 PM 21 100 0 0 121 0 0 0 0 0 0 123 18 0 141 19 0 12 1 32 294 05:30 PM 21 109 0 0 130 0 0 0 0 0 0 125 20 0 145 20 0 10 0 30 305 05:45 PM 11 104 0 0 115 0 0 0 0 0 0 94 24 0 118 22 0 12 0 34 267 Total 75 415 0 0 490 0 0 0 0 0 0 466 81 0 547 74 0 53 2 129 1166 06:00 PM 16 88 0 0 104 0 0 0 0 0 0 115 22 0 137 18 0 13 0 31 272 06:15 PM 4 102 0 0 106 0 0 0 0 0 0 114 27 0 141 23 0 9 0 32 279 06:30 PM 12 81 0 0 93 0 0 0 0 0 0 95 15 0 110 11 0 14 0 25 228 06:45 PM 12 68 0 0 80 0 0 0 0 0 0 118 16 0 134 13 0 12 0 25 239 Total 44 339 0 0 383 0 0 0 0 0 0 442 80 0 522 65 0 48 0 113 1018 Grand Total 756 4268 0 15 5039 0 0 0 0 0 0 4593 846 12 5451 733 0 537 8 1278 11768 Apprch %15 84.7 0 0.3 0 0 0 0 0 84.3 15.5 0.2 57.4 0 42 0.6 Total %6.4 36.3 0 0.1 42.8 0 0 0 0 0 0 39 7.2 0.1 46.3 6.2 0 4.6 0.1 10.9 Lights 726 4159 0 0 4885 0 0 0 0 0 0 4461 829 0 5290 715 0 518 0 1233 11408 % Lights 96 97.4 0 0 96.9 0 0 0 0 0 0 97.1 98 0 97 97.5 0 96.5 0 96.5 96.9 Buses 19 46 0 0 65 0 0 0 0 0 0 52 6 0 58 4 0 12 0 16 139 % Buses 2.5 1.1 0 0 1.3 0 0 0 0 0 0 1.1 0.7 0 1.1 0.5 0 2.2 0 1.3 1.2 Trucks 11 63 0 0 74 0 0 0 0 0 0 80 11 0 91 14 0 7 0 21 186 % Trucks 1.5 1.5 0 0 1.5 0 0 0 0 0 0 1.7 1.3 0 1.7 1.9 0 1.3 0 1.6 1.6 Pedestrians 0 0 0 15 15 0 0 0 0 0 0 0 0 12 12 0 0 0 8 8 35 % Pedestrians 0 0 0 100 0.3 0 0 0 0 0 0 0 0 100 0.2 0 0 0 100 0.6 0.3 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 11-KING_ST_AT_BETSEY_BROWN_RD_490839_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North From East KING ST From South BETSEY BROWN RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 12 78 0 0 90 0 0 0 0 0 0 76 13 0 89 11 0 3 1 15 194 07:15 AM 14 107 0 0 121 0 0 0 0 0 0 95 16 0 111 14 0 18 1 33 265 07:30 AM 22 111 0 0 133 0 0 0 0 0 0 123 24 0 147 21 0 22 0 43 323 07:45 AM 39 110 0 0 149 0 0 0 0 0 0 125 38 0 163 16 0 14 0 30 342 Total Volume 87 406 0 0 493 0 0 0 0 0 0 419 91 0 510 62 0 57 2 121 1124 % App. Total 17.6 82.4 0 0 0 0 0 0 0 82.2 17.8 0 51.2 0 47.1 1.7 PHF .558 .914 .000 .000 .827 .000 .000 .000 .000 .000 .000 .838 .599 .000 .782 .738 .000 .648 .500 .703 .822 Lights 79 389 0 0 468 0 0 0 0 0 0 394 88 0 482 61 0 51 0 112 1062 % Lights 90.8 95.8 0 0 94.9 0 0 0 0 0 0 94.0 96.7 0 94.5 98.4 0 89.5 0 92.6 94.5 Buses 7 12 0 0 19 0 0 0 0 0 0 18 3 0 21 1 0 6 0 7 47 % Buses 8.0 3.0 0 0 3.9 0 0 0 0 0 0 4.3 3.3 0 4.1 1.6 0 10.5 0 5.8 4.2 Trucks 1 5 0 0 6 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 13 % Trucks 1.1 1.2 0 0 1.2 0 0 0 0 0 0 1.7 0 0 1.4 0 0 0 0 0 1.2 Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 % Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 1.7 0.2 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction File Name : 11-KING_ST_AT_BETSEY_BROWN_RD_490839_01-31-2018 Site Code : Start Date : 1/31/2018 Page No : 3 KING ST From North From East KING ST From South BETSEY BROWN RD From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 03:30 PM to 04:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 17 96 0 1 114 0 0 0 0 0 0 83 22 0 105 24 0 10 0 34 253 03:45 PM 25 100 0 0 125 0 0 0 0 0 0 97 13 0 110 13 0 14 0 27 262 04:00 PM 15 116 0 0 131 0 0 0 0 0 0 98 18 0 116 15 0 10 0 25 272 04:15 PM 20 119 0 0 139 0 0 0 0 0 0 91 8 0 99 22 0 15 0 37 275 Total Volume 77 431 0 1 509 0 0 0 0 0 0 369 61 0 430 74 0 49 0 123 1062 % App. Total 15.1 84.7 0 0.2 0 0 0 0 0 85.8 14.2 0 60.2 0 39.8 0 PHF .770 .905 .000 .250 .915 .000 .000 .000 .000 .000 .000 .941 .693 .000 .927 .771 .000 .817 .000 .831 .965 Lights 74 416 0 0 490 0 0 0 0 0 0 360 59 0 419 74 0 47 0 121 1030 % Lights 96.1 96.5 0 0 96.3 0 0 0 0 0 0 97.6 96.7 0 97.4 100 0 95.9 0 98.4 97.0 Buses 2 9 0 0 11 0 0 0 0 0 0 3 1 0 4 0 0 1 0 1 16 % Buses 2.6 2.1 0 0 2.2 0 0 0 0 0 0 0.8 1.6 0 0.9 0 0 2.0 0 0.8 1.5 Trucks 1 6 0 0 7 0 0 0 0 0 0 6 1 0 7 0 0 1 0 1 15 % Trucks 1.3 1.4 0 0 1.4 0 0 0 0 0 0 1.6 1.6 0 1.6 0 0 2.0 0 0.8 1.4 Pedestrians 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 % Pedestrians 0 0 0 100 0.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 Maser Consulting, P.A. 400 Columbus Avenue - Suite 180E Valhalla, NY 10595 Customer Loyalty Through Client Satisfaction ST A T I O N : 87 0 0 7 3 N e w Y o r k S t a t e D e p a r t m e n t o f T r a n s p o r t a t i o n Tr a f f i c C o u n t H o u r l y R e p o r t Page 1 of 2 RO U T E # : NY 1 2 0 A RO A D N A M E : F R O M : HU T C H I N S O N R I V E R P K W Y TO : CO N N E C T I C U T S T A T E L I N E CO U N T Y : We s t c h e s t e r DI R E C T I O N : N o r t h b o u n d F A C T O R G R O U P : 3 0 R E C . S E R I A L # : 0 0 5 9 FU N C . C L A S S : 1 6 V I L L A G E : RY E B R O O K ST A T E D I R C O D E : 1 W K O F Y R : 3 9 P L A C E M E N T : 0 . 5 M I S O F A N D E R S O N H I L L R D N H S : n o L I O N # : DA T E O F C O U N T : 0 9 / 2 1 / 2 0 0 9 @ R E F M A R K E R : 1 2 0 A 8 7 0 1 1 0 4 6 J U R I S : N Y S D O T B I N : 1 0 3 7 3 9 0 NO T E S L A N E 1 : W K 3 8 N B A D D L D A T A : CC S t n : R R C R O S S I N G : CO U N T T Y P E : A X L E P A I R S B A T C H I D : R 0 8 - R 0 8 c w w 3 8 a H P M S S A M P L E : CO U N T T A K E N B Y : O R G C O D E : T S T I N I T I A L S : - - - P R O C E S S E D B Y : O R G C O D E : D O T I N I T I A L S : j h 12 TO 1 1 TO 2 2 TO 3 3 TO 4 4 TO 5 5 TO 6 6 TO 7 7 TO 8 8 TO 9 9 TO 10 10 TO 11 11 TO 12 12 TO 1 1 TO 2 2 TO 3 3 TO 4 4 TO 5 5 TO 6 6 TO 7 7 TO 8 8 TO 9 9 TO 10 10 TO 11 11 TO 12 DA I L Y D A I L Y DA I L Y H I G H H I G H AM PM DA T E DA Y TO T A L CO U N T HOUR 1 T 2 W 3 T 4 F 5 S 6 S 7 M 8 T 9 W 10 T 11 F 12 S 13 S 14 M 15 T 16 W 17 T 18 F 19 S 20 S 21 M 22 T 23 W 24 T 25 F 26 S 27 S 28 M 29 T 30 W 47 2 4 8 5 4 6 4 5 2 1 5 4 3 6 6 4 6 6 3 7 0 3 5 3 7 3 0 6 2 1 7 1 5 1 1 0 6 6 7 20 1 4 6 5 2 7 1 2 2 3 6 2 8 7 0 9 9 0 5 8 2 4 8 9 4 5 6 4 4 9 4 7 6 5 3 2 6 5 8 6 3 6 7 1 1 5 5 4 3 1 2 1 9 4 1 3 9 1 2 1 6 0 87 8 5 9 9 0 8 21 1 1 8 7 3 0 1 1 6 3 9 6 8 2 5 9 8 7 6 3 0 4 1 4 4 6 5 4 5 8 5 5 1 6 2 2 7 3 4 7 2 1 7 4 4 5 4 1 3 0 1 2 4 6 2 3 4 1 3 3 8 9 92 8 4 9 8 7 8 27 2 0 7 4 2 8 1 1 7 3 9 6 8 0 4 9 4 6 6 0 1 AV E R A G E W E E K D A Y H O U R S ( A x l e F a c t o r e d , M o n 6 A M t o F r i N o o n ) AD T 23 1 5 7 5 2 8 1 1 6 3 7 8 8 1 9 9 5 7 5 9 4 4 5 0 4 6 1 4 4 9 5 0 7 5 5 6 6 7 3 6 6 2 7 0 7 5 3 5 3 0 1 2 1 5 1 7 2 1 1 8 7 1 8 8 1 9 DA Y S Co u n t e d 4 HO U R S Co u n t e d 72 WE E K D A Y S Co u n t e d 4 WE E K D A Y Ho u r s 72 AV E R A G E W E E K D A Y Hi g h H o u r 95 7 % o f d a y 11 % Ax l e A d j . Fa c t o r 0. 9 8 3 Se a s o n a l / W e e k d a y Ad j u s t m e n t F a c t o r 1. 0 7 3 ES T I M A T E D ( o n e w a y ) AA D T 82 1 9 RO U T E # : NY 1 2 0 A RO A D N A M E : F R O M : HU T C H I N S O N R I V E R P K W Y TO : CO N N E C T I C U T S T A T E L I N E CO U N T Y : We s t c h e s t e r ST A T I O N : 87 0 0 7 3 ST A T E D I R C O D E : 1 PL A C E M E N T : 0. 5 M I S O F A N D E R S O N H I L L R D DA T E O F C O U N T : 0 9 / 2 1 / 2 0 0 9 ST A T I O N : 87 0 0 7 3 N e w Y o r k S t a t e D e p a r t m e n t o f T r a n s p o r t a t i o n Tr a f f i c C o u n t H o u r l y R e p o r t Page 2 of 2 RO U T E # : NY 1 2 0 A RO A D N A M E : F R O M : HU T C H I N S O N R I V E R P K W Y TO : CO N N E C T I C U T S T A T E L I N E CO U N T Y : We s t c h e s t e r DI R E C T I O N : S o u t h b o u n d F A C T O R G R O U P : 3 0 R E C . S E R I A L # : 0 0 4 0 FU N C . C L A S S : 1 6 V I L L A G E : RY E B R O O K ST A T E D I R C O D E : 2 W K O F Y R : 3 9 P L A C E M E N T : 0 . 5 M I S O F A N D E R S O N H I L L R D N H S : n o L I O N # : DA T E O F C O U N T : 0 9 / 2 1 / 2 0 0 9 @ R E F M A R K E R : 1 2 0 A 8 7 0 1 1 0 4 6 J U R I S : N Y S D O T B I N : 1 0 3 7 3 9 0 NO T E S L A N E 1 : W K 3 8 S B A D D L D A T A : CC S t n : R R C R O S S I N G : CO U N T T Y P E : A X L E P A I R S B A T C H I D : R 0 8 - R 0 8 c w w 3 8 a H P M S S A M P L E : CO U N T T A K E N B Y : O R G C O D E : T S T I N I T I A L S : - - - P R O C E S S E D B Y : O R G C O D E : D O T I N I T I A L S : j h 12 TO 1 1 TO 2 2 TO 3 3 TO 4 4 TO 5 5 TO 6 6 TO 7 7 TO 8 8 TO 9 9 TO 10 10 TO 11 11 TO 12 12 TO 1 1 TO 2 2 TO 3 3 TO 4 4 TO 5 5 TO 6 6 TO 7 7 TO 8 8 TO 9 9 TO 10 10 TO 11 11 TO 12 DA I L Y D A I L Y DA I L Y H I G H H I G H AM PM DA T E DA Y TO T A L CO U N T HOUR 1 T 2 W 3 T 4 F 5 S 6 S 7 M 8 T 9 W 10 T 11 F 12 S 13 S 14 M 15 T 16 W 17 T 18 F 19 S 20 S 21 M 22 T 23 W 24 T 25 F 26 S 27 S 28 M 29 T 30 W 45 0 5 0 0 5 0 6 4 8 9 5 9 6 8 0 4 8 4 5 9 6 3 8 2 7 4 0 5 2 7 5 2 1 8 1 6 8 8 4 35 2 4 9 5 1 2 7 6 2 2 9 5 9 5 7 2 7 4 8 1 4 7 2 5 0 2 5 2 9 4 7 2 6 2 5 8 4 9 8 4 0 9 4 7 6 8 5 4 4 1 3 0 4 2 1 7 1 6 3 9 8 93 3 7 9 4 7 1 7 26 1 2 6 6 2 2 5 8 2 9 7 5 9 7 7 4 6 4 6 8 5 1 3 5 0 9 5 6 3 5 2 2 6 2 0 8 6 0 9 3 2 1 0 3 5 7 5 9 4 5 0 2 5 9 2 3 2 1 9 5 1 0 0 97 8 7 1 0 3 5 1 7 61 1 4 7 4 1 6 7 4 2 7 6 6 1 3 6 9 1 5 1 9 AV E R A G E W E E K D A Y H O U R S ( A x l e F a c t o r e d , M o n 6 A M t o F r i N o o n ) AD T 40 1 7 7 5 1 7 6 8 2 6 2 5 9 2 7 0 9 4 8 1 4 7 0 4 9 5 5 2 4 4 8 6 6 0 4 8 2 4 8 5 7 9 6 5 7 4 4 4 2 5 2 7 4 2 1 8 1 7 2 9 2 9 3 4 8 DA Y S Co u n t e d 4 HO U R S Co u n t e d 72 WE E K D A Y S Co u n t e d 4 WE E K D A Y Ho u r s 72 AV E R A G E W E E K D A Y Hi g h H o u r 96 5 % o f d a y 10 % Ax l e A d j . Fa c t o r 0. 9 8 3 Se a s o n a l / W e e k d a y Ad j u s t m e n t F a c t o r 1. 0 7 3 ES T I M A T E D ( o n e w a y ) AA D T 87 1 2 RO U T E # : NY 1 2 0 A RO A D N A M E : F R O M : HU T C H I N S O N R I V E R P K W Y TO : CO N N E C T I C U T S T A T E L I N E CO U N T Y : We s t c h e s t e r ST A T I O N : 87 0 0 7 3 ST A T E D I R C O D E : 2 PL A C E M E N T : 0. 5 M I S O F A N D E R S O N H I L L R D DA T E O F C O U N T : 0 9 / 2 1 / 2 0 0 9 ST A T I O N : 87 0 6 9 8 N e w Y o r k S t a t e D e p a r t m e n t o f T r a n s p o r t a t i o n Tr a f f i c C o u n t H o u r l y R e p o r t Page 1 of 2 RO U T E # : NY 1 2 0 A RO A D N A M E : 12 0 A FR O M : PU T N A M A V E TO : HU T C H I N S O N R I V E R P K W Y CO U N T Y : We s t c h e s t e r DI R E C T I O N : N o r t h b o u n d F A C T O R G R O U P : 3 0 R E C . S E R I A L # : 0 0 5 9 FU N C . C L A S S : 1 6 V I L L A G E : RY E B R O O K ST A T E D I R C O D E : 1 W K O F Y R : 1 7 P L A C E M E N T : . 5 N o f P u t n a m A v e N H S : n o L I O N # : DA T E O F C O U N T : 0 4 / 2 0 / 2 0 0 9 @ R E F M A R K E R : 1 2 0 A 8 7 0 1 1 0 2 9 J U R I S : N Y S D O T B I N : NO T E S L A N E 1 : W e e k 1 6 - N b A D D L D A T A : CC S t n : R R C R O S S I N G : CO U N T T Y P E : A X L E P A I R S B A T C H I D : R 0 7 - R 0 8 c w w 1 6 H P M S S A M P L E : CO U N T T A K E N B Y : O R G C O D E : T S T I N I T I A L S : J S V P R O C E S S E D B Y : O R G C O D E : D O T I N I T I A L S : j h 12 TO 1 1 TO 2 2 TO 3 3 TO 4 4 TO 5 5 TO 6 6 TO 7 7 TO 8 8 TO 9 9 TO 10 10 TO 11 11 TO 12 12 TO 1 1 TO 2 2 TO 3 3 TO 4 4 TO 5 5 TO 6 6 TO 7 7 TO 8 8 TO 9 9 TO 10 10 TO 11 11 TO 12 DA I L Y D A I L Y DA I L Y H I G H H I G H AM PM DA T E DA Y TO T A L CO U N T HOUR 1 W 2 T 3 F 4 S 5 S 6 M 7 T 8 W 9 T 10 F 11 S 12 S 13 M 14 T 15 W 16 T 17 F 18 S 19 S 20 M 21 T 22 W 23 T 24 F 25 S 26 S 27 M 28 T 29 W 30 T 42 3 4 3 7 4 4 6 5 3 7 4 4 3 2 7 4 1 7 6 1 3 5 8 4 4 7 16 2 2 4 2 7 6 0 2 3 8 5 0 2 5 1 9 3 5 2 3 3 8 3 6 5 3 6 3 3 9 0 4 5 1 4 4 9 5 3 2 5 7 3 5 4 6 3 1 3 2 0 2 1 5 4 1 2 5 4 8 65 7 1 5 7 3 1 7 20 1 5 7 4 2 4 6 6 2 5 7 5 2 5 5 4 5 3 8 2 3 2 2 3 6 7 3 7 6 4 1 9 4 4 0 4 5 1 4 3 8 5 5 2 5 0 6 3 6 6 2 1 7 1 6 9 1 1 3 6 3 66 4 4 5 5 2 1 7 27 1 3 5 9 2 4 6 2 2 4 6 5 4 7 5 8 6 3 6 2 3 0 7 3 9 1 3 6 4 4 5 4 AV E R A G E W E E K D A Y H O U R S ( A x l e F a c t o r e d , M o n 6 A M t o F r i N o o n ) AD T 21 1 0 5 6 2 5 6 2 2 4 3 5 1 6 5 4 1 3 5 9 3 1 7 3 6 8 3 6 2 4 1 4 4 3 1 4 3 8 4 6 4 5 4 5 4 9 0 3 1 3 1 9 5 1 5 0 1 0 5 5 2 6 4 3 2 DA Y S Co u n t e d 4 HO U R S Co u n t e d 72 WE E K D A Y S Co u n t e d 4 WE E K D A Y Ho u r s 72 AV E R A G E W E E K D A Y Hi g h H o u r 54 5 % o f d a y 8% Ax l e A d j . Fa c t o r 0. 9 8 3 Se a s o n a l / W e e k d a y Ad j u s t m e n t F a c t o r 1. 0 5 6 ES T I M A T E D ( o n e w a y ) AA D T 60 9 1 RO U T E # : NY 1 2 0 A RO A D N A M E : 12 0 A FR O M : PU T N A M A V E TO : HU T C H I N S O N R I V E R P K W Y CO U N T Y : We s t c h e s t e r ST A T I O N : 87 0 6 9 8 ST A T E D I R C O D E : 1 PL A C E M E N T : .5 N o f P u t n a m A v e DA T E O F C O U N T : 0 4 / 2 0 / 2 0 0 9 ST A T I O N : 87 0 6 9 8 N e w Y o r k S t a t e D e p a r t m e n t o f T r a n s p o r t a t i o n Tr a f f i c C o u n t H o u r l y R e p o r t Page 2 of 2 RO U T E # : NY 1 2 0 A RO A D N A M E : 00 6 5 FR O M : PU T N A M A V E TO : HU T C H I N S O N R I V E R P K W Y CO U N T Y : We s t c h e s t e r DI R E C T I O N : S o u t h b o u n d F A C T O R G R O U P : 3 0 R E C . S E R I A L # : 0 0 6 5 FU N C . C L A S S : 1 6 V I L L A G E : RY E B R O O K ST A T E D I R C O D E : 2 W K O F Y R : 1 7 P L A C E M E N T : . 5 N o f P u t n a m A v e N H S : n o L I O N # : DA T E O F C O U N T : 0 4 / 2 0 / 2 0 0 9 @ R E F M A R K E R : J U R I S : N Y S D O T B I N : NO T E S L A N E 1 : W e e k 1 6 - S b A D D L D A T A : CC S t n : R R C R O S S I N G : CO U N T T Y P E : A X L E P A I R S B A T C H I D : R 0 7 - R 0 8 c w w 1 6 H P M S S A M P L E : CO U N T T A K E N B Y : O R G C O D E : T S T I N I T I A L S : J S V P R O C E S S E D B Y : O R G C O D E : D O T I N I T I A L S : j h 12 TO 1 1 TO 2 2 TO 3 3 TO 4 4 TO 5 5 TO 6 6 TO 7 7 TO 8 8 TO 9 9 TO 10 10 TO 11 11 TO 12 12 TO 1 1 TO 2 2 TO 3 3 TO 4 4 TO 5 5 TO 6 6 TO 7 7 TO 8 8 TO 9 9 TO 10 10 TO 11 11 TO 12 DA I L Y D A I L Y DA I L Y H I G H H I G H AM PM DA T E DA Y TO T A L CO U N T HOUR 1 W 2 T 3 F 4 S 5 S 6 M 7 T 8 W 9 T 10 F 11 S 12 S 13 M 14 T 15 W 16 T 17 F 18 S 19 S 20 M 21 T 22 W 23 T 24 F 25 S 26 S 27 M 28 T 29 W 30 T 44 4 5 0 2 5 4 5 4 6 0 3 7 2 2 4 0 1 4 2 1 1 3 9 0 5 4 25 1 2 4 2 1 7 5 4 2 0 0 5 2 5 5 4 1 4 0 5 3 6 4 3 9 5 4 1 9 4 0 7 4 5 8 5 4 6 5 8 2 5 7 1 3 9 4 3 3 0 1 7 5 1 3 6 1 1 0 5 4 67 2 6 5 8 2 1 6 22 1 0 6 3 1 6 5 4 2 2 9 5 2 1 5 8 6 3 4 9 3 5 9 3 8 8 4 0 9 4 4 4 5 3 2 5 6 8 5 2 9 5 1 9 4 7 1 2 6 2 2 0 8 1 6 7 1 1 0 6 0 68 2 2 5 8 6 8 29 1 0 9 4 1 2 4 0 2 0 8 5 2 4 5 6 9 3 5 1 3 4 8 4 1 1 4 1 4 4 4 2 AV E R A G E W E E K D A Y H O U R S ( A x l e F a c t o r e d , M o n 6 A M t o F r i N o o n ) AD T 25 1 1 6 3 1 5 4 8 2 0 8 5 1 4 5 5 5 3 6 2 3 5 1 3 9 1 4 0 7 4 2 4 4 7 0 5 3 0 5 4 3 5 0 8 4 0 5 2 7 2 1 7 2 1 3 7 1 0 1 5 5 6 5 1 3 DA Y S Co u n t e d 4 HO U R S Co u n t e d 72 WE E K D A Y S Co u n t e d 4 WE E K D A Y Ho u r s 72 AV E R A G E W E E K D A Y Hi g h H o u r 55 5 % o f d a y 9% Ax l e A d j . Fa c t o r 0. 9 8 3 Se a s o n a l / W e e k d a y Ad j u s t m e n t F a c t o r 1. 0 5 6 ES T I M A T E D ( o n e w a y ) AA D T 61 6 8 RO U T E # : NY 1 2 0 A RO A D N A M E : 00 6 5 FR O M : PU T N A M A V E TO : HU T C H I N S O N R I V E R P K W Y CO U N T Y : We s t c h e s t e r ST A T I O N : 87 0 6 9 8 ST A T E D I R C O D E : 2 PL A C E M E N T : .5 N o f P u t n a m A v e DA T E O F C O U N T : 0 4 / 2 0 / 2 0 0 9 Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix SYNCHRO ANALYSIS Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix LEVEL OF SERVICE STANDARDS LEVEL OF SERVICE FOR SIGNALIZED INTERSECTIONS Level of Service (LOS) can be characterized for the entire intersection, each intersection approach, and each lane group. Control delay alone is used to characterize LOS for the entire intersection or an approach. Control delay and volume-to-capacity (v/c) ratio are used to characterize LOS for a lane group. Delay quantifies the increase in travel time due to traffic signal control. It is also a measure of driver discomfort and fuel consumption. The volume-to-capacity ratio quantifies the degree to which a phase’s capacity is utilized by a lane group. LOS A describes operations with a control delay of 10 s/veh or less and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is low and either progression is exceptionally favorable or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. LOS B describes operations with control delay between 10 and 20 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A. LOS C describes operations with control delay between 20 and 35 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when progression is favorable or the cycle length is moderate. LOS D describes operations with control delay between 35 and 55 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is high and either progression is ineffective or the cycle length is long. Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix LOS E describes operations with control delay between 55 and 80 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is high, progression is unfavorable, and the cycle length is long. LOS F describes operations with control delay exceeding 80 s/veh or a volume-to-capacity ratio greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is very high, progression is very poor, and the cycle length is long. A lane group can incur a delay less than 80 s/veh when the volume-to-capacity ratio exceeds 1.0. This condition typically occurs when the cycle length is short, the signal progression is favorable, or both. As a result, both the delay and volume-to-capacity ratio are considered when lane group LOS is established. A ratio of 1.0 or more indicates that cycle capacity is fully utilized and represents failure from a capacity perspective (just as delay in excess of 80 s/veh represents failure from a delay perspective). The Level of Service Criteria for signalized intersections are given in Exhibit 18-4 from the 2010 Highway Capacity Manual published by the Transportation Research Board. Exhibit 18-4 LOS by Volume-to-Capacity Ratio Control Delay (s/veh) v/c ≤1.0 v/c >1.0 ≤10 A F >10-20 B F >20-35 C F >35-55 D F >55-80 E F >80 F F For approach-based and intersection wide assessments, LOS is defined solely by control delay. Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix LEVEL OF SERVICE CRITERIA FOR TWO-WAY STOP-CONTROLLED (TWSC) UNSIGNALIZED INTERSECTIONS Level of Service (LOS) for a two-way stop-controlled (TWSC) intersection is determined by the computed or measured control delay. For motor vehicles, LOS is determined for each minor-street movement (or shared movement) as well as major-street left turns. LOS is not defined for the intersection as a whole or for major-street approaches. The Level of Service Criteria for TWSC unsignalized intersections are given in Exhibit 19-1 from the 2010 Highway Capacity Manual published by the Transportation Research Board. Exhibit 19-1 LOS by Volume-to-Capacity Ratio Control Delay (s/veh) v/c ≤1.0 v/c >1.0 0-10 A F >10-15 B F >15-25 C F >25-35 D F >35-50 E F >50 F F The LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole. As Exhibit 19-1 notes, LOS F is assigned to the movement if the volume-to-capacity ratio for the movement exceeds 1.0, regardless of the control delay. The Level of Service Criteria for unsignalized intersections are somewhat different from the criteria for signalized intersections. Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix LEVEL OF SERVICE CRITERIA FOR ALL-WAY STOP-CONTROLLED (AWSC) UNSIGNALIZED INTERSECTIONS The Levels of Service (LOS) for all-way stop-controlled (AWSC) intersections are given in Exhibit 20-2. As the exhibit notes, LOS F is assigned if the volume-to-capacity (v/c) ratio of a lane exceeds 1.0, regardless of the control delay. For assessment of LOS at the approach and intersection levels, LOS is based solely on control delay. The Level of Service Criteria for AWSC unsignalized intersections are given in Exhibit 20-2 from the 2010 Highway Capacity Manual published by the Transportation Research Board. Exhibit 20-2 LOS by Volume-to-Capacity Ratio Control Delay (s/veh) v/c ≤1.0 v/c >1.0 0-10 A F >10-15 B F >15-25 C F >25-35 D F >35-50 E F >50 F F For approaches and intersection wide assessment, LOS is defined solely by control delay. Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph)50 280 263 31 47 30 Future Volume (vph)50 280 263 31 47 30 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 11 13 11 12 Storage Length (ft)75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.97 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1728 1759 1749 1477 1616 1468 Flt Permitted 0.566 0.950 Satd. Flow (perm)1023 1759 1749 1433 1567 1468 Right Turn on Red Yes No Satd. Flow (RTOR)38 Link Speed (mph)35 35 30 Link Distance (ft)377 343 799 Travel Time (s)7.3 6.7 18.2 Confl. Peds. (#/hr)10 10 10 10 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles (%)1%8%5%13%8%10% Adj. Flow (vph)61 341 321 38 57 37 Shared Lane Traffic (%) Lane Group Flow (vph)61 341 321 38 57 37 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)11 11 11 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft)18 66 166 166 18 18 Trailing Detector (ft)-8 60 160 160 -8 -8 Detector 1 Position(ft)-8 60 160 160 -8 -8 Detector 1 Size(ft)14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)12 12 12 Detector 2 Size(ft)6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s)5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s)8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s)13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%)12.7%40.2%40.2%20.6%20.6%26% Maximum Green (s)10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s)3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s)30.8 25.4 25.4 30.7 8.1 14.4 Actuated g/C Ratio 0.70 0.57 0.57 0.69 0.18 0.33 v/c Ratio 0.08 0.34 0.32 0.04 0.19 0.08 Control Delay 2.8 9.2 9.1 1.0 18.5 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.8 9.2 9.1 1.0 18.5 11.0 LOS A A A A B B Approach Delay 8.2 8.2 15.6 Approach LOS A A B Queue Length 50th (ft)4 59 55 0 14 7 Queue Length 95th (ft)10 97 91 3 34 19 Internal Link Dist (ft)297 263 719 Turn Bay Length (ft)75 200 250 Base Capacity (vph)915 1485 1476 1201 588 665 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.23 0.22 0.03 0.10 0.06 Intersection Summary Area Type:Other Cycle Length: 102 Actuated Cycle Length: 44.2 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.34 Intersection Signal Delay: 9.0 Intersection LOS: A You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 3 Intersection Capacity Utilization 38.3%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_AMEX Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 118 223 0 0 313 Future Volume (vph)0 118 223 0 0 313 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot)0 1627 1759 0 0 1810 Flt Permitted Satd. Flow (perm)0 1627 1759 0 0 1810 Link Speed (mph)30 35 35 Link Distance (ft)709 273 1105 Travel Time (s)16.1 5.3 21.5 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles (%)0%1%8%0%0%5% Adj. Flow (vph)0 142 269 0 0 377 Shared Lane Traffic (%) Lane Group Flow (vph)0 142 269 0 0 377 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)0 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 25.7%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_AMEX Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 118 223 0 0 313 Future Vol, veh/h 0 118 223 0 0 313 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, %0 1 8 0 0 5 Mvmt Flow 0 142 269 0 0 377 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -269 0 --- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.21 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.309 ---- Pot Cap-1 Maneuver 0 772 -0 0 - Stage 1 0 --0 0 - Stage 2 0 --0 0 - Platoon blocked, %-- Mov Cap-1 Maneuver -772 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 10.7 0 0 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h)-772 - HCM Lane V/C Ratio -0.184 - HCM Control Delay (s)-10.7 - HCM Lane LOS -B - HCM 95th %tile Q(veh)-0.7 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph)8 0 116 0 0 0 0 245 68 135 223 68 Future Volume (vph)8 0 116 0 0 0 0 245 68 135 223 68 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.971 0.965 Flt Protected 0.950 0.950 Satd. Flow (prot)1504 0 1553 0 0 0 0 1981 0 1703 1708 0 Flt Permitted 0.950 0.950 Satd. Flow (perm)1504 0 1553 0 0 0 0 1981 0 1703 1708 0 Link Speed (mph)35 35 35 35 Link Distance (ft)153 463 273 308 Travel Time (s)3.0 9.0 5.3 6.0 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%)20%0%4%0%0%0%0%6%4%6%9%2% Adj. Flow (vph)10 0 143 0 0 0 0 302 84 167 275 84 Shared Lane Traffic (%) Lane Group Flow (vph)10 0 143 0 0 0 0 386 0 167 359 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)36 12 12 12 Link Offset(ft)0 26 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 37.8%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 7 Intersection Int Delay, s/veh 3.3 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 8 0 116 0 0 0 0 245 68 135 223 68 Future Vol, veh/h 8 0 116 0 0 0 0 245 68 135 223 68 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --Free --None Storage Length --0 ------0 -- Veh in Median Storage, #-0 --17747 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 81 81 81 81 81 81 81 81 81 81 81 81 Heavy Vehicles, %20 0 4 0 0 0 0 6 4 6 9 2 Mvmt Flow 10 0 143 0 0 0 0 302 84 167 275 84 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 953 -302 -0 -302 0 0 Stage 1 302 -------- Stage 2 651 -------- Critical Hdwy 6.6 -6.24 ---4.16 -- Critical Hdwy Stg 1 5.6 -------- Critical Hdwy Stg 2 5.6 -------- Follow-up Hdwy 3.68 -3.336 ---2.254 -- Pot Cap-1 Maneuver 267 0 733 0 -0 1237 -- Stage 1 711 0 -0 -0 --- Stage 2 487 0 -0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver 231 0 733 ---1237 -- Mov Cap-2 Maneuver 231 0 ------- Stage 1 615 0 ------- Stage 2 487 0 ------- Approach NB SE NW HCM Control Delay, s 11.8 0 2.7 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h)231 733 1237 --- HCM Lane V/C Ratio 0.043 0.195 0.135 --- HCM Control Delay (s)21.3 11.1 8.4 --- HCM Lane LOS C B A --- HCM 95th %tile Q(veh)0.1 0.7 0.5 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_AMEX Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph)359 86 110 251 1 59 Future Volume (vph)359 86 110 251 1 59 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.974 0.867 Flt Protected 0.950 0.999 Satd. Flow (prot)1745 0 1770 1792 1498 0 Flt Permitted 0.950 0.999 Satd. Flow (perm)1745 0 1770 1792 1498 0 Link Speed (mph)35 35 30 Link Distance (ft)94 308 121 Travel Time (s)1.8 6.0 2.8 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)7%2%2%6%0%10% Adj. Flow (vph)449 108 138 314 1 74 Shared Lane Traffic (%) Lane Group Flow (vph)557 0 138 314 75 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 43.9%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_AMEX Synchro 10 Report Page 9 Intersection Int Delay, s/veh 2.1 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 359 86 110 251 1 59 Future Vol, veh/h 359 86 110 251 1 59 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --0 -0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %7 2 2 6 0 10 Mvmt Flow 449 108 138 314 1 74 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 557 0 1093 503 Stage 1 ----503 - Stage 2 ----590 - Critical Hdwy --4.12 -6.4 6.3 Critical Hdwy Stg 1 ----5.4 - Critical Hdwy Stg 2 ----5.4 - Follow-up Hdwy --2.218 -3.5 3.39 Pot Cap-1 Maneuver --1014 -239 553 Stage 1 ----612 - Stage 2 ----558 - Platoon blocked, %--- Mov Cap-1 Maneuver --1014 -206 553 Mov Cap-2 Maneuver ----206 - Stage 1 ----529 - Stage 2 ----558 - Approach NB SB SW HCM Control Delay, s 0 2.8 12.8 HCM LOS B Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h)--1014 -538 HCM Lane V/C Ratio --0.136 -0.139 HCM Control Delay (s)--9.1 -12.8 HCM Lane LOS --A -B HCM 95th %tile Q(veh)--0.5 -0.5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)2 430 245 8 15 127 Future Volume (vph)2 430 245 8 15 127 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.879 Flt Protected 0.995 Satd. Flow (prot)0 1776 1788 0 1627 0 Flt Permitted 0.995 Satd. Flow (perm)0 1776 1788 0 1627 0 Link Speed (mph)35 35 30 Link Distance (ft)158 94 136 Travel Time (s)3.1 1.8 3.1 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)0%7%6%0%3%2% Adj. Flow (vph)3 538 306 10 19 159 Shared Lane Traffic (%) Lane Group Flow (vph)0 541 316 0 178 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)0 0 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 39.6%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 11 Intersection Int Delay, s/veh 2.2 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 2 430 245 8 15 127 Future Vol, veh/h 2 430 245 8 15 127 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %0 7 6 0 3 2 Mvmt Flow 3 538 306 10 19 159 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 316 0 -0 855 311 Stage 1 ----311 - Stage 2 ----544 - Critical Hdwy 4.1 ---6.43 6.22 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.2 ---3.527 3.318 Pot Cap-1 Maneuver 1256 ---327 729 Stage 1 ----741 - Stage 2 ----580 - Platoon blocked, %--- Mov Cap-1 Maneuver 1256 ---326 729 Mov Cap-2 Maneuver ----326 - Stage 1 ----739 - Stage 2 ----580 - Approach NB SB NE HCM Control Delay, s 0 0 12.7 HCM LOS B Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h)645 1256 --- HCM Lane V/C Ratio 0.275 0.002 --- HCM Control Delay (s)12.7 7.9 0 -- HCM Lane LOS B A A -- HCM 95th %tile Q(veh)1.1 0 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)18 403 349 16 32 30 Future Volume (vph)18 403 349 16 32 30 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1752 1810 1810 1482 1719 1568 Flt Permitted 0.437 0.950 Satd. Flow (perm)806 1810 1810 1482 1719 1568 Right Turn on Red Yes Yes Satd. Flow (RTOR)11 38 Link Speed (mph)35 35 30 Link Distance (ft)362 553 354 Travel Time (s)7.1 10.8 8.0 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 Growth Factor 93%100%100%100%100%100% Heavy Vehicles (%)3%5%5%9%5%3% Adj. Flow (vph)21 517 447 21 41 38 Shared Lane Traffic (%) Lane Group Flow (vph)21 517 447 21 41 38 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)12 12 17 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 0 0 2 2 Detector Template Leading Detector (ft)83 6 0 0 83 83 Trailing Detector (ft)-5 0 0 0 -5 -5 Detector 1 Position(ft)-5 0 0 0 -5 -5 Detector 1 Size(ft)40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 43 Detector 2 Size(ft)40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s)3.0 10.0 10.0 5.0 5.0 Minimum Split (s)9.0 16.0 16.0 10.0 10.0 Total Split (s)16.0 52.0 36.0 25.0 25.0 Total Split (%)20.8%67.5%46.8%32.5%32.5% Maximum Green (s)10.0 46.0 30.0 20.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s)51.9 54.2 52.0 65.2 6.3 6.3 Actuated g/C Ratio 0.80 0.83 0.80 1.00 0.10 0.10 v/c Ratio 0.03 0.34 0.31 0.01 0.25 0.21 Control Delay 2.8 3.5 5.2 0.0 30.2 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.8 3.5 5.2 0.0 30.2 12.7 LOS A A A A C B Approach Delay 3.5 5.0 21.8 Approach LOS A A C Queue Length 50th (ft)2 55 46 0 15 0 Queue Length 95th (ft)6 86 134 0 35 18 Internal Link Dist (ft)282 473 274 Turn Bay Length (ft)100 100 200 Base Capacity (vph)786 1504 1442 1482 527 507 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.34 0.31 0.01 0.08 0.07 Intersection Summary Area Type:Other Cycle Length: 77 Actuated Cycle Length: 65.2 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.34 Intersection Signal Delay: 5.4 Intersection LOS: A Intersection Capacity Utilization 34.5%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMEX Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/13/2018 17000360A_AMEX Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 420 225 153 Future Volume (vph)0 0 0 420 225 153 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.945 Flt Protected Satd. Flow (prot)0 0 0 1792 1720 0 Flt Permitted Satd. Flow (perm)0 0 0 1792 1720 0 Link Speed (mph)30 35 35 Link Distance (ft)297 278 362 Travel Time (s)6.8 5.4 7.1 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles (%)0%0%0%6%6%2% Adj. Flow (vph)0 0 0 532 285 194 Shared Lane Traffic (%) Lane Group Flow (vph)0 0 0 532 479 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 25.4%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMEX Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)85 6 45 16 5 125 45 211 20 48 175 3 Future Volume (vph)85 6 45 16 5 125 45 211 20 48 175 3 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft)25 25 50 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.867 0.850 0.987 0.997 Flt Protected 0.950 0.963 0.950 0.950 Satd. Flow (prot)1687 1619 0 0 1788 1524 1787 1794 0 1612 1823 0 Flt Permitted 0.950 0.963 0.621 0.540 Satd. Flow (perm)1687 1619 0 0 1788 1524 1168 1794 0 916 1823 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)56 154 5 1 Link Speed (mph)30 30 35 35 Link Distance (ft)298 262 413 278 Travel Time (s)6.8 6.0 8.0 5.4 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%)7%0%2%3%0%6%1%4%10%12%4%0% Adj. Flow (vph)105 7 56 20 6 154 56 260 25 59 216 4 Shared Lane Traffic (%) Lane Group Flow (vph)105 63 0 0 26 154 56 285 0 59 220 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 Detector Template Left Leading Detector (ft)83 83 20 115 35 83 6 83 6 Trailing Detector (ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft)40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 75 43 43 Detector 2 Size(ft)40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMEX Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 4 4 4 5 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s)10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s)25.0 25.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%)23.1%23.1%24.1%24.1%24.1%14.8%38.0%14.8%38.0% Maximum Green (s)20.0 20.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s)7.0 7.0 7.0 7.0 Flash Dont Walk (s)12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr)0 0 0 0 Act Effct Green (s)9.4 9.4 5.8 5.8 40.7 36.2 42.2 38.6 Actuated g/C Ratio 0.13 0.13 0.08 0.08 0.54 0.48 0.56 0.51 v/c Ratio 0.50 0.25 0.19 0.59 0.08 0.33 0.10 0.23 Control Delay 41.8 14.0 39.3 17.0 8.4 16.4 8.5 14.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.8 14.0 39.3 17.0 8.4 16.4 8.5 14.6 LOS D B D B A B A B Approach Delay 31.4 20.3 15.1 13.3 Approach LOS C C B B Queue Length 50th (ft)49 3 12 0 10 86 11 64 Queue Length 95th (ft)91 31 34 41 27 154 29 119 Internal Link Dist (ft)218 182 333 198 Turn Bay Length (ft)50 100 250 Base Capacity (vph)464 486 492 531 764 867 633 937 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.13 0.05 0.29 0.07 0.33 0.09 0.23 Intersection Summary Area Type:Other Cycle Length: 108 Actuated Cycle Length: 75.1 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 18.4 Intersection LOS: B Intersection Capacity Utilization 41.2%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMEX Synchro 10 Report Page 18 Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_AMEX Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph)3 0 0 59 23 11 Future Volume (vph)3 0 0 59 23 11 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.956 Flt Protected 0.950 Satd. Flow (prot)1805 0 0 1827 1680 0 Flt Permitted 0.950 Satd. Flow (perm)1805 0 0 1827 1680 0 Link Speed (mph)30 30 30 Link Distance (ft)271 369 263 Travel Time (s)6.2 8.4 6.0 Peak Hour Factor 0.55 0.55 0.55 0.55 0.55 0.55 Heavy Vehicles (%)0%0%0%4%12%0% Adj. Flow (vph)5 0 0 107 42 20 Shared Lane Traffic (%) Lane Group Flow (vph)5 0 0 107 62 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_AMEX Synchro 10 Report Page 20 Intersection Int Delay, s/veh 0.3 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 3 0 0 59 23 11 Future Vol, veh/h 3 0 0 59 23 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 55 55 55 55 55 55 Heavy Vehicles, %0 0 0 4 12 0 Mvmt Flow 5 0 0 107 42 20 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 159 52 62 0 -0 Stage 1 52 ----- Stage 2 107 ----- Critical Hdwy 6.4 6.2 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 --- Pot Cap-1 Maneuver 837 1021 1554 --- Stage 1 976 ----- Stage 2 922 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 837 1021 1554 --- Mov Cap-2 Maneuver 837 ----- Stage 1 976 ----- Stage 2 922 ----- Approach SE NE SW HCM Control Delay, s 9.3 0 0 HCM LOS A Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h)1554 -837 -- HCM Lane V/C Ratio --0.007 -- HCM Control Delay (s)0 -9.3 -- HCM Lane LOS A -A -- HCM 95th %tile Q(veh)0 -0 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_AMEX Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)15 52 197 17 33 200 Future Volume (vph)15 52 197 17 33 200 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-3%-1%0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.895 0.989 Flt Protected 0.989 0.993 Satd. Flow (prot)1681 0 1782 0 0 1814 Flt Permitted 0.989 0.993 Satd. Flow (perm)1681 0 1782 0 0 1814 Link Speed (mph)30 35 35 Link Distance (ft)838 844 1802 Travel Time (s)19.0 16.4 35.1 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%)7%0%6%6%4%4% Adj. Flow (vph)17 60 226 20 38 230 Shared Lane Traffic (%) Lane Group Flow (vph)77 0 246 0 0 268 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 37.8%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_AMEX Synchro 10 Report Page 22 Intersection Int Delay, s/veh 1.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 15 52 197 17 33 200 Future Vol, veh/h 15 52 197 17 33 200 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %-3 --1 --0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, %7 0 6 6 4 4 Mvmt Flow 17 60 226 20 38 230 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 542 236 0 0 246 0 Stage 1 236 ----- Stage 2 306 ----- Critical Hdwy 5.87 5.9 --4.14 - Critical Hdwy Stg 1 4.87 ----- Critical Hdwy Stg 2 4.87 ----- Follow-up Hdwy 3.563 3.3 --2.236 - Pot Cap-1 Maneuver 539 824 --1308 - Stage 1 823 ----- Stage 2 774 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 521 824 --1308 - Mov Cap-2 Maneuver 521 ----- Stage 1 796 ----- Stage 2 774 ----- Approach WB NB SB HCM Control Delay, s 10.5 0 1.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--729 1308 - HCM Lane V/C Ratio --0.106 0.029 - HCM Control Delay (s)--10.5 7.8 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.4 0.1 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_AMEX Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)29 31 46 210 203 44 Future Volume (vph)29 31 46 210 203 44 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 15 12 12 12 12 Grade (%)0%1%-1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.930 0.976 Flt Protected 0.977 0.991 Satd. Flow (prot)1794 0 0 1776 1777 0 Flt Permitted 0.977 0.991 Satd. Flow (perm)1794 0 0 1776 1777 0 Link Speed (mph)30 35 35 Link Distance (ft)470 561 698 Travel Time (s)10.7 10.9 13.6 Confl. Peds. (#/hr)1 1 1 1 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles (%)10%2%3%6%4%9% Adj. Flow (vph)35 38 56 256 248 54 Shared Lane Traffic (%) Lane Group Flow (vph)73 0 0 312 302 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)15 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 40.9%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_AMEX Synchro 10 Report Page 24 Intersection Int Delay, s/veh 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 29 31 46 210 203 44 Future Vol, veh/h 29 31 46 210 203 44 Conflicting Peds, #/hr 1 1 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --1 -1 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, %10 2 3 6 4 9 Mvmt Flow 35 38 56 256 248 54 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 645 277 303 0 -0 Stage 1 276 ----- Stage 2 369 ----- Critical Hdwy 6.5 6.22 4.13 --- Critical Hdwy Stg 1 5.5 ----- Critical Hdwy Stg 2 5.5 ----- Follow-up Hdwy 3.59 3.318 2.227 --- Pot Cap-1 Maneuver 424 762 1252 --- Stage 1 752 ----- Stage 2 682 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 401 760 1251 --- Mov Cap-2 Maneuver 401 ----- Stage 1 712 ----- Stage 2 681 ----- Approach EB NB SB HCM Control Delay, s 12.9 1.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1251 -530 -- HCM Lane V/C Ratio 0.045 -0.138 -- HCM Control Delay (s)8 0 12.9 -- HCM Lane LOS A A B -- HCM 95th %tile Q(veh)0.1 -0.5 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_AMEX Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)5 54 70 5 144 59 Future Volume (vph)5 54 70 5 144 59 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)13 13 11 11 12 12 Grade (%)0%-1%-3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.876 0.991 Flt Protected 0.996 0.966 Satd. Flow (prot)1623 0 1732 0 0 1762 Flt Permitted 0.996 0.966 Satd. Flow (perm)1623 0 1732 0 0 1762 Link Speed (mph)30 30 30 Link Distance (ft)73 545 349 Travel Time (s)1.7 12.4 7.9 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)0%6%6%0%6%5% Adj. Flow (vph)6 68 88 6 180 74 Shared Lane Traffic (%) Lane Group Flow (vph)74 0 94 0 0 254 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)13 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 28.0%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_AMEX Synchro 10 Report Page 26 Intersection Int Delay, s/veh 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 54 70 5 144 59 Future Vol, veh/h 5 54 70 5 144 59 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 --1 ---3 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %0 6 6 0 6 5 Mvmt Flow 6 68 88 6 180 74 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 525 91 0 0 94 0 Stage 1 91 ----- Stage 2 434 ----- Critical Hdwy 6.4 6.26 --4.16 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.354 --2.254 - Pot Cap-1 Maneuver 516 956 --1475 - Stage 1 938 ----- Stage 2 658 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 450 956 --1475 - Mov Cap-2 Maneuver 450 ----- Stage 1 819 ----- Stage 2 658 ----- Approach WB NB SB HCM Control Delay, s 9.5 0 5.5 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--873 1475 - HCM Lane V/C Ratio --0.084 0.122 - HCM Control Delay (s)--9.5 7.8 0 HCM Lane LOS --A A A HCM 95th %tile Q(veh)--0.3 0.4 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/23/2018 17000360A_PMEX Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 90 404 616 92 71 128 Future Volume (vph) 90 404 616 92 71 128 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1631 1792 1749 1517 1646 1538 Flt Permitted 0.273 0.950 Satd. Flow (perm) 467 1792 1749 1472 1601 1538 Right Turn on Red Yes No Satd. Flow (RTOR) 97 Link Speed (mph) 35 35 30 Link Distance (ft) 377 343 799 Travel Time (s) 7.3 6.7 18.2 Confl. Peds. (#/hr) 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 7% 6% 5% 10% 6% 5% Adj. Flow (vph) 100 449 684 102 79 142 Shared Lane Traffic (%) Lane Group Flow (vph) 100 449 684 102 79 142 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/23/2018 17000360A_PMEX Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 45.3 36.0 36.0 45.0 9.0 17.2 Actuated g/C Ratio 0.72 0.57 0.57 0.71 0.14 0.27 v/c Ratio 0.22 0.44 0.69 0.09 0.34 0.34 Control Delay 3.6 9.9 14.6 0.7 28.8 20.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.6 9.9 14.6 0.7 28.8 20.9 LOS A A B A C C Approach Delay 8.7 12.8 23.8 Approach LOS A B C Queue Length 50th (ft) 7 83 156 0 28 43 Queue Length 95th (ft) 20 170 321 7 64 86 Internal Link Dist (ft) 297 263 719 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 551 1020 995 1239 416 531 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.44 0.69 0.08 0.19 0.27 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 63.3 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 12.9 Intersection LOS: B Intersection Capacity Utilization 54.9% ICU Level of Service A Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/23/2018 17000360A_PMEX Synchro 10 Report Page 3 Analysis Period (min) 15 Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/23/2018 17000360A_PMEX Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 102 410 0 0 777 Future Volume (vph) 0 102 410 0 0 777 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1596 1792 0 0 1810 Flt Permitted Satd. Flow (perm) 0 1596 1792 0 0 1810 Link Speed (mph) 30 35 35 Link Distance (ft) 709 273 1105 Travel Time (s) 16.1 5.3 21.5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 0% 3% 6% 0% 0% 5% Adj. Flow (vph) 0 112 451 0 0 854 Shared Lane Traffic (%) Lane Group Flow (vph) 0 112 451 0 0 854 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 44.2% ICU Level of Service A Analysis Period (min) 15 Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/23/2018 17000360A_PMEX Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 102 410 0 0 777 Future Vol, veh/h 0 102 410 0 0 777 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 3 6 0 0 5 Mvmt Flow 0 112 451 0 0 854 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 451 0 - - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.23 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.327 - - - - Pot Cap-1 Maneuver 0 606 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 606 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 12.3 0 0 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 606 - HCM Lane V/C Ratio - 0.185 - HCM Control Delay (s) - 12.3 - HCM Lane LOS - B - HCM 95th %tile Q(veh) - 0.7 - Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/23/2018 17000360A_PMEX Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 34 0 200 0 0 0 0 556 221 178 410 141 Future Volume (vph) 34 0 200 0 0 0 0 556 221 178 410 141 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.962 0.962 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 0 1599 0 0 0 0 2031 0 1787 1801 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1805 0 1599 0 0 0 0 2031 0 1787 1801 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 153 463 273 308 Travel Time (s) 3.0 9.0 5.3 6.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 1% 0% 0% 0% 0% 2% 2% 1% 2% 0% Adj. Flow (vph) 37 0 217 0 0 0 0 604 240 193 446 153 Shared Lane Traffic (%) Lane Group Flow (vph) 37 0 217 0 0 0 0 844 0 193 599 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 36 12 12 12 Link Offset(ft) 0 26 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15 Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/23/2018 17000360A_PMEX Synchro 10 Report Page 7 Intersection Int Delay, s/veh 4.7 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 34 0 200 0 0 0 0 556 221 178 410 141 Future Vol, veh/h 34 0 200 0 0 0 0 556 221 178 410 141 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - Free - - None Storage Length - - 0 - - - - - - 0 - - Veh in Median Storage, # - 0 - - 17747 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 1 0 0 0 0 2 2 1 2 0 Mvmt Flow 37 0 217 0 0 0 0 604 240 193 446 153 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1513 - 604 - 0 - 604 0 0 Stage 1 604 - - - - - - - - Stage 2 909 - - - - - - - - Critical Hdwy 6.4 - 6.21 - - - 4.11 - - Critical Hdwy Stg 1 5.4 - - - - - - - - Critical Hdwy Stg 2 5.4 - - - - - - - - Follow-up Hdwy 3.5 - 3.309 - - - 2.209 - - Pot Cap-1 Maneuver 133 0 500 0 - 0 979 - - Stage 1 550 0 - 0 - 0 - - - Stage 2 396 0 - 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 107 0 500 - - - 979 - - Mov Cap-2 Maneuver 107 0 - - - - - - - Stage 1 442 0 - - - - - - - Stage 2 396 0 - - - - - - - Approach NB SE NW HCM Control Delay, s 23.1 0 2.3 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 107 500 979 - - - HCM Lane V/C Ratio 0.345 0.435 0.198 - - - HCM Control Delay (s) 55.4 17.6 9.6 - - - HCM Lane LOS F C A - - - HCM 95th %tile Q(veh) 1.4 2.2 0.7 - - - Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/23/2018 17000360A_PMEX Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 620 150 333 423 5 75 Future Volume (vph) 620 150 333 423 5 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.974 0.874 Flt Protected 0.950 0.997 Satd. Flow (prot) 1745 0 1770 1759 1582 0 Flt Permitted 0.950 0.997 Satd. Flow (perm) 1745 0 1770 1759 1582 0 Link Speed (mph) 35 35 30 Link Distance (ft) 94 308 121 Travel Time (s) 1.8 6.0 2.8 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 7% 2% 2% 8% 0% 5% Adj. Flow (vph) 705 170 378 481 6 85 Shared Lane Traffic (%) Lane Group Flow (vph) 875 0 378 481 91 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 75.1% ICU Level of Service D Analysis Period (min) 15 Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/23/2018 17000360A_PMEX Synchro 10 Report Page 9 Intersection Int Delay, s/veh 4.4 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 620 150 333 423 5 75 Future Vol, veh/h 620 150 333 423 5 75 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 7 2 2 8 0 5 Mvmt Flow 705 170 378 481 6 85 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 875 0 2027 790 Stage 1 - - - - 790 - Stage 2 - - - - 1237 - Critical Hdwy - - 4.12 - 6.4 6.25 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.345 Pot Cap-1 Maneuver - - 771 - 64 385 Stage 1 - - - - 451 - Stage 2 - - - - 276 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 771 - 33 385 Mov Cap-2 Maneuver - - - - 33 - Stage 1 - - - - 230 - Stage 2 - - - - 276 - Approach NB SB SW HCM Control Delay, s 0 6.2 30.3 HCM LOS D Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 771 - 231 HCM Lane V/C Ratio - - 0.491 - 0.394 HCM Control Delay (s) - - 14.1 - 30.3 HCM Lane LOS - - B - D HCM 95th %tile Q(veh) - - 2.7 - 1.8 Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/23/2018 17000360A_PMEX Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 4 750 409 19 20 193 Future Volume (vph) 4 750 409 19 20 193 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.994 0.878 Flt Protected 0.995 Satd. Flow (prot) 0 1776 1755 0 1616 0 Flt Permitted 0.995 Satd. Flow (perm) 0 1776 1755 0 1616 0 Link Speed (mph) 35 35 30 Link Distance (ft) 158 94 136 Travel Time (s) 3.1 1.8 3.1 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 7% 8% 0% 0% 3% Adj. Flow (vph) 5 852 465 22 23 219 Shared Lane Traffic (%) Lane Group Flow (vph) 0 857 487 0 242 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15 Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/23/2018 17000360A_PMEX Synchro 10 Report Page 11 Intersection Int Delay, s/veh 3.1 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 4 750 409 19 20 193 Future Vol, veh/h 4 750 409 19 20 193 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 7 8 0 0 3 Mvmt Flow 5 852 465 22 23 219 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 487 0 - 0 1338 476 Stage 1 - - - - 476 - Stage 2 - - - - 862 - Critical Hdwy 4.1 - - - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.327 Pot Cap-1 Maneuver 1086 - - - 170 587 Stage 1 - - - - 629 - Stage 2 - - - - 417 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1086 - - - 168 587 Mov Cap-2 Maneuver - - - - 168 - Stage 1 - - - - 623 - Stage 2 - - - - 417 - Approach NB SB NE HCM Control Delay, s 0 0 20.1 HCM LOS C Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 476 1086 - - - HCM Lane V/C Ratio 0.508 0.004 - - - HCM Control Delay (s) 20.1 8.3 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 2.8 0 - - - Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/23/2018 17000360A_PMEX Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 25 750 554 42 14 31 Future Volume (vph) 25 750 554 42 14 31 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 1810 1792 1509 1805 1429 Flt Permitted 0.363 0.950 Satd. Flow (perm) 690 1810 1792 1509 1805 1429 Right Turn on Red Yes Yes Satd. Flow (RTOR) 14 35 Link Speed (mph) 35 35 30 Link Distance (ft) 362 553 354 Travel Time (s) 7.1 10.8 8.0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 0% 5% 6% 7% 0% 13% Adj. Flow (vph) 28 843 622 47 16 35 Shared Lane Traffic (%) Lane Group Flow (vph) 28 843 622 47 16 35 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 17 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 2 1 0 0 2 2 Detector Template Leading Detector (ft) 83 6 0 0 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/23/2018 17000360A_PMEX Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0 Minimum Split (s) 9.0 16.0 16.0 10.0 10.0 Total Split (s) 20.0 65.0 45.0 35.0 35.0 Total Split (%) 20.0% 65.0% 45.0% 35.0% 35.0% Maximum Green (s) 14.0 59.0 39.0 30.0 30.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max C-Max None None Act Effct Green (s) 87.1 89.5 82.9 100.0 5.9 5.9 Actuated g/C Ratio 0.87 0.90 0.83 1.00 0.06 0.06 v/c Ratio 0.04 0.52 0.42 0.03 0.15 0.30 Control Delay 2.0 3.9 5.6 0.0 47.3 22.0 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 Total Delay 2.0 4.0 5.6 0.0 47.3 22.0 LOS A A A A D C Approach Delay 4.0 5.2 29.9 Approach LOS A A C Queue Length 50th (ft) 2 78 141 0 10 0 Queue Length 95th (ft) m8 262 228 0 30 30 Internal Link Dist (ft) 282 473 274 Turn Bay Length (ft) 100 100 200 Base Capacity (vph) 757 1620 1486 1509 541 453 Starvation Cap Reductn 0 109 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.56 0.42 0.03 0.03 0.08 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 50 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 5.3 Intersection LOS: A Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/23/2018 17000360A_PMEX Synchro 10 Report Page 14 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 775 526 59 Future Volume (vph) 0 0 0 775 526 59 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.986 Flt Protected Satd. Flow (prot) 0 0 0 1810 1759 0 Flt Permitted Satd. Flow (perm) 0 0 0 1810 1759 0 Link Speed (mph) 30 35 35 Link Distance (ft) 297 278 362 Travel Time (s) 6.8 5.4 7.1 Confl. Peds. (#/hr)10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 0% 0% 0% 5% 5% 20% Adj. Flow (vph) 0 0 0 871 591 66 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 871 657 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15 Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/23/2018 17000360A_PMEX Synchro 10 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 68 0 24 82 0 342 20 365 60 116 408 2 Future Volume (vph) 68 0 24 82 0 342 20 365 60 116 408 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 50 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.979 0.999 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 1335 0 0 1703 1495 1504 1796 0 1626 1843 0 Flt Permitted 0.950 0.950 0.473 0.333 Satd. Flow (perm) 1736 1335 0 0 1703 1495 749 1796 0 570 1843 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 395 380 8 Link Speed (mph) 30 30 35 35 Link Distance (ft) 298 262 413 278 Travel Time (s) 6.8 6.0 8.0 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 4% 0% 21% 6% 0% 8% 20% 3% 7% 11% 3% 0% Adj. Flow (vph) 76 0 27 91 0 380 22 406 67 129 453 2 Shared Lane Traffic (%) Lane Group Flow (vph) 76 27 0 0 91 380 22 473 0 129 455 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 Detector Template Left Leading Detector (ft) 83 83 20 115 35 83 6 83 6 Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 75 43 43 Detector 2 Size(ft) 40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/23/2018 17000360A_PMEX Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 4 4 4 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s) 35.0 35.0 20.0 20.0 20.0 15.0 30.0 15.0 30.0 Total Split (%) 35.0% 35.0% 20.0% 20.0% 20.0% 15.0% 30.0% 15.0% 30.0% Maximum Green (s) 30.0 30.0 14.0 14.0 14.0 9.0 24.0 9.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s)7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 8.9 8.9 10.9 10.9 55.9 50.6 65.0 60.4 Actuated g/C Ratio 0.09 0.09 0.11 0.11 0.56 0.51 0.65 0.60 v/c Ratio 0.49 0.06 0.49 0.76 0.05 0.52 0.28 0.41 Control Delay 53.5 0.2 49.5 14.6 10.4 22.8 6.7 11.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.5 0.2 49.5 14.6 10.4 22.8 6.7 11.8 LOS D A D B B C A B Approach Delay 39.5 21.4 22.3 10.7 Approach LOS D C C B Queue Length 50th (ft) 47 0 56 0 5 192 12 43 Queue Length 95th (ft) 90 0 97 84 19 #430 32 342 Internal Link Dist (ft) 218 182 333 198 Turn Bay Length (ft)50 100 250 Base Capacity (vph) 520 677 253 546 514 913 477 1113 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.04 0.36 0.70 0.04 0.52 0.27 0.41 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 19.0 Intersection LOS: B Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/23/2018 17000360A_PMEX Synchro 10 Report Page 17 Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/23/2018 17000360A_PMEX Synchro 10 Report Page 18 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 4 0 0 41 65 2 Future Volume (vph) 4 0 0 41 65 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 Flt Protected 0.950 Satd. Flow (prot) 1444 0 0 1776 1815 0 Flt Permitted 0.950 Satd. Flow (perm) 1444 0 0 1776 1815 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 369 263 Travel Time (s) 6.2 8.4 6.0 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 25% 0% 0% 7% 3% 50% Adj. Flow (vph) 5 0 0 47 74 2 Shared Lane Traffic (%) Lane Group Flow (vph) 5 0 0 47 76 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.5% ICU Level of Service A Analysis Period (min) 15 Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/23/2018 17000360A_PMEX Synchro 10 Report Page 19 Intersection Int Delay, s/veh 0.3 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 4 0 0 41 65 2 Future Vol, veh/h 4 0 0 41 65 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 25 0 0 7 3 50 Mvmt Flow 5 0 0 47 74 2 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 122 75 76 0 - 0 Stage 1 75 - - - - - Stage 2 47 - - - - - Critical Hdwy 6.65 6.2 4.1 - - - Critical Hdwy Stg 1 5.65 - - - - - Critical Hdwy Stg 2 5.65 - - - - - Follow-up Hdwy 3.725 3.3 2.2 - - - Pot Cap-1 Maneuver 821 992 1536 - - - Stage 1 893 - - - - - Stage 2 920 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 821 992 1536 - - - Mov Cap-2 Maneuver 821 - - - - - Stage 1 893 - - - - - Stage 2 920 - - - - - Approach SE NE SW HCM Control Delay, s 9.4 0 0 HCM LOS A Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h) 1536 - 821 - - HCM Lane V/C Ratio - - 0.006 - - HCM Control Delay (s) 0 - 9.4 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0 - - Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/23/2018 17000360A_PMEX Synchro 10 Report Page 20 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 30 70 343 38 64 428 Future Volume (vph) 30 70 343 38 64 428 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% -1% 0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.906 0.987 Flt Protected 0.985 0.994 Satd. Flow (prot) 1660 0 1819 0 0 1803 Flt Permitted 0.985 0.994 Satd. Flow (perm) 1660 0 1819 0 0 1803 Link Speed (mph) 30 35 35 Link Distance (ft) 838 844 1802 Travel Time (s) 19.0 16.4 35.1 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 4% 4% 0% 3% 5% Adj. Flow (vph) 33 76 373 41 70 465 Shared Lane Traffic (%) Lane Group Flow (vph) 109 0 414 0 0 535 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 62.7% ICU Level of Service B Analysis Period (min) 15 Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/23/2018 17000360A_PMEX Synchro 10 Report Page 21 Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 30 70 343 38 64 428 Future Vol, veh/h 30 70 343 38 64 428 Conflicting Peds, #/hr 1 1 0 1 1 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % -3 - -1 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 4 4 0 3 5 Mvmt Flow 33 76 373 41 70 465 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1001 396 0 0 415 0 Stage 1 395 - - - - - Stage 2 606 - - - - - Critical Hdwy 5.83 5.94 - - 4.13 - Critical Hdwy Stg 1 4.83 - - - - - Critical Hdwy Stg 2 4.83 - - - - - Follow-up Hdwy 3.527 3.336 - - 2.227 - Pot Cap-1 Maneuver 317 671 - - 1139 - Stage 1 725 - - - - - Stage 2 600 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 290 670 - - 1138 - Mov Cap-2 Maneuver 290 - - - - - Stage 1 664 - - - - - Stage 2 599 - - - - - Approach WB NB SB HCM Control Delay, s 14.7 0 1.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 481 1138 - HCM Lane V/C Ratio - - 0.226 0.061 - HCM Control Delay (s) - - 14.7 8.4 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.9 0.2 - Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/23/2018 17000360A_PMEX Synchro 10 Report Page 22 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 49 74 61 369 431 77 Future Volume (vph) 49 74 61 369 431 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 12 12 12 12 Grade (%) 0% 1% -1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.919 0.980 Flt Protected 0.980 0.993 Satd. Flow (prot) 1853 0 0 1838 1799 0 Flt Permitted 0.980 0.993 Satd. Flow (perm) 1853 0 0 1838 1799 0 Link Speed (mph) 30 35 35 Link Distance (ft) 470 561 698 Travel Time (s) 10.7 10.9 13.6 Confl. Peds. (#/hr) 2 2 2 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 4% 0% 3% 2% 4% 4% Adj. Flow (vph) 51 76 63 380 444 79 Shared Lane Traffic (%) Lane Group Flow (vph) 127 0 0 443 523 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 68.0% ICU Level of Service C Analysis Period (min) 15 Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/23/2018 17000360A_PMEX Synchro 10 Report Page 23 Intersection Int Delay, s/veh 2.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 49 74 61 369 431 77 Future Vol, veh/h 49 74 61 369 431 77 Conflicting Peds, #/hr 2 2 2 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 1 -1 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 4 0 3 2 4 4 Mvmt Flow 51 76 63 380 444 79 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 994 488 525 0 - 0 Stage 1 486 - - - - - Stage 2 508 - - - - - Critical Hdwy 6.44 6.2 4.13 - - - Critical Hdwy Stg 1 5.44 - - - - - Critical Hdwy Stg 2 5.44 - - - - - Follow-up Hdwy 3.536 3.3 2.227 - - - Pot Cap-1 Maneuver 269 584 1037 - - - Stage 1 614 - - - - - Stage 2 600 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 247 581 1035 - - - Mov Cap-2 Maneuver 247 - - - - - Stage 1 565 - - - - - Stage 2 599 - - - - - Approach EB NB SB HCM Control Delay, s 19.3 1.2 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1035 - 378 - - HCM Lane V/C Ratio 0.061 - 0.335 - - HCM Control Delay (s) 8.7 0 19.3 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.2 - 1.4 - - Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/23/2018 17000360A_PMEX Synchro 10 Report Page 24 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 10 167 67 5 230 169 Future Volume (vph) 10 167 67 5 230 169 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 11 11 12 12 Grade (%) 0% -1% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.872 0.990 Flt Protected 0.997 0.972 Satd. Flow (prot) 1691 0 1811 0 0 1848 Flt Permitted 0.997 0.972 Satd. Flow (perm) 1691 0 1811 0 0 1848 Link Speed (mph) 30 30 30 Link Distance (ft) 73 545 349 Travel Time (s) 1.7 12.4 7.9 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 1% 1% 0% 1% 2% Adj. Flow (vph) 11 190 76 6 261 192 Shared Lane Traffic (%) Lane Group Flow (vph) 201 0 82 0 0 453 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 13 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 45.8% ICU Level of Service A Analysis Period (min) 15 Year 2017/2018 Existing Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/23/2018 17000360A_PMEX Synchro 10 Report Page 25 Intersection Int Delay, s/veh 5.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 10 167 67 5 230 169 Future Vol, veh/h 10 167 67 5 230 169 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - -1 - - -3 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 1 1 0 1 2 Mvmt Flow 11 190 76 6 261 192 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 793 79 0 0 82 0 Stage 1 79 - - - - - Stage 2 714 - - - - - Critical Hdwy 6.4 6.21 - - 4.11 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.309 - - 2.209 - Pot Cap-1 Maneuver 360 984 - - 1522 - Stage 1 949 - - - - - Stage 2 489 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 291 984 - - 1522 - Mov Cap-2 Maneuver 291 - - - - - Stage 1 767 - - - - - Stage 2 489 - - - - - Approach WB NB SB HCM Control Delay, s 10.4 0 4.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 867 1522 - HCM Lane V/C Ratio - - 0.232 0.172 - HCM Control Delay (s) - - 10.4 7.9 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.9 0.6 - Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph)53 297 278 32 49 31 Future Volume (vph)53 297 278 32 49 31 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 11 13 11 12 Storage Length (ft)75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.97 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1728 1759 1749 1477 1616 1468 Flt Permitted 0.547 0.950 Satd. Flow (perm)989 1759 1749 1433 1567 1468 Right Turn on Red Yes No Satd. Flow (RTOR)39 Link Speed (mph)35 35 30 Link Distance (ft)377 343 799 Travel Time (s)7.3 6.7 18.2 Confl. Peds. (#/hr)10 10 10 10 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles (%)1%8%5%13%8%10% Adj. Flow (vph)65 362 339 39 60 38 Shared Lane Traffic (%) Lane Group Flow (vph)65 362 339 39 60 38 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)11 11 11 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft)18 66 166 166 18 18 Trailing Detector (ft)-8 60 160 160 -8 -8 Detector 1 Position(ft)-8 60 160 160 -8 -8 Detector 1 Size(ft)14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)12 12 12 Detector 2 Size(ft)6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s)5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s)8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s)13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%)12.7%40.2%40.2%20.6%20.6%26% Maximum Green (s)10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s)3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s)32.1 25.5 25.5 30.7 8.0 14.3 Actuated g/C Ratio 0.70 0.56 0.56 0.67 0.17 0.31 v/c Ratio 0.08 0.37 0.35 0.04 0.21 0.08 Control Delay 2.8 10.0 9.8 1.0 19.0 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.8 10.0 9.8 1.0 19.0 11.2 LOS A B A A B B Approach Delay 8.9 8.9 16.0 Approach LOS A A B Queue Length 50th (ft)4 64 59 0 14 7 Queue Length 95th (ft)10 103 96 3 35 19 Internal Link Dist (ft)297 263 719 Turn Bay Length (ft)75 200 250 Base Capacity (vph)905 1429 1421 1177 566 638 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.25 0.24 0.03 0.11 0.06 Intersection Summary Area Type:Other Cycle Length: 102 Actuated Cycle Length: 45.8 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.37 Intersection Signal Delay: 9.7 Intersection LOS: A You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 3 Intersection Capacity Utilization 38.3%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_AMNB Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 125 236 0 0 331 Future Volume (vph)0 125 236 0 0 331 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot)0 1627 1759 0 0 1810 Flt Permitted Satd. Flow (perm)0 1627 1759 0 0 1810 Link Speed (mph)30 35 35 Link Distance (ft)709 273 1105 Travel Time (s)16.1 5.3 21.5 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles (%)0%1%8%0%0%5% Adj. Flow (vph)0 151 284 0 0 399 Shared Lane Traffic (%) Lane Group Flow (vph)0 151 284 0 0 399 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)0 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 26.8%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_AMNB Synchro 10 Report Page 5 Intersection Int Delay, s/veh 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 125 236 0 0 331 Future Vol, veh/h 0 125 236 0 0 331 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, %0 1 8 0 0 5 Mvmt Flow 0 151 284 0 0 399 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -284 0 --- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.21 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.309 ---- Pot Cap-1 Maneuver 0 757 -0 0 - Stage 1 0 --0 0 - Stage 2 0 --0 0 - Platoon blocked, %-- Mov Cap-1 Maneuver -757 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 10.9 0 0 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h)-757 - HCM Lane V/C Ratio -0.199 - HCM Control Delay (s)-10.9 - HCM Lane LOS -B - HCM 95th %tile Q(veh)-0.7 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph)8 0 123 0 0 0 0 259 71 143 236 72 Future Volume (vph)8 0 123 0 0 0 0 259 71 143 236 72 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.971 0.965 Flt Protected 0.950 0.950 Satd. Flow (prot)1504 0 1553 0 0 0 0 1981 0 1703 1708 0 Flt Permitted 0.950 0.950 Satd. Flow (perm)1504 0 1553 0 0 0 0 1981 0 1703 1708 0 Link Speed (mph)35 35 35 35 Link Distance (ft)153 463 273 308 Travel Time (s)3.0 9.0 5.3 6.0 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%)20%0%4%0%0%0%0%6%4%6%9%2% Adj. Flow (vph)10 0 152 0 0 0 0 320 88 177 291 89 Shared Lane Traffic (%) Lane Group Flow (vph)10 0 152 0 0 0 0 408 0 177 380 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)36 12 12 12 Link Offset(ft)0 26 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 39.2%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 7 Intersection Int Delay, s/veh 3.3 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 8 0 123 0 0 0 0 259 71 143 236 72 Future Vol, veh/h 8 0 123 0 0 0 0 259 71 143 236 72 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --Free --None Storage Length --0 ------0 -- Veh in Median Storage, #-0 --17747 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 81 81 81 81 81 81 81 81 81 81 81 81 Heavy Vehicles, %20 0 4 0 0 0 0 6 4 6 9 2 Mvmt Flow 10 0 152 0 0 0 0 320 88 177 291 89 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1010 -320 -0 -320 0 0 Stage 1 320 -------- Stage 2 690 -------- Critical Hdwy 6.6 -6.24 ---4.16 -- Critical Hdwy Stg 1 5.6 -------- Critical Hdwy Stg 2 5.6 -------- Follow-up Hdwy 3.68 -3.336 ---2.254 -- Pot Cap-1 Maneuver 246 0 716 0 -0 1218 -- Stage 1 697 0 -0 -0 --- Stage 2 466 0 -0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver 210 0 716 ---1218 -- Mov Cap-2 Maneuver 210 0 ------- Stage 1 596 0 ------- Stage 2 466 0 ------- Approach NB SE NW HCM Control Delay, s 12.1 0 2.7 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h)210 716 1218 --- HCM Lane V/C Ratio 0.047 0.212 0.145 --- HCM Control Delay (s)23 11.4 8.5 --- HCM Lane LOS C B A --- HCM 95th %tile Q(veh)0.1 0.8 0.5 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_AMNB Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph)380 91 117 266 1 62 Future Volume (vph)380 91 117 266 1 62 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.974 0.867 Flt Protected 0.950 0.999 Satd. Flow (prot)1745 0 1770 1792 1498 0 Flt Permitted 0.950 0.999 Satd. Flow (perm)1745 0 1770 1792 1498 0 Link Speed (mph)35 35 30 Link Distance (ft)94 308 121 Travel Time (s)1.8 6.0 2.8 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)7%2%2%6%0%10% Adj. Flow (vph)475 114 146 333 1 78 Shared Lane Traffic (%) Lane Group Flow (vph)589 0 146 333 79 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 45.9%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_AMNB Synchro 10 Report Page 9 Intersection Int Delay, s/veh 2.1 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 380 91 117 266 1 62 Future Vol, veh/h 380 91 117 266 1 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --0 -0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %7 2 2 6 0 10 Mvmt Flow 475 114 146 333 1 78 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 589 0 1157 532 Stage 1 ----532 - Stage 2 ----625 - Critical Hdwy --4.12 -6.4 6.3 Critical Hdwy Stg 1 ----5.4 - Critical Hdwy Stg 2 ----5.4 - Follow-up Hdwy --2.218 -3.5 3.39 Pot Cap-1 Maneuver --986 -219 532 Stage 1 ----593 - Stage 2 ----537 - Platoon blocked, %--- Mov Cap-1 Maneuver --986 -187 532 Mov Cap-2 Maneuver ----187 - Stage 1 ----505 - Stage 2 ----537 - Approach NB SB SW HCM Control Delay, s 0 2.8 13.2 HCM LOS B Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h)--986 -517 HCM Lane V/C Ratio --0.148 -0.152 HCM Control Delay (s)--9.3 -13.2 HCM Lane LOS --A -B HCM 95th %tile Q(veh)--0.5 -0.5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)2 455 259 8 15 135 Future Volume (vph)2 455 259 8 15 135 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.879 Flt Protected 0.995 Satd. Flow (prot)0 1776 1788 0 1628 0 Flt Permitted 0.995 Satd. Flow (perm)0 1776 1788 0 1628 0 Link Speed (mph)35 35 30 Link Distance (ft)158 94 136 Travel Time (s)3.1 1.8 3.1 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)0%7%6%0%3%2% Adj. Flow (vph)3 569 324 10 19 169 Shared Lane Traffic (%) Lane Group Flow (vph)0 572 334 0 188 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)0 0 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 41.4%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 11 Intersection Int Delay, s/veh 2.3 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 2 455 259 8 15 135 Future Vol, veh/h 2 455 259 8 15 135 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %0 7 6 0 3 2 Mvmt Flow 3 569 324 10 19 169 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 334 0 -0 904 329 Stage 1 ----329 - Stage 2 ----575 - Critical Hdwy 4.1 ---6.43 6.22 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.2 ---3.527 3.318 Pot Cap-1 Maneuver 1237 ---306 712 Stage 1 ----727 - Stage 2 ----561 - Platoon blocked, %--- Mov Cap-1 Maneuver 1237 ---305 712 Mov Cap-2 Maneuver ----305 - Stage 1 ----724 - Stage 2 ----561 - Approach NB SB NE HCM Control Delay, s 0 0 13.2 HCM LOS B Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h)628 1237 --- HCM Lane V/C Ratio 0.299 0.002 --- HCM Control Delay (s)13.2 7.9 0 -- HCM Lane LOS B A A -- HCM 95th %tile Q(veh)1.2 0 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)19 426 369 17 34 31 Future Volume (vph)19 426 369 17 34 31 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1752 1810 1810 1482 1719 1568 Flt Permitted 0.421 0.950 Satd. Flow (perm)777 1810 1810 1482 1719 1568 Right Turn on Red Yes Yes Satd. Flow (RTOR)11 40 Link Speed (mph)35 35 30 Link Distance (ft)362 553 354 Travel Time (s)7.1 10.8 8.0 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 Growth Factor 93%100%100%100%100%100% Heavy Vehicles (%)3%5%5%9%5%3% Adj. Flow (vph)23 546 473 22 44 40 Shared Lane Traffic (%) Lane Group Flow (vph)23 546 473 22 44 40 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)12 12 17 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 0 0 2 2 Detector Template Leading Detector (ft)83 6 0 0 83 83 Trailing Detector (ft)-5 0 0 0 -5 -5 Detector 1 Position(ft)-5 0 0 0 -5 -5 Detector 1 Size(ft)40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 43 Detector 2 Size(ft)40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s)3.0 10.0 10.0 5.0 5.0 Minimum Split (s)9.0 16.0 16.0 10.0 10.0 Total Split (s)16.0 52.0 36.0 25.0 25.0 Total Split (%)20.8%67.5%46.8%32.5%32.5% Maximum Green (s)10.0 46.0 30.0 20.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s)51.0 53.4 51.2 64.3 6.3 6.3 Actuated g/C Ratio 0.79 0.83 0.80 1.00 0.10 0.10 v/c Ratio 0.03 0.36 0.33 0.01 0.26 0.21 Control Delay 2.8 3.6 5.4 0.0 30.1 12.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.8 3.6 5.4 0.0 30.1 12.5 LOS A A A A C B Approach Delay 3.6 5.2 21.7 Approach LOS A A C Queue Length 50th (ft)2 60 49 0 16 0 Queue Length 95th (ft)6 93 144 0 37 19 Internal Link Dist (ft)282 473 274 Turn Bay Length (ft)100 100 200 Base Capacity (vph)767 1503 1440 1482 535 515 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.36 0.33 0.01 0.08 0.08 Intersection Summary Area Type:Other Cycle Length: 77 Actuated Cycle Length: 64.3 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.36 Intersection Signal Delay: 5.6 Intersection LOS: A Intersection Capacity Utilization 35.8%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMNB Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/13/2018 17000360A_AMNB Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 445 238 162 Future Volume (vph)0 0 0 445 238 162 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.945 Flt Protected Satd. Flow (prot)0 0 0 1792 1720 0 Flt Permitted Satd. Flow (perm)0 0 0 1792 1720 0 Link Speed (mph)30 35 35 Link Distance (ft)297 278 362 Travel Time (s)6.8 5.4 7.1 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles (%)0%0%0%6%6%2% Adj. Flow (vph)0 0 0 563 301 205 Shared Lane Traffic (%) Lane Group Flow (vph)0 0 0 563 506 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 26.8%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMNB Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)89 6 48 16 5 132 47 223 21 50 185 3 Future Volume (vph)89 6 48 16 5 132 47 223 21 50 185 3 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft)25 25 50 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.866 0.850 0.987 0.997 Flt Protected 0.950 0.963 0.950 0.950 Satd. Flow (prot)1687 1616 0 0 1788 1524 1787 1794 0 1612 1823 0 Flt Permitted 0.950 0.963 0.613 0.538 Satd. Flow (perm)1687 1616 0 0 1788 1524 1153 1794 0 913 1823 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)59 163 5 1 Link Speed (mph)30 30 35 35 Link Distance (ft)298 262 413 278 Travel Time (s)6.8 6.0 8.0 5.4 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%)7%0%2%3%0%6%1%4%10%12%4%0% Adj. Flow (vph)110 7 59 20 6 163 58 275 26 62 228 4 Shared Lane Traffic (%) Lane Group Flow (vph)110 66 0 0 26 163 58 301 0 62 232 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 Detector Template Left Leading Detector (ft)83 83 20 115 35 83 6 83 6 Trailing Detector (ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft)40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 75 43 43 Detector 2 Size(ft)40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMNB Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 4 4 4 5 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s)10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s)25.0 25.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%)23.1%23.1%24.1%24.1%24.1%14.8%38.0%14.8%38.0% Maximum Green (s)20.0 20.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s)7.0 7.0 7.0 7.0 Flash Dont Walk (s)12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr)0 0 0 0 Act Effct Green (s)9.6 9.6 5.9 5.9 40.8 36.3 41.2 36.4 Actuated g/C Ratio 0.13 0.13 0.08 0.08 0.54 0.48 0.55 0.48 v/c Ratio 0.51 0.26 0.19 0.61 0.09 0.35 0.11 0.26 Control Delay 42.1 13.6 39.5 17.1 8.6 16.9 8.7 16.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.1 13.6 39.5 17.1 8.6 16.9 8.7 16.0 LOS D B D B A B A B Approach Delay 31.4 20.2 15.5 14.4 Approach LOS C C B B Queue Length 50th (ft)52 3 12 0 11 92 11 68 Queue Length 95th (ft)95 31 34 42 28 166 30 128 Internal Link Dist (ft)218 182 333 198 Turn Bay Length (ft)50 100 250 Base Capacity (vph)462 486 490 536 754 863 626 880 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.14 0.05 0.30 0.08 0.35 0.10 0.26 Intersection Summary Area Type:Other Cycle Length: 108 Actuated Cycle Length: 75.5 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 18.8 Intersection LOS: B Intersection Capacity Utilization 42.1%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMNB Synchro 10 Report Page 18 Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_AMNB Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph)3 0 0 62 24 12 Future Volume (vph)3 0 0 62 24 12 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.955 Flt Protected 0.950 Satd. Flow (prot)1805 0 0 1827 1680 0 Flt Permitted 0.950 Satd. Flow (perm)1805 0 0 1827 1680 0 Link Speed (mph)30 30 30 Link Distance (ft)271 369 263 Travel Time (s)6.2 8.4 6.0 Peak Hour Factor 0.55 0.55 0.55 0.55 0.55 0.55 Heavy Vehicles (%)0%0%0%4%12%0% Adj. Flow (vph)5 0 0 113 44 22 Shared Lane Traffic (%) Lane Group Flow (vph)5 0 0 113 66 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 13.3%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_AMNB Synchro 10 Report Page 20 Intersection Int Delay, s/veh 0.3 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 3 0 0 62 24 12 Future Vol, veh/h 3 0 0 62 24 12 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 55 55 55 55 55 55 Heavy Vehicles, %0 0 0 4 12 0 Mvmt Flow 5 0 0 113 44 22 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 168 55 66 0 -0 Stage 1 55 ----- Stage 2 113 ----- Critical Hdwy 6.4 6.2 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 --- Pot Cap-1 Maneuver 827 1018 1549 --- Stage 1 973 ----- Stage 2 917 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 827 1018 1549 --- Mov Cap-2 Maneuver 827 ----- Stage 1 973 ----- Stage 2 917 ----- Approach SE NE SW HCM Control Delay, s 9.4 0 0 HCM LOS A Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h)1549 -827 -- HCM Lane V/C Ratio --0.007 -- HCM Control Delay (s)0 -9.4 -- HCM Lane LOS A -A -- HCM 95th %tile Q(veh)0 -0 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_AMNB Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)15 55 208 18 35 212 Future Volume (vph)15 55 208 18 35 212 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-3%-1%0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.894 0.989 Flt Protected 0.989 0.993 Satd. Flow (prot)1680 0 1782 0 0 1814 Flt Permitted 0.989 0.993 Satd. Flow (perm)1680 0 1782 0 0 1814 Link Speed (mph)30 35 35 Link Distance (ft)838 844 1802 Travel Time (s)19.0 16.4 35.1 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%)7%0%6%6%4%4% Adj. Flow (vph)17 63 239 21 40 244 Shared Lane Traffic (%) Lane Group Flow (vph)80 0 260 0 0 284 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 39.4%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_AMNB Synchro 10 Report Page 22 Intersection Int Delay, s/veh 1.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 15 55 208 18 35 212 Future Vol, veh/h 15 55 208 18 35 212 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %-3 --1 --0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, %7 0 6 6 4 4 Mvmt Flow 17 63 239 21 40 244 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 574 250 0 0 260 0 Stage 1 250 ----- Stage 2 324 ----- Critical Hdwy 5.87 5.9 --4.14 - Critical Hdwy Stg 1 4.87 ----- Critical Hdwy Stg 2 4.87 ----- Follow-up Hdwy 3.563 3.3 --2.236 - Pot Cap-1 Maneuver 519 810 --1293 - Stage 1 813 ----- Stage 2 762 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 500 810 --1293 - Mov Cap-2 Maneuver 500 ----- Stage 1 784 ----- Stage 2 762 ----- Approach WB NB SB HCM Control Delay, s 10.7 0 1.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--715 1293 - HCM Lane V/C Ratio --0.113 0.031 - HCM Control Delay (s)--10.7 7.9 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.4 0.1 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_AMNB Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)30 33 48 222 215 46 Future Volume (vph)30 33 48 222 215 46 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 15 12 12 12 12 Grade (%)0%1%-1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.930 0.976 Flt Protected 0.977 0.991 Satd. Flow (prot)1794 0 0 1776 1777 0 Flt Permitted 0.977 0.991 Satd. Flow (perm)1794 0 0 1776 1777 0 Link Speed (mph)30 35 35 Link Distance (ft)470 561 698 Travel Time (s)10.7 10.9 13.6 Confl. Peds. (#/hr)1 1 1 1 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles (%)10%2%3%6%4%9% Adj. Flow (vph)37 40 59 271 262 56 Shared Lane Traffic (%) Lane Group Flow (vph)77 0 0 330 318 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)15 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 42.5%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_AMNB Synchro 10 Report Page 24 Intersection Int Delay, s/veh 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 30 33 48 222 215 46 Future Vol, veh/h 30 33 48 222 215 46 Conflicting Peds, #/hr 1 1 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --1 -1 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, %10 2 3 6 4 9 Mvmt Flow 37 40 59 271 262 56 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 681 292 319 0 -0 Stage 1 291 ----- Stage 2 390 ----- Critical Hdwy 6.5 6.22 4.13 --- Critical Hdwy Stg 1 5.5 ----- Critical Hdwy Stg 2 5.5 ----- Follow-up Hdwy 3.59 3.318 2.227 --- Pot Cap-1 Maneuver 404 747 1235 --- Stage 1 741 ----- Stage 2 667 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 381 745 1234 --- Mov Cap-2 Maneuver 381 ----- Stage 1 699 ----- Stage 2 666 ----- Approach EB NB SB HCM Control Delay, s 13.3 1.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1234 -512 -- HCM Lane V/C Ratio 0.047 -0.15 -- HCM Control Delay (s)8.1 0 13.3 -- HCM Lane LOS A A B -- HCM 95th %tile Q(veh)0.1 -0.5 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_AMNB Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)5 57 74 5 152 62 Future Volume (vph)5 57 74 5 152 62 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)13 13 11 11 12 12 Grade (%)0%-1%-3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.876 0.992 Flt Protected 0.996 0.966 Satd. Flow (prot)1623 0 1733 0 0 1762 Flt Permitted 0.996 0.966 Satd. Flow (perm)1623 0 1733 0 0 1762 Link Speed (mph)30 30 30 Link Distance (ft)73 545 349 Travel Time (s)1.7 12.4 7.9 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)0%6%6%0%6%5% Adj. Flow (vph)6 71 93 6 190 78 Shared Lane Traffic (%) Lane Group Flow (vph)77 0 99 0 0 268 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)13 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 28.8%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_AMNB Synchro 10 Report Page 26 Intersection Int Delay, s/veh 5.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 57 74 5 152 62 Future Vol, veh/h 5 57 74 5 152 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 --1 ---3 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %0 6 6 0 6 5 Mvmt Flow 6 71 93 6 190 78 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 554 96 0 0 99 0 Stage 1 96 ----- Stage 2 458 ----- Critical Hdwy 6.4 6.26 --4.16 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.354 --2.254 - Pot Cap-1 Maneuver 497 950 --1469 - Stage 1 933 ----- Stage 2 641 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 430 950 --1469 - Mov Cap-2 Maneuver 430 ----- Stage 1 807 ----- Stage 2 641 ----- Approach WB NB SB HCM Control Delay, s 9.6 0 5.6 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--866 1469 - HCM Lane V/C Ratio --0.089 0.129 - HCM Control Delay (s)--9.6 7.8 0 HCM Lane LOS --A A A HCM 95th %tile Q(veh)--0.3 0.4 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/23/2018 17000360A_PMNB Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 144 490 686 109 90 169 Future Volume (vph) 144 490 686 109 90 169 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1631 1792 1749 1517 1646 1538 Flt Permitted 0.201 0.950 Satd. Flow (perm) 344 1792 1749 1472 1602 1538 Right Turn on Red Yes No Satd. Flow (RTOR) 103 Link Speed (mph) 35 35 30 Link Distance (ft) 377 343 799 Travel Time (s) 7.3 6.7 18.2 Confl. Peds. (#/hr) 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 7% 6% 5% 10% 6% 5% Adj. Flow (vph) 160 544 762 121 100 188 Shared Lane Traffic (%) Lane Group Flow (vph) 160 544 762 121 100 188 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/23/2018 17000360A_PMNB Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 46.7 36.1 36.1 46.3 10.2 19.7 Actuated g/C Ratio 0.71 0.55 0.55 0.70 0.15 0.30 v/c Ratio 0.41 0.55 0.79 0.11 0.39 0.41 Control Delay 6.1 13.3 21.5 1.0 30.2 21.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.1 13.3 21.5 1.0 30.2 21.1 LOS A B C A C C Approach Delay 11.7 18.7 24.2 Approach LOS B B C Queue Length 50th (ft) 13 121 210 1 36 60 Queue Length 95th (ft) 35 268 #521 11 81 108 Internal Link Dist (ft) 297 263 719 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 467 982 959 1198 401 527 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.55 0.79 0.10 0.25 0.36 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 65.9 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 16.9 Intersection LOS: B Intersection Capacity Utilization 61.6% ICU Level of Service B Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/23/2018 17000360A_PMNB Synchro 10 Report Page 3 Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/23/2018 17000360A_PMNB Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 133 520 0 0 890 Future Volume (vph) 0 133 520 0 0 890 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1596 1792 0 0 1810 Flt Permitted Satd. Flow (perm) 0 1596 1792 0 0 1810 Link Speed (mph) 30 35 35 Link Distance (ft) 709 273 1105 Travel Time (s) 16.1 5.3 21.5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 0% 3% 6% 0% 0% 5% Adj. Flow (vph) 0 146 571 0 0 978 Shared Lane Traffic (%) Lane Group Flow (vph) 0 146 571 0 0 978 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/23/2018 17000360A_PMNB Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 133 520 0 0 890 Future Vol, veh/h 0 133 520 0 0 890 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 3 6 0 0 5 Mvmt Flow 0 146 571 0 0 978 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 571 0 - - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.23 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.327 - - - - Pot Cap-1 Maneuver 0 518 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 518 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 14.7 0 0 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 518 - HCM Lane V/C Ratio - 0.282 - HCM Control Delay (s) - 14.7 - HCM Lane LOS - B - HCM 95th %tile Q(veh) - 1.2 - Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/23/2018 17000360A_PMNB Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 36 0 238 0 0 0 0 640 250 244 520 149 Future Volume (vph) 36 0 238 0 0 0 0 640 250 244 520 149 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.962 0.967 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 0 1599 0 0 0 0 2031 0 1787 1809 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1805 0 1599 0 0 0 0 2031 0 1787 1809 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 153 463 273 308 Travel Time (s) 3.0 9.0 5.3 6.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 1% 0% 0% 0% 0% 2% 2% 1% 2% 0% Adj. Flow (vph) 39 0 259 0 0 0 0 696 272 265 565 162 Shared Lane Traffic (%) Lane Group Flow (vph) 39 0 259 0 0 0 0 968 0 265 727 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 36 12 12 12 Link Offset(ft) 0 26 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/23/2018 17000360A_PMNB Synchro 10 Report Page 7 Intersection Int Delay, s/veh 7.5 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 36 0 238 0 0 0 0 640 250 244 520 149 Future Vol, veh/h 36 0 238 0 0 0 0 640 250 244 520 149 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - Free - - None Storage Length - - 0 - - - - - - 0 - - Veh in Median Storage, # - 0 - - 17747 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 1 0 0 0 0 2 2 1 2 0 Mvmt Flow 39 0 259 0 0 0 0 696 272 265 565 162 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1872 - 696 - 0 - 696 0 0 Stage 1 696 - - - - - - - - Stage 2 1176 - - - - - - - - Critical Hdwy 6.4 - 6.21 - - - 4.11 - - Critical Hdwy Stg 1 5.4 - - - - - - - - Critical Hdwy Stg 2 5.4 - - - - - - - - Follow-up Hdwy 3.5 - 3.309 - - - 2.209 - - Pot Cap-1 Maneuver 80 0 443 0 - 0 905 - - Stage 1 498 0 - 0 - 0 - - - Stage 2 296 0 - 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 57 0 443 - - - 905 - - Mov Cap-2 Maneuver 57 0 - - - - - - - Stage 1 352 0 - - - - - - - Stage 2 296 0 - - - - - - - Approach NB SE NW HCM Control Delay, s 41 0 2.8 HCM LOS E Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 57 443 905 - - - HCM Lane V/C Ratio 0.686 0.584 0.293 - - - HCM Control Delay (s) 154.1 23.9 10.6 - - - HCM Lane LOS F C B - - - HCM 95th %tile Q(veh) 2.9 3.6 1.2 - - - Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/23/2018 17000360A_PMNB Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 773 214 369 509 5 104 Future Volume (vph) 773 214 369 509 5 104 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.971 0.872 Flt Protected 0.950 0.998 Satd. Flow (prot) 1742 0 1770 1759 1578 0 Flt Permitted 0.950 0.998 Satd. Flow (perm) 1742 0 1770 1759 1578 0 Link Speed (mph) 35 35 30 Link Distance (ft) 94 308 121 Travel Time (s) 1.8 6.0 2.8 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 7% 2% 2% 8% 0% 5% Adj. Flow (vph) 878 243 419 578 6 118 Shared Lane Traffic (%) Lane Group Flow (vph) 1121 0 419 578 124 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 90.8% ICU Level of Service E Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/23/2018 17000360A_PMNB Synchro 10 Report Page 9 Intersection Int Delay, s/veh 10 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 773 214 369 509 5 104 Future Vol, veh/h 773 214 369 509 5 104 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 7 2 2 8 0 5 Mvmt Flow 878 243 419 578 6 118 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1121 0 2416 1000 Stage 1 - - - - 1000 - Stage 2 - - - - 1416 - Critical Hdwy - - 4.12 - 6.4 6.25 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.345 Pot Cap-1 Maneuver - - 623 - 36 291 Stage 1 - - - - 359 - Stage 2 - - - - 226 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 623 - 12 291 Mov Cap-2 Maneuver - - - - 12 - Stage 1 - - - - 117 - Stage 2 - - - - 226 - Approach NB SB SW HCM Control Delay, s 0 9.2 107.3 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 623 - 141 HCM Lane V/C Ratio - - 0.673 - 0.878 HCM Control Delay (s) - - 21.8 - 107.3 HCM Lane LOS - - C - F HCM 95th %tile Q(veh) - - 5.1 - 5.8 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/23/2018 17000360A_PMNB Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 4 965 494 20 21 230 Future Volume (vph) 4 965 494 20 21 230 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.995 0.876 Flt Protected 0.996 Satd. Flow (prot) 0 1776 1756 0 1613 0 Flt Permitted 0.996 Satd. Flow (perm) 0 1776 1756 0 1613 0 Link Speed (mph) 35 35 30 Link Distance (ft) 158 94 136 Travel Time (s) 3.1 1.8 3.1 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 7% 8% 0% 0% 3% Adj. Flow (vph) 5 1097 561 23 24 261 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1102 584 0 285 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 76.0% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/23/2018 17000360A_PMNB Synchro 10 Report Page 11 Intersection Int Delay, s/veh 5.2 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 4 965 494 20 21 230 Future Vol, veh/h 4 965 494 20 21 230 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 7 8 0 0 3 Mvmt Flow 5 1097 561 23 24 261 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 584 0 - 0 1680 573 Stage 1 - - - - 573 - Stage 2 - - - - 1107 - Critical Hdwy 4.1 - - - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.327 Pot Cap-1 Maneuver 1001 - - - 105 517 Stage 1 - - - - 568 - Stage 2 - - - - 319 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1001 - - - 104 517 Mov Cap-2 Maneuver - - - - 104 - Stage 1 - - - - 561 - Stage 2 - - - - 319 - Approach NB SB NE HCM Control Delay, s 0 0 36.1 HCM LOS E Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 388 1001 - - - HCM Lane V/C Ratio 0.735 0.005 - - - HCM Control Delay (s) 36.1 8.6 0 - - HCM Lane LOS E A A - - HCM 95th %tile Q(veh) 5.8 0 - - - Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/23/2018 17000360A_PMNB Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 43 818 604 114 162 70 Future Volume (vph) 43 818 604 114 162 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 1810 1792 1509 1805 1429 Flt Permitted 0.280 0.950 Satd. Flow (perm) 532 1810 1792 1509 1805 1429 Right Turn on Red Yes Yes Satd. Flow (RTOR) 34 79 Link Speed (mph) 35 35 30 Link Distance (ft) 362 553 354 Travel Time (s) 7.1 10.8 8.0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 0% 5% 6% 7% 0% 13% Adj. Flow (vph) 48 919 679 128 182 79 Shared Lane Traffic (%) Lane Group Flow (vph) 48 919 679 128 182 79 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 17 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 2 1 0 0 2 2 Detector Template Leading Detector (ft) 83 6 0 0 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/23/2018 17000360A_PMNB Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0 Minimum Split (s) 9.0 16.0 16.0 10.0 10.0 Total Split (s) 20.0 65.0 45.0 35.0 35.0 Total Split (%) 20.0% 65.0% 45.0% 35.0% 35.0% Maximum Green (s) 14.0 59.0 39.0 30.0 30.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max C-Max None None Act Effct Green (s) 74.4 74.4 65.1 100.0 14.6 14.6 Actuated g/C Ratio 0.74 0.74 0.65 1.00 0.15 0.15 v/c Ratio 0.10 0.68 0.58 0.08 0.69 0.29 Control Delay 5.4 11.2 14.2 0.1 53.6 10.8 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 Total Delay 5.4 11.3 14.2 0.1 53.6 10.8 LOS A B B A D B Approach Delay 11.0 11.9 40.7 Approach LOS B B D Queue Length 50th (ft) 6 187 234 0 112 0 Queue Length 95th (ft) m19 489 409 0 169 38 Internal Link Dist (ft) 282 473 274 Turn Bay Length (ft) 100 100 200 Base Capacity (vph) 574 1346 1167 1509 541 484 Starvation Cap Reductn 0 37 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.70 0.58 0.08 0.34 0.16 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 15.2 Intersection LOS: B Intersection Capacity Utilization 61.2% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/23/2018 17000360A_PMNB Synchro 10 Report Page 14 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 862 611 62 Future Volume (vph) 0 0 0 862 611 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 Flt Protected Satd. Flow (prot) 0 0 0 1810 1765 0 Flt Permitted Satd. Flow (perm) 0 0 0 1810 1765 0 Link Speed (mph) 30 35 35 Link Distance (ft) 297 278 362 Travel Time (s) 6.8 5.4 7.1 Confl. Peds. (#/hr)10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 0% 0% 0% 5% 5% 20% Adj. Flow (vph) 0 0 0 969 687 70 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 969 757 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.7% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/23/2018 17000360A_PMNB Synchro 10 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 72 0 25 87 0 362 21 428 64 123 486 2 Future Volume (vph) 72 0 25 87 0 362 21 428 64 123 486 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 50 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.981 0.999 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 1335 0 0 1703 1495 1504 1801 0 1626 1843 0 Flt Permitted 0.950 0.950 0.399 0.269 Satd. Flow (perm) 1736 1335 0 0 1703 1495 632 1801 0 460 1843 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 369 402 7 Link Speed (mph) 30 30 35 35 Link Distance (ft) 298 262 413 278 Travel Time (s) 6.8 6.0 8.0 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 4% 0% 21% 6% 0% 8% 20% 3% 7% 11% 3% 0% Adj. Flow (vph) 80 0 28 97 0 402 23 476 71 137 540 2 Shared Lane Traffic (%) Lane Group Flow (vph) 80 28 0 0 97 402 23 547 0 137 542 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 Detector Template Left Leading Detector (ft) 83 83 20 115 35 83 6 83 6 Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 75 43 43 Detector 2 Size(ft) 40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/23/2018 17000360A_PMNB Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 4 4 4 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s) 35.0 35.0 20.0 20.0 20.0 15.0 30.0 15.0 30.0 Total Split (%) 35.0% 35.0% 20.0% 20.0% 20.0% 15.0% 30.0% 15.0% 30.0% Maximum Green (s) 30.0 30.0 14.0 14.0 14.0 9.0 24.0 9.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s)7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 9.1 9.1 11.4 11.4 54.7 49.3 64.4 59.7 Actuated g/C Ratio 0.09 0.09 0.11 0.11 0.55 0.49 0.64 0.60 v/c Ratio 0.51 0.06 0.50 0.76 0.06 0.61 0.34 0.49 Control Delay 53.6 0.2 49.0 14.3 11.1 26.4 7.1 9.9 Queue Delay 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 Total Delay 53.6 0.2 49.0 14.3 11.1 26.4 7.1 9.9 LOS D A D B B C A A Approach Delay 39.8 21.1 25.8 9.3 Approach LOS D C C A Queue Length 50th (ft) 49 0 60 0 5 242 14 56 Queue Length 95th (ft) 93 0 100 85 20 #570 30 #347 Internal Link Dist (ft) 218 182 333 198 Turn Bay Length (ft)50 100 250 Base Capacity (vph) 520 658 258 568 447 892 417 1099 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 5 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.04 0.38 0.71 0.05 0.61 0.33 0.49 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 19.3 Intersection LOS: B Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/23/2018 17000360A_PMNB Synchro 10 Report Page 17 Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/23/2018 17000360A_PMNB Synchro 10 Report Page 18 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 188 0 0 43 69 89 Future Volume (vph) 188 0 0 43 69 89 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.924 Flt Protected 0.950 Satd. Flow (prot) 1444 0 0 1776 1355 0 Flt Permitted 0.950 Satd. Flow (perm) 1444 0 0 1776 1355 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 369 263 Travel Time (s) 6.2 8.4 6.0 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 25% 0% 0% 7% 3% 50% Adj. Flow (vph) 214 0 0 49 78 101 Shared Lane Traffic (%) Lane Group Flow (vph) 214 0 0 49 179 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 26.2% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/23/2018 17000360A_PMNB Synchro 10 Report Page 19 Intersection Int Delay, s/veh 5.6 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 188 0 0 43 69 89 Future Vol, veh/h 188 0 0 43 69 89 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 25 0 0 7 3 50 Mvmt Flow 214 0 0 49 78 101 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 178 129 179 0 - 0 Stage 1 129 - - - - - Stage 2 49 - - - - - Critical Hdwy 6.65 6.2 4.1 - - - Critical Hdwy Stg 1 5.65 - - - - - Critical Hdwy Stg 2 5.65 - - - - - Follow-up Hdwy 3.725 3.3 2.2 - - - Pot Cap-1 Maneuver 762 926 1409 - - - Stage 1 843 - - - - - Stage 2 918 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 762 926 1409 - - - Mov Cap-2 Maneuver 762 - - - - - Stage 1 843 - - - - - Stage 2 918 - - - - - Approach SE NE SW HCM Control Delay, s 11.6 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h) 1409 - 762 - - HCM Lane V/C Ratio - - 0.28 - - HCM Control Delay (s) 0 - 11.6 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 1.1 - - Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/23/2018 17000360A_PMNB Synchro 10 Report Page 20 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 32 74 404 40 68 507 Future Volume (vph) 32 74 404 40 68 507 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% -1% 0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.906 0.988 Flt Protected 0.985 0.994 Satd. Flow (prot) 1660 0 1820 0 0 1803 Flt Permitted 0.985 0.994 Satd. Flow (perm) 1660 0 1820 0 0 1803 Link Speed (mph) 30 35 35 Link Distance (ft) 838 844 1802 Travel Time (s) 19.0 16.4 35.1 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 4% 4% 0% 3% 5% Adj. Flow (vph) 35 80 439 43 74 551 Shared Lane Traffic (%) Lane Group Flow (vph) 115 0 482 0 0 625 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/23/2018 17000360A_PMNB Synchro 10 Report Page 21 Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 32 74 404 40 68 507 Future Vol, veh/h 32 74 404 40 68 507 Conflicting Peds, #/hr 1 1 0 1 1 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % -3 - -1 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 4 4 0 3 5 Mvmt Flow 35 80 439 43 74 551 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1162 463 0 0 483 0 Stage 1 462 - - - - - Stage 2 700 - - - - - Critical Hdwy 5.83 5.94 - - 4.13 - Critical Hdwy Stg 1 4.83 - - - - - Critical Hdwy Stg 2 4.83 - - - - - Follow-up Hdwy 3.527 3.336 - - 2.227 - Pot Cap-1 Maneuver 260 618 - - 1074 - Stage 1 683 - - - - - Stage 2 551 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 234 617 - - 1073 - Mov Cap-2 Maneuver 234 - - - - - Stage 1 615 - - - - - Stage 2 550 - - - - - Approach WB NB SB HCM Control Delay, s 17.1 0 1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 413 1073 - HCM Lane V/C Ratio - - 0.279 0.069 - HCM Control Delay (s) - - 17.1 8.6 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.1 0.2 - Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/23/2018 17000360A_PMNB Synchro 10 Report Page 22 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 52 78 65 432 510 82 Future Volume (vph) 52 78 65 432 510 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 12 12 12 12 Grade (%) 0% 1% -1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.919 0.981 Flt Protected 0.980 0.993 Satd. Flow (prot) 1852 0 0 1838 1801 0 Flt Permitted 0.980 0.993 Satd. Flow (perm) 1852 0 0 1838 1801 0 Link Speed (mph) 30 35 35 Link Distance (ft) 470 561 698 Travel Time (s) 10.7 10.9 13.6 Confl. Peds. (#/hr) 2 2 2 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 4% 0% 3% 2% 4% 4% Adj. Flow (vph) 54 80 67 445 526 85 Shared Lane Traffic (%) Lane Group Flow (vph) 134 0 0 512 611 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 76.3% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/23/2018 17000360A_PMNB Synchro 10 Report Page 23 Intersection Int Delay, s/veh 3.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 52 78 65 432 510 82 Future Vol, veh/h 52 78 65 432 510 82 Conflicting Peds, #/hr 2 2 2 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 1 -1 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 4 0 3 2 4 4 Mvmt Flow 54 80 67 445 526 85 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1152 573 613 0 - 0 Stage 1 571 - - - - - Stage 2 581 - - - - - Critical Hdwy 6.44 6.2 4.13 - - - Critical Hdwy Stg 1 5.44 - - - - - Critical Hdwy Stg 2 5.44 - - - - - Follow-up Hdwy 3.536 3.3 2.227 - - - Pot Cap-1 Maneuver 217 523 961 - - - Stage 1 561 - - - - - Stage 2 555 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 196 521 959 - - - Mov Cap-2 Maneuver 196 - - - - - Stage 1 508 - - - - - Stage 2 554 - - - - - Approach EB NB SB HCM Control Delay, s 24.8 1.2 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 959 - 313 - - HCM Lane V/C Ratio 0.07 - 0.428 - - HCM Control Delay (s) 9 0 24.8 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.2 - 2.1 - - Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/23/2018 17000360A_PMNB Synchro 10 Report Page 24 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 11 203 71 5 315 179 Future Volume (vph) 11 203 71 5 315 179 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 11 11 12 12 Grade (%) 0% -1% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.872 0.991 Flt Protected 0.997 0.969 Satd. Flow (prot) 1691 0 1812 0 0 1844 Flt Permitted 0.997 0.969 Satd. Flow (perm) 1691 0 1812 0 0 1844 Link Speed (mph) 30 30 30 Link Distance (ft) 73 545 349 Travel Time (s) 1.7 12.4 7.9 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 1% 1% 0% 1% 2% Adj. Flow (vph) 13 231 81 6 358 203 Shared Lane Traffic (%) Lane Group Flow (vph) 244 0 87 0 0 561 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 13 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/23/2018 17000360A_PMNB Synchro 10 Report Page 25 Intersection Int Delay, s/veh 6.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 11 203 71 5 315 179 Future Vol, veh/h 11 203 71 5 315 179 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - -1 - - -3 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 1 1 0 1 2 Mvmt Flow 13 231 81 6 358 203 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1003 84 0 0 87 0 Stage 1 84 - - - - - Stage 2 919 - - - - - Critical Hdwy 6.4 6.21 - - 4.11 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.309 - - 2.209 - Pot Cap-1 Maneuver 271 978 - - 1515 - Stage 1 944 - - - - - Stage 2 392 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 199 978 - - 1515 - Mov Cap-2 Maneuver 199 - - - - - Stage 1 693 - - - - - Stage 2 392 - - - - - Approach WB NB SB HCM Control Delay, s 11.3 0 5.2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 814 1515 - HCM Lane V/C Ratio - - 0.299 0.236 - HCM Control Delay (s) - - 11.3 8.1 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1.3 0.9 - Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph)55 299 296 32 49 49 Future Volume (vph)55 299 296 32 49 49 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 11 13 11 12 Storage Length (ft)75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.97 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1728 1759 1749 1477 1616 1468 Flt Permitted 0.526 0.950 Satd. Flow (perm)951 1759 1749 1433 1567 1468 Right Turn on Red Yes No Satd. Flow (RTOR)39 Link Speed (mph)35 35 30 Link Distance (ft)377 343 799 Travel Time (s)7.3 6.7 18.2 Confl. Peds. (#/hr)10 10 10 10 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles (%)1%8%5%13%8%10% Adj. Flow (vph)67 365 361 39 60 60 Shared Lane Traffic (%) Lane Group Flow (vph)67 365 361 39 60 60 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)11 11 11 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft)18 66 166 166 18 18 Trailing Detector (ft)-8 60 160 160 -8 -8 Detector 1 Position(ft)-8 60 160 160 -8 -8 Detector 1 Size(ft)14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)12 12 12 Detector 2 Size(ft)6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s)5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s)8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s)13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%)12.7%40.2%40.2%20.6%20.6%26% Maximum Green (s)10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s)3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Vehicle Extension (s)1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s)32.1 25.5 25.5 30.6 8.0 14.3 Actuated g/C Ratio 0.70 0.56 0.56 0.67 0.17 0.31 v/c Ratio 0.09 0.37 0.37 0.04 0.21 0.13 Control Delay 2.8 10.1 10.1 1.0 19.1 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.8 10.1 10.1 1.0 19.1 11.6 LOS A B B A B B Approach Delay 9.0 9.2 15.3 Approach LOS A A B Queue Length 50th (ft)4 64 63 0 14 11 Queue Length 95th (ft)10 105 103 3 35 27 Internal Link Dist (ft)297 263 719 Turn Bay Length (ft)75 200 250 Base Capacity (vph)886 1429 1420 1176 566 638 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.26 0.25 0.03 0.11 0.09 Intersection Summary Area Type:Other Cycle Length: 102 Actuated Cycle Length: 45.8 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.37 Intersection Signal Delay: 9.9 Intersection LOS: A You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 3 Intersection Capacity Utilization 38.3%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_AMBD Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 125 240 0 0 367 Future Volume (vph)0 125 240 0 0 367 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot)0 1627 1759 0 0 1810 Flt Permitted Satd. Flow (perm)0 1627 1759 0 0 1810 Link Speed (mph)30 35 35 Link Distance (ft)709 273 1105 Travel Time (s)16.1 5.3 21.5 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles (%)0%1%8%0%0%5% Adj. Flow (vph)0 151 289 0 0 442 Shared Lane Traffic (%) Lane Group Flow (vph)0 151 289 0 0 442 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)0 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 27.0%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/13/2018 17000360A_AMBD Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 125 240 0 0 367 Future Vol, veh/h 0 125 240 0 0 367 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, %0 1 8 0 0 5 Mvmt Flow 0 151 289 0 0 442 Major/Minor Minor1 Major1 Major2 Conflicting Flow All -289 0 --- Stage 1 ------ Stage 2 ------ Critical Hdwy -6.21 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.309 ---- Pot Cap-1 Maneuver 0 752 -0 0 - Stage 1 0 --0 0 - Stage 2 0 --0 0 - Platoon blocked, %-- Mov Cap-1 Maneuver -752 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 11 0 0 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h)-752 - HCM Lane V/C Ratio -0.2 - HCM Control Delay (s)-11 - HCM Lane LOS -B - HCM 95th %tile Q(veh)-0.7 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph)8 0 177 0 0 0 0 295 71 148 240 72 Future Volume (vph)8 0 177 0 0 0 0 295 71 148 240 72 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.974 0.965 Flt Protected 0.950 0.950 Satd. Flow (prot)1504 0 1553 0 0 0 0 1986 0 1703 1707 0 Flt Permitted 0.950 0.950 Satd. Flow (perm)1504 0 1553 0 0 0 0 1986 0 1703 1707 0 Link Speed (mph)35 35 35 35 Link Distance (ft)153 463 273 308 Travel Time (s)3.0 9.0 5.3 6.0 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%)20%0%4%0%0%0%0%6%4%6%9%2% Adj. Flow (vph)10 0 219 0 0 0 0 364 88 183 296 89 Shared Lane Traffic (%) Lane Group Flow (vph)10 0 219 0 0 0 0 452 0 183 385 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)36 12 12 12 Link Offset(ft)0 26 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 41.4%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 7 Intersection Int Delay, s/veh 4 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 8 0 177 0 0 0 0 295 71 148 240 72 Future Vol, veh/h 8 0 177 0 0 0 0 295 71 148 240 72 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --Stop --None --Free --None Storage Length --0 ------0 -- Veh in Median Storage, #-0 --17747 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 81 81 81 81 81 81 81 81 81 81 81 81 Heavy Vehicles, %20 0 4 0 0 0 0 6 4 6 9 2 Mvmt Flow 10 0 219 0 0 0 0 364 88 183 296 89 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1071 -364 -0 -364 0 0 Stage 1 364 -------- Stage 2 707 -------- Critical Hdwy 6.6 -6.24 ---4.16 -- Critical Hdwy Stg 1 5.6 -------- Critical Hdwy Stg 2 5.6 -------- Follow-up Hdwy 3.68 -3.336 ---2.254 -- Pot Cap-1 Maneuver 226 0 676 0 -0 1173 -- Stage 1 665 0 -0 -0 --- Stage 2 457 0 -0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver 191 0 676 ---1173 -- Mov Cap-2 Maneuver 191 0 ------- Stage 1 561 0 ------- Stage 2 457 0 ------- Approach NB SE NW HCM Control Delay, s 13.3 0 2.8 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h)191 676 1173 --- HCM Lane V/C Ratio 0.052 0.323 0.156 --- HCM Control Delay (s)24.9 12.8 8.6 --- HCM Lane LOS C B A --- HCM 95th %tile Q(veh)0.2 1.4 0.6 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_AMBD Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph)389 96 117 356 1 62 Future Volume (vph)389 96 117 356 1 62 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.973 0.867 Flt Protected 0.950 0.999 Satd. Flow (prot)1744 0 1770 1792 1498 0 Flt Permitted 0.950 0.999 Satd. Flow (perm)1744 0 1770 1792 1498 0 Link Speed (mph)35 35 30 Link Distance (ft)94 308 121 Travel Time (s)1.8 6.0 2.8 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)7%2%2%6%0%10% Adj. Flow (vph)486 120 146 445 1 78 Shared Lane Traffic (%) Lane Group Flow (vph)606 0 146 445 79 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 46.7%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/13/2018 17000360A_AMBD Synchro 10 Report Page 9 Intersection Int Delay, s/veh 1.9 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 389 96 117 356 1 62 Future Vol, veh/h 389 96 117 356 1 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --0 -0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %7 2 2 6 0 10 Mvmt Flow 486 120 146 445 1 78 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 606 0 1283 546 Stage 1 ----546 - Stage 2 ----737 - Critical Hdwy --4.12 -6.4 6.3 Critical Hdwy Stg 1 ----5.4 - Critical Hdwy Stg 2 ----5.4 - Follow-up Hdwy --2.218 -3.5 3.39 Pot Cap-1 Maneuver --972 -184 522 Stage 1 ----584 - Stage 2 ----477 - Platoon blocked, %--- Mov Cap-1 Maneuver --972 -156 522 Mov Cap-2 Maneuver ----156 - Stage 1 ----496 - Stage 2 ----477 - Approach NB SB SW HCM Control Delay, s 0 2.3 13.5 HCM LOS B Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h)--972 -503 HCM Lane V/C Ratio --0.15 -0.157 HCM Control Delay (s)--9.4 -13.5 HCM Lane LOS --A -B HCM 95th %tile Q(veh)--0.5 -0.6 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)2 469 349 8 15 189 Future Volume (vph)2 469 349 8 15 189 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.875 Flt Protected 0.996 Satd. Flow (prot)0 1776 1789 0 1622 0 Flt Permitted 0.996 Satd. Flow (perm)0 1776 1789 0 1622 0 Link Speed (mph)35 35 30 Link Distance (ft)158 94 136 Travel Time (s)3.1 1.8 3.1 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)0%7%6%0%3%2% Adj. Flow (vph)3 586 436 10 19 236 Shared Lane Traffic (%) Lane Group Flow (vph)0 589 446 0 255 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)0 0 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 45.5%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 11 Intersection Int Delay, s/veh 3.3 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 2 469 349 8 15 189 Future Vol, veh/h 2 469 349 8 15 189 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %0 7 6 0 3 2 Mvmt Flow 3 586 436 10 19 236 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 446 0 -0 1033 441 Stage 1 ----441 - Stage 2 ----592 - Critical Hdwy 4.1 ---6.43 6.22 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy 2.2 ---3.527 3.318 Pot Cap-1 Maneuver 1125 ---256 616 Stage 1 ----646 - Stage 2 ----551 - Platoon blocked, %--- Mov Cap-1 Maneuver 1125 ---255 616 Mov Cap-2 Maneuver ----255 - Stage 1 ----643 - Stage 2 ----551 - Approach NB SB NE HCM Control Delay, s 0 0 16.8 HCM LOS C Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h)558 1125 --- HCM Lane V/C Ratio 0.457 0.002 --- HCM Control Delay (s)16.8 8.2 0 -- HCM Lane LOS C A A -- HCM 95th %tile Q(veh)2.4 0 --- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph)55 426 369 161 48 35 Future Volume (vph)55 426 369 161 48 35 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft)25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)1752 1810 1810 1482 1719 1568 Flt Permitted 0.396 0.950 Satd. Flow (perm)730 1810 1810 1482 1719 1568 Right Turn on Red Yes Yes Satd. Flow (RTOR)102 45 Link Speed (mph)35 35 30 Link Distance (ft)362 553 354 Travel Time (s)7.1 10.8 8.0 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 Growth Factor 93%100%100%100%100%100% Heavy Vehicles (%)3%5%5%9%5%3% Adj. Flow (vph)66 546 473 206 62 45 Shared Lane Traffic (%) Lane Group Flow (vph)66 546 473 206 62 45 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft)12 12 17 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Number of Detectors 2 1 0 0 2 2 Detector Template Leading Detector (ft)83 6 0 0 83 83 Trailing Detector (ft)-5 0 0 0 -5 -5 Detector 1 Position(ft)-5 0 0 0 -5 -5 Detector 1 Size(ft)40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 43 Detector 2 Size(ft)40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s)3.0 10.0 10.0 5.0 5.0 Minimum Split (s)9.0 16.0 16.0 10.0 10.0 Total Split (s)16.0 52.0 36.0 25.0 25.0 Total Split (%)20.8%67.5%46.8%32.5%32.5% Maximum Green (s)10.0 46.0 30.0 20.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s)49.0 50.1 43.1 65.0 7.0 7.0 Actuated g/C Ratio 0.75 0.77 0.66 1.00 0.11 0.11 v/c Ratio 0.10 0.39 0.39 0.14 0.34 0.22 Control Delay 3.3 4.6 9.4 0.2 31.3 11.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.3 4.6 9.4 0.2 31.3 11.7 LOS A A A A C B Approach Delay 4.4 6.6 23.1 Approach LOS A A C Queue Length 50th (ft)6 64 102 0 23 0 Queue Length 95th (ft)14 102 156 0 47 19 Internal Link Dist (ft)282 473 274 Turn Bay Length (ft)100 100 200 Base Capacity (vph)707 1395 1200 1482 529 514 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.39 0.39 0.14 0.12 0.09 Intersection Summary Area Type:Other Cycle Length: 77 Actuated Cycle Length: 65 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.39 Intersection Signal Delay: 6.9 Intersection LOS: A Intersection Capacity Utilization 41.1%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/13/2018 17000360A_AMBD Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/13/2018 17000360A_AMBD Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 0 481 242 162 Future Volume (vph)0 0 0 481 242 162 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.946 Flt Protected Satd. Flow (prot)0 0 0 1792 1722 0 Flt Permitted Satd. Flow (perm)0 0 0 1792 1722 0 Link Speed (mph)30 35 35 Link Distance (ft)297 278 362 Travel Time (s)6.8 5.4 7.1 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles (%)0%0%0%6%6%2% Adj. Flow (vph)0 0 0 609 306 205 Shared Lane Traffic (%) Lane Group Flow (vph)0 0 0 609 511 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 28.6%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMBD Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)89 6 48 16 5 132 47 259 21 50 189 3 Future Volume (vph)89 6 48 16 5 132 47 259 21 50 189 3 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft)25 25 50 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.866 0.850 0.989 0.997 Flt Protected 0.950 0.963 0.950 0.950 Satd. Flow (prot)1687 1616 0 0 1788 1524 1787 1799 0 1612 1823 0 Flt Permitted 0.950 0.963 0.608 0.492 Satd. Flow (perm)1687 1616 0 0 1788 1524 1144 1799 0 835 1823 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)59 163 4 1 Link Speed (mph)30 30 35 35 Link Distance (ft)298 262 413 278 Travel Time (s)6.8 6.0 8.0 5.4 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%)7%0%2%3%0%6%1%4%10%12%4%0% Adj. Flow (vph)110 7 59 20 6 163 58 320 26 62 233 4 Shared Lane Traffic (%) Lane Group Flow (vph)110 66 0 0 26 163 58 346 0 62 237 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 0 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 Detector Template Left Leading Detector (ft)83 83 20 115 35 83 6 83 6 Trailing Detector (ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft)-5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft)40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft)43 43 75 43 43 Detector 2 Size(ft)40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMBD Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 4 4 4 5 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s)10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s)25.0 25.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%)23.1%23.1%24.1%24.1%24.1%14.8%38.0%14.8%38.0% Maximum Green (s)20.0 20.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s)7.0 7.0 7.0 7.0 Flash Dont Walk (s)12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr)0 0 0 0 Act Effct Green (s)9.6 9.6 5.9 5.9 40.8 36.3 41.2 36.4 Actuated g/C Ratio 0.13 0.13 0.08 0.08 0.54 0.48 0.55 0.48 v/c Ratio 0.51 0.26 0.19 0.61 0.09 0.40 0.12 0.27 Control Delay 42.1 13.6 39.5 17.1 8.6 17.6 8.8 16.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.1 13.6 39.5 17.1 8.6 17.6 8.8 16.0 LOS D B D B A B A B Approach Delay 31.4 20.2 16.3 14.5 Approach LOS C C B B Queue Length 50th (ft)52 3 12 0 11 110 11 70 Queue Length 95th (ft)95 31 34 42 28 193 30 130 Internal Link Dist (ft)218 182 333 198 Turn Bay Length (ft)50 100 250 Base Capacity (vph)462 486 490 536 750 866 591 880 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.14 0.05 0.30 0.08 0.40 0.10 0.27 Intersection Summary Area Type:Other Cycle Length: 108 Actuated Cycle Length: 75.5 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 19.0 Intersection LOS: B Intersection Capacity Utilization 44.0%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/13/2018 17000360A_AMBD Synchro 10 Report Page 18 Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_AMBD Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph)21 0 0 62 24 192 Future Volume (vph)21 0 0 62 24 192 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.880 Flt Protected 0.950 Satd. Flow (prot)1805 0 0 1827 1650 0 Flt Permitted 0.950 Satd. Flow (perm)1805 0 0 1827 1650 0 Link Speed (mph)30 30 30 Link Distance (ft)271 369 263 Travel Time (s)6.2 8.4 6.0 Peak Hour Factor 0.55 0.55 0.55 0.55 0.55 0.55 Heavy Vehicles (%)0%0%0%4%12%0% Adj. Flow (vph)38 0 0 113 44 349 Shared Lane Traffic (%) Lane Group Flow (vph)38 0 0 113 393 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 23.1%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/13/2018 17000360A_AMBD Synchro 10 Report Page 20 Intersection Int Delay, s/veh 0.8 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 21 0 0 62 24 192 Future Vol, veh/h 21 0 0 62 24 192 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 55 55 55 55 55 55 Heavy Vehicles, %0 0 0 4 12 0 Mvmt Flow 38 0 0 113 44 349 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 332 219 393 0 -0 Stage 1 219 ----- Stage 2 113 ----- Critical Hdwy 6.4 6.2 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 --- Pot Cap-1 Maneuver 667 826 1177 --- Stage 1 822 ----- Stage 2 917 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 667 826 1177 --- Mov Cap-2 Maneuver 667 ----- Stage 1 822 ----- Stage 2 917 ----- Approach SE NE SW HCM Control Delay, s 10.7 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h)1177 -667 -- HCM Lane V/C Ratio --0.057 -- HCM Control Delay (s)0 -10.7 -- HCM Lane LOS A -B -- HCM 95th %tile Q(veh)0 -0.2 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_AMBD Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)15 55 244 18 35 216 Future Volume (vph)15 55 244 18 35 216 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-3%-1%0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.894 0.991 Flt Protected 0.989 0.993 Satd. Flow (prot)1680 0 1785 0 0 1814 Flt Permitted 0.989 0.993 Satd. Flow (perm)1680 0 1785 0 0 1814 Link Speed (mph)30 35 35 Link Distance (ft)838 844 1802 Travel Time (s)19.0 16.4 35.1 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%)7%0%6%6%4%4% Adj. Flow (vph)17 63 280 21 40 248 Shared Lane Traffic (%) Lane Group Flow (vph)80 0 301 0 0 288 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 41.5%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/13/2018 17000360A_AMBD Synchro 10 Report Page 22 Intersection Int Delay, s/veh 1.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 15 55 244 18 35 216 Future Vol, veh/h 15 55 244 18 35 216 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %-3 --1 --0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, %7 0 6 6 4 4 Mvmt Flow 17 63 280 21 40 248 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 619 291 0 0 301 0 Stage 1 291 ----- Stage 2 328 ----- Critical Hdwy 5.87 5.9 --4.14 - Critical Hdwy Stg 1 4.87 ----- Critical Hdwy Stg 2 4.87 ----- Follow-up Hdwy 3.563 3.3 --2.236 - Pot Cap-1 Maneuver 493 771 --1249 - Stage 1 784 ----- Stage 2 759 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 475 771 --1249 - Mov Cap-2 Maneuver 475 ----- Stage 1 755 ----- Stage 2 759 ----- Approach WB NB SB HCM Control Delay, s 11 0 1.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--680 1249 - HCM Lane V/C Ratio --0.118 0.032 - HCM Control Delay (s)--11 8 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.4 0.1 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_AMBD Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)30 33 48 258 219 46 Future Volume (vph)30 33 48 258 219 46 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 15 12 12 12 12 Grade (%)0%1%-1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.930 0.977 Flt Protected 0.977 0.992 Satd. Flow (prot)1794 0 0 1777 1779 0 Flt Permitted 0.977 0.992 Satd. Flow (perm)1794 0 0 1777 1779 0 Link Speed (mph)30 35 35 Link Distance (ft)470 561 698 Travel Time (s)10.7 10.9 13.6 Confl. Peds. (#/hr)1 1 1 1 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles (%)10%2%3%6%4%9% Adj. Flow (vph)37 40 59 315 267 56 Shared Lane Traffic (%) Lane Group Flow (vph)77 0 0 374 323 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)15 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 44.6%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/13/2018 17000360A_AMBD Synchro 10 Report Page 24 Intersection Int Delay, s/veh 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 30 33 48 258 219 46 Future Vol, veh/h 30 33 48 258 219 46 Conflicting Peds, #/hr 1 1 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 --0 0 - Grade, %0 --1 -1 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, %10 2 3 6 4 9 Mvmt Flow 37 40 59 315 267 56 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 730 297 324 0 -0 Stage 1 296 ----- Stage 2 434 ----- Critical Hdwy 6.5 6.22 4.13 --- Critical Hdwy Stg 1 5.5 ----- Critical Hdwy Stg 2 5.5 ----- Follow-up Hdwy 3.59 3.318 2.227 --- Pot Cap-1 Maneuver 378 742 1230 --- Stage 1 737 ----- Stage 2 637 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 355 740 1229 --- Mov Cap-2 Maneuver 355 ----- Stage 1 694 ----- Stage 2 636 ----- Approach EB NB SB HCM Control Delay, s 13.8 1.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1229 -488 -- HCM Lane V/C Ratio 0.048 -0.157 -- HCM Control Delay (s)8.1 0 13.8 -- HCM Lane LOS A A B -- HCM 95th %tile Q(veh)0.1 -0.6 -- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_AMBD Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)5 111 74 5 157 62 Future Volume (vph)5 111 74 5 157 62 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)13 13 11 11 12 12 Grade (%)0%-1%-3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 0.992 Flt Protected 0.998 0.965 Satd. Flow (prot)1614 0 1733 0 0 1760 Flt Permitted 0.998 0.965 Satd. Flow (perm)1614 0 1733 0 0 1760 Link Speed (mph)30 30 30 Link Distance (ft)73 545 349 Travel Time (s)1.7 12.4 7.9 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)0%6%6%0%6%5% Adj. Flow (vph)6 139 93 6 196 78 Shared Lane Traffic (%) Lane Group Flow (vph)145 0 99 0 0 274 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)13 0 0 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 32.4%ICU Level of Service A Analysis Period (min) 15 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/13/2018 17000360A_AMBD Synchro 10 Report Page 26 Intersection Int Delay, s/veh 5.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 111 74 5 157 62 Future Vol, veh/h 5 111 74 5 157 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 --1 ---3 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %0 6 6 0 6 5 Mvmt Flow 6 139 93 6 196 78 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 566 96 0 0 99 0 Stage 1 96 ----- Stage 2 470 ----- Critical Hdwy 6.4 6.26 --4.16 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.354 --2.254 - Pot Cap-1 Maneuver 489 950 --1469 - Stage 1 933 ----- Stage 2 633 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 421 950 --1469 - Mov Cap-2 Maneuver 421 ----- Stage 1 803 ----- Stage 2 633 ----- Approach WB NB SB HCM Control Delay, s 9.8 0 5.6 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--901 1469 - HCM Lane V/C Ratio --0.161 0.134 - HCM Control Delay (s)--9.8 7.8 0 HCM Lane LOS --A A A HCM 95th %tile Q(veh)--0.6 0.5 - You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/23/2018 17000360A_PMBD Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 143 490 679 109 90 162 Future Volume (vph) 143 490 679 109 90 162 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1631 1792 1749 1517 1646 1538 Flt Permitted 0.209 0.950 Satd. Flow (perm) 358 1792 1749 1472 1602 1538 Right Turn on Red Yes No Satd. Flow (RTOR) 104 Link Speed (mph) 35 35 30 Link Distance (ft) 377 343 799 Travel Time (s) 7.3 6.7 18.2 Confl. Peds. (#/hr) 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 7% 6% 5% 10% 6% 5% Adj. Flow (vph) 159 544 754 121 100 180 Shared Lane Traffic (%) Lane Group Flow (vph) 159 544 754 121 100 180 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/23/2018 17000360A_PMBD Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 46.6 36.1 36.1 46.1 9.9 19.4 Actuated g/C Ratio 0.71 0.55 0.55 0.70 0.15 0.30 v/c Ratio 0.40 0.55 0.78 0.11 0.40 0.40 Control Delay 5.8 13.1 20.7 1.0 30.6 20.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.8 13.1 20.7 1.0 30.6 20.9 LOS A B C A C C Approach Delay 11.4 17.9 24.4 Approach LOS B B C Queue Length 50th (ft) 13 119 202 1 36 57 Queue Length 95th (ft) 34 265 #508 11 81 105 Internal Link Dist (ft) 297 263 719 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 477 987 963 1203 402 527 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.55 0.78 0.10 0.25 0.34 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 65.6 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 16.4 Intersection LOS: B Intersection Capacity Utilization 61.2% ICU Level of Service B Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)08/23/2018 17000360A_PMBD Synchro 10 Report Page 3 Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/23/2018 17000360A_PMBD Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 133 519 0 0 876 Future Volume (vph) 0 133 519 0 0 876 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1596 1792 0 0 1810 Flt Permitted Satd. Flow (perm) 0 1596 1792 0 0 1810 Link Speed (mph) 30 35 35 Link Distance (ft) 709 273 1105 Travel Time (s) 16.1 5.3 21.5 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 0% 3% 6% 0% 0% 5% Adj. Flow (vph) 0 146 570 0 0 963 Shared Lane Traffic (%) Lane Group Flow (vph) 0 146 570 0 0 963 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 49.4% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 08/23/2018 17000360A_PMBD Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 133 519 0 0 876 Future Vol, veh/h 0 133 519 0 0 876 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 3 6 0 0 5 Mvmt Flow 0 146 570 0 0 963 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 570 0 - - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.23 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.327 - - - - Pot Cap-1 Maneuver 0 519 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 519 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 14.6 0 0 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 519 - HCM Lane V/C Ratio - 0.282 - HCM Control Delay (s) - 14.6 - HCM Lane LOS - B - HCM 95th %tile Q(veh) - 1.1 - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/23/2018 17000360A_PMBD Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 36 0 217 0 0 0 0 626 250 243 519 149 Future Volume (vph) 36 0 217 0 0 0 0 626 250 243 519 149 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.961 0.967 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 0 1599 0 0 0 0 2029 0 1787 1809 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1805 0 1599 0 0 0 0 2029 0 1787 1809 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 153 463 273 308 Travel Time (s) 3.0 9.0 5.3 6.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 1% 0% 0% 0% 0% 2% 2% 1% 2% 0% Adj. Flow (vph) 39 0 236 0 0 0 0 680 272 264 564 162 Shared Lane Traffic (%) Lane Group Flow (vph) 39 0 236 0 0 0 0 952 0 264 726 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 36 12 12 12 Link Offset(ft) 0 26 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)08/23/2018 17000360A_PMBD Synchro 10 Report Page 7 Intersection Int Delay, s/veh 7 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 36 0 217 0 0 0 0 626 250 243 519 149 Future Vol, veh/h 36 0 217 0 0 0 0 626 250 243 519 149 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - Free - - None Storage Length - - 0 - - - - - - 0 - - Veh in Median Storage, # - 0 - - 17747 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 1 0 0 0 0 2 2 1 2 0 Mvmt Flow 39 0 236 0 0 0 0 680 272 264 564 162 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1853 - 680 - 0 - 680 0 0 Stage 1 680 - - - - - - - - Stage 2 1173 - - - - - - - - Critical Hdwy 6.4 - 6.21 - - - 4.11 - - Critical Hdwy Stg 1 5.4 - - - - - - - - Critical Hdwy Stg 2 5.4 - - - - - - - - Follow-up Hdwy 3.5 - 3.309 - - - 2.209 - - Pot Cap-1 Maneuver 82 0 453 0 - 0 917 - - Stage 1 507 0 - 0 - 0 - - - Stage 2 297 0 - 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 58 0 453 - - - 917 - - Mov Cap-2 Maneuver 58 0 - - - - - - - Stage 1 361 0 - - - - - - - Stage 2 297 0 - - - - - - - Approach NB SE NW HCM Control Delay, s 39.5 0 2.8 HCM LOS E Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 58 453 917 - - - HCM Lane V/C Ratio 0.675 0.521 0.288 - - - HCM Control Delay (s) 149.4 21.3 10.5 - - - HCM Lane LOS F C B - - - HCM 95th %tile Q(veh) 2.8 2.9 1.2 - - - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/23/2018 17000360A_PMBD Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 771 213 369 474 5 104 Future Volume (vph) 771 213 369 474 5 104 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.971 0.872 Flt Protected 0.950 0.998 Satd. Flow (prot) 1742 0 1770 1759 1578 0 Flt Permitted 0.950 0.998 Satd. Flow (perm) 1742 0 1770 1759 1578 0 Link Speed (mph) 35 35 30 Link Distance (ft) 94 308 121 Travel Time (s) 1.8 6.0 2.8 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 7% 2% 2% 8% 0% 5% Adj. Flow (vph) 876 242 419 539 6 118 Shared Lane Traffic (%) Lane Group Flow (vph) 1118 0 419 539 124 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 90.7% ICU Level of Service E Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/23/2018 17000360A_PMBD Synchro 10 Report Page 9 Intersection Int Delay, s/veh 9.6 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 771 213 369 474 5 104 Future Vol, veh/h 771 213 369 474 5 104 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 7 2 2 8 0 5 Mvmt Flow 876 242 419 539 6 118 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1118 0 2374 997 Stage 1 - - - - 997 - Stage 2 - - - - 1377 - Critical Hdwy - - 4.12 - 6.4 6.25 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.345 Pot Cap-1 Maneuver - - 625 - 39 292 Stage 1 - - - - 360 - Stage 2 - - - - 237 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 625 - 13 292 Mov Cap-2 Maneuver - - - - 13 - Stage 1 - - - - 119 - Stage 2 - - - - 237 - Approach NB SB SW HCM Control Delay, s 0 9.5 96.7 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 625 - 147 HCM Lane V/C Ratio - - 0.671 - 0.843 HCM Control Delay (s) - - 21.7 - 96.7 HCM Lane LOS - - C - F HCM 95th %tile Q(veh) - - 5.1 - 5.5 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/23/2018 17000360A_PMBD Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 4 962 459 20 21 209 Future Volume (vph) 4 962 459 20 21 209 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.994 0.877 Flt Protected 0.995 Satd. Flow (prot) 0 1776 1754 0 1614 0 Flt Permitted 0.995 Satd. Flow (perm) 0 1776 1754 0 1614 0 Link Speed (mph) 35 35 30 Link Distance (ft) 158 94 136 Travel Time (s) 3.1 1.8 3.1 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 7% 8% 0% 0% 3% Adj. Flow (vph) 5 1093 522 23 24 238 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1098 545 0 262 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 74.6% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/23/2018 17000360A_PMBD Synchro 10 Report Page 11 Intersection Int Delay, s/veh 4 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 4 962 459 20 21 209 Future Vol, veh/h 4 962 459 20 21 209 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 7 8 0 0 3 Mvmt Flow 5 1093 522 23 24 238 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 545 0 - 0 1637 534 Stage 1 - - - - 534 - Stage 2 - - - - 1103 - Critical Hdwy 4.1 - - - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.327 Pot Cap-1 Maneuver 1034 - - - 112 544 Stage 1 - - - - 592 - Stage 2 - - - - 321 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1034 - - - 111 544 Mov Cap-2 Maneuver - - - - 111 - Stage 1 - - - - 585 - Stage 2 - - - - 321 - Approach NB SB NE HCM Control Delay, s 0 0 29.3 HCM LOS D Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 401 1034 - - - HCM Lane V/C Ratio 0.652 0.004 - - - HCM Control Delay (s) 29.3 8.5 0 - - HCM Lane LOS D A A - - HCM 95th %tile Q(veh) 4.5 0 - - - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/23/2018 17000360A_PMBD Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 30 818 604 58 159 69 Future Volume (vph) 30 818 604 58 159 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 1810 1792 1509 1805 1429 Flt Permitted 0.286 0.950 Satd. Flow (perm) 543 1810 1792 1509 1805 1429 Right Turn on Red Yes Yes Satd. Flow (RTOR) 17 78 Link Speed (mph) 35 35 30 Link Distance (ft) 362 553 354 Travel Time (s) 7.1 10.8 8.0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 0% 5% 6% 7% 0% 13% Adj. Flow (vph) 34 919 679 65 179 78 Shared Lane Traffic (%) Lane Group Flow (vph) 34 919 679 65 179 78 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 17 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 2 1 0 0 2 2 Detector Template Leading Detector (ft) 83 6 0 0 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)08/23/2018 17000360A_PMBD Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0 Minimum Split (s) 9.0 16.0 16.0 10.0 10.0 Total Split (s) 20.0 65.0 45.0 35.0 35.0 Total Split (%) 20.0% 65.0% 45.0% 35.0% 35.0% Maximum Green (s) 14.0 59.0 39.0 30.0 30.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max C-Max None None Act Effct Green (s) 74.5 74.5 67.7 100.0 14.5 14.5 Actuated g/C Ratio 0.74 0.74 0.68 1.00 0.14 0.14 v/c Ratio 0.07 0.68 0.56 0.04 0.69 0.29 Control Delay 5.3 11.1 12.8 0.1 53.6 11.0 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 Total Delay 5.3 11.2 12.8 0.1 53.6 11.0 LOS A B B A D B Approach Delay 11.0 11.7 40.7 Approach LOS B B D Queue Length 50th (ft) 4 189 232 0 110 0 Queue Length 95th (ft) m14 488 402 0 168 37 Internal Link Dist (ft) 282 473 274 Turn Bay Length (ft) 100 100 200 Base Capacity (vph) 581 1349 1212 1509 541 483 Starvation Cap Reductn 0 37 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.70 0.56 0.04 0.33 0.16 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 15.2 Intersection LOS: B Intersection Capacity Utilization 61.0% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/23/2018 17000360A_PMBD Synchro 10 Report Page 14 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 849 610 62 Future Volume (vph) 0 0 0 849 610 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.987 Flt Protected Satd. Flow (prot) 0 0 0 1810 1763 0 Flt Permitted Satd. Flow (perm) 0 0 0 1810 1763 0 Link Speed (mph) 30 35 35 Link Distance (ft) 297 278 362 Travel Time (s) 6.8 5.4 7.1 Confl. Peds. (#/hr)10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 0% 0% 0% 5% 5% 20% Adj. Flow (vph) 0 0 0 954 685 70 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 954 755 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/23/2018 17000360A_PMBD Synchro 10 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 72 0 25 87 0 362 21 415 64 123 485 2 Future Volume (vph) 72 0 25 87 0 362 21 415 64 123 485 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 50 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.980 0.999 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 1335 0 0 1703 1495 1504 1798 0 1626 1843 0 Flt Permitted 0.950 0.950 0.400 0.280 Satd. Flow (perm) 1736 1335 0 0 1703 1495 633 1798 0 479 1843 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 369 402 7 Link Speed (mph) 30 30 35 35 Link Distance (ft) 298 262 413 278 Travel Time (s) 6.8 6.0 8.0 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 4% 0% 21% 6% 0% 8% 20% 3% 7% 11% 3% 0% Adj. Flow (vph) 80 0 28 97 0 402 23 461 71 137 539 2 Shared Lane Traffic (%) Lane Group Flow (vph) 80 28 0 0 97 402 23 532 0 137 541 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 Detector Template Left Leading Detector (ft) 83 83 20 115 35 83 6 83 6 Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 75 43 43 Detector 2 Size(ft) 40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/23/2018 17000360A_PMBD Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 4 4 4 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s) 35.0 35.0 20.0 20.0 20.0 15.0 30.0 15.0 30.0 Total Split (%) 35.0% 35.0% 20.0% 20.0% 20.0% 15.0% 30.0% 15.0% 30.0% Maximum Green (s) 30.0 30.0 14.0 14.0 14.0 9.0 24.0 9.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s)7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 9.1 9.1 11.4 11.4 54.7 49.3 64.4 59.7 Actuated g/C Ratio 0.09 0.09 0.11 0.11 0.55 0.49 0.64 0.60 v/c Ratio 0.51 0.06 0.50 0.76 0.06 0.60 0.33 0.49 Control Delay 53.6 0.2 49.0 14.3 11.1 26.0 7.0 10.0 Queue Delay 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 Total Delay 53.6 0.2 49.0 14.3 11.1 26.0 7.0 10.0 LOS D A D B B C A B Approach Delay 39.8 21.1 25.4 9.4 Approach LOS D C C A Queue Length 50th (ft) 49 0 60 0 5 233 14 56 Queue Length 95th (ft) 93 0 100 85 20 #549 30 #360 Internal Link Dist (ft) 218 182 333 198 Turn Bay Length (ft)50 100 250 Base Capacity (vph) 520 658 258 568 447 890 427 1099 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 5 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.04 0.38 0.71 0.05 0.60 0.32 0.49 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 19.2 Intersection LOS: B Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/23/2018 17000360A_PMBD Synchro 10 Report Page 17 Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/23/2018 17000360A_PMBD Synchro 10 Report Page 18 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 184 0 0 43 69 20 Future Volume (vph) 184 0 0 43 69 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.969 Flt Protected 0.950 Satd. Flow (prot) 1444 0 0 1776 1619 0 Flt Permitted 0.950 Satd. Flow (perm) 1444 0 0 1776 1619 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 369 263 Travel Time (s) 6.2 8.4 6.0 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 25% 0% 0% 7% 3% 50% Adj. Flow (vph) 209 0 0 49 78 23 Shared Lane Traffic (%) Lane Group Flow (vph) 209 0 0 49 101 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.7% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 08/23/2018 17000360A_PMBD Synchro 10 Report Page 19 Intersection Int Delay, s/veh 6.5 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 184 0 0 43 69 20 Future Vol, veh/h 184 0 0 43 69 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 25 0 0 7 3 50 Mvmt Flow 209 0 0 49 78 23 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 139 90 101 0 - 0 Stage 1 90 - - - - - Stage 2 49 - - - - - Critical Hdwy 6.65 6.2 4.1 - - - Critical Hdwy Stg 1 5.65 - - - - - Critical Hdwy Stg 2 5.65 - - - - - Follow-up Hdwy 3.725 3.3 2.2 - - - Pot Cap-1 Maneuver 803 973 1504 - - - Stage 1 879 - - - - - Stage 2 918 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 803 973 1504 - - - Mov Cap-2 Maneuver 803 - - - - - Stage 1 879 - - - - - Stage 2 918 - - - - - Approach SE NE SW HCM Control Delay, s 11.1 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h) 1504 - 803 - - HCM Lane V/C Ratio - - 0.26 - - HCM Control Delay (s) 0 - 11.1 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 1 - - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/23/2018 17000360A_PMBD Synchro 10 Report Page 20 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 32 74 391 40 68 506 Future Volume (vph) 32 74 391 40 68 506 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% -1% 0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.906 0.988 Flt Protected 0.985 0.994 Satd. Flow (prot) 1660 0 1820 0 0 1803 Flt Permitted 0.985 0.994 Satd. Flow (perm) 1660 0 1820 0 0 1803 Link Speed (mph) 30 35 35 Link Distance (ft) 838 844 1802 Travel Time (s) 19.0 16.4 35.1 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 4% 4% 0% 3% 5% Adj. Flow (vph) 35 80 425 43 74 550 Shared Lane Traffic (%) Lane Group Flow (vph) 115 0 468 0 0 624 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 70.0% ICU Level of Service C Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 08/23/2018 17000360A_PMBD Synchro 10 Report Page 21 Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 32 74 391 40 68 506 Future Vol, veh/h 32 74 391 40 68 506 Conflicting Peds, #/hr 1 1 0 1 1 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % -3 - -1 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 4 4 0 3 5 Mvmt Flow 35 80 425 43 74 550 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1147 449 0 0 469 0 Stage 1 448 - - - - - Stage 2 699 - - - - - Critical Hdwy 5.83 5.94 - - 4.13 - Critical Hdwy Stg 1 4.83 - - - - - Critical Hdwy Stg 2 4.83 - - - - - Follow-up Hdwy 3.527 3.336 - - 2.227 - Pot Cap-1 Maneuver 265 629 - - 1087 - Stage 1 691 - - - - - Stage 2 552 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 239 628 - - 1086 - Mov Cap-2 Maneuver 239 - - - - - Stage 1 623 - - - - - Stage 2 551 - - - - - Approach WB NB SB HCM Control Delay, s 16.7 0 1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 421 1086 - HCM Lane V/C Ratio - - 0.274 0.068 - HCM Control Delay (s) - - 16.7 8.6 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.1 0.2 - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/23/2018 17000360A_PMBD Synchro 10 Report Page 22 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 52 78 65 419 509 82 Future Volume (vph) 52 78 65 419 509 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 12 12 12 12 Grade (%) 0% 1% -1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.919 0.981 Flt Protected 0.980 0.993 Satd. Flow (prot) 1852 0 0 1838 1801 0 Flt Permitted 0.980 0.993 Satd. Flow (perm) 1852 0 0 1838 1801 0 Link Speed (mph) 30 35 35 Link Distance (ft) 470 561 698 Travel Time (s) 10.7 10.9 13.6 Confl. Peds. (#/hr) 2 2 2 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 4% 0% 3% 2% 4% 4% Adj. Flow (vph) 54 80 67 432 525 85 Shared Lane Traffic (%) Lane Group Flow (vph) 134 0 0 499 610 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 75.6% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 08/23/2018 17000360A_PMBD Synchro 10 Report Page 23 Intersection Int Delay, s/veh 3.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 52 78 65 419 509 82 Future Vol, veh/h 52 78 65 419 509 82 Conflicting Peds, #/hr 2 2 2 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 1 -1 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 4 0 3 2 4 4 Mvmt Flow 54 80 67 432 525 85 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1138 572 612 0 - 0 Stage 1 570 - - - - - Stage 2 568 - - - - - Critical Hdwy 6.44 6.2 4.13 - - - Critical Hdwy Stg 1 5.44 - - - - - Critical Hdwy Stg 2 5.44 - - - - - Follow-up Hdwy 3.536 3.3 2.227 - - - Pot Cap-1 Maneuver 221 523 962 - - - Stage 1 562 - - - - - Stage 2 563 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 200 521 960 - - - Mov Cap-2 Maneuver 200 - - - - - Stage 1 509 - - - - - Stage 2 562 - - - - - Approach EB NB SB HCM Control Delay, s 24.4 1.2 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 960 - 317 - - HCM Lane V/C Ratio 0.07 - 0.423 - - HCM Control Delay (s) 9 0 24.4 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.2 - 2 - - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/23/2018 17000360A_PMBD Synchro 10 Report Page 24 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 11 182 71 5 314 179 Future Volume (vph) 11 182 71 5 314 179 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 11 11 12 12 Grade (%) 0% -1% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.873 0.991 Flt Protected 0.997 0.969 Satd. Flow (prot) 1693 0 1812 0 0 1844 Flt Permitted 0.997 0.969 Satd. Flow (perm) 1693 0 1812 0 0 1844 Link Speed (mph) 30 30 30 Link Distance (ft) 73 545 349 Travel Time (s) 1.7 12.4 7.9 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 1% 1% 0% 1% 2% Adj. Flow (vph) 13 207 81 6 357 203 Shared Lane Traffic (%) Lane Group Flow (vph) 220 0 87 0 0 560 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 13 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 52.0% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 08/23/2018 17000360A_PMBD Synchro 10 Report Page 25 Intersection Int Delay, s/veh 6.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 11 182 71 5 314 179 Future Vol, veh/h 11 182 71 5 314 179 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - -1 - - -3 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 1 1 0 1 2 Mvmt Flow 13 207 81 6 357 203 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1001 84 0 0 87 0 Stage 1 84 - - - - - Stage 2 917 - - - - - Critical Hdwy 6.4 6.21 - - 4.11 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.309 - - 2.209 - Pot Cap-1 Maneuver 271 978 - - 1515 - Stage 1 944 - - - - - Stage 2 393 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 199 978 - - 1515 - Mov Cap-2 Maneuver 199 - - - - - Stage 1 693 - - - - - Stage 2 393 - - - - - Approach WB NB SB HCM Control Delay, s 11.2 0 5.2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 800 1515 - HCM Lane V/C Ratio - - 0.274 0.236 - HCM Control Delay (s) - - 11.2 8.1 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1.1 0.9 - Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix 900 KING STREET _______________________________________________________________________________ APPENDIX H TRAFFIC SIGNAL TIMING PLANS Ph a s e T i m e s [ 1 . 1 . 1 ] C o o r d i n a t i o n P a t t e r n s [ 2 . 4 ] a n d C o o r d i n a t i o n S p l i t T a b l e s [ 2 . 7 . 1 ] 12 3 4 5 6 7 8 Pa t # Cy c O f f S p l i t S e q P a t # C y c O f f S p l i t S e q P a t # Cy c O f f S p l i t S e q P a t # C y c O f f S p l i t S e q Mi n G r e e n 0 10 5 0 31 0 00 1 10 0 0 1 1 13 13 1 25 00 0 1 37 00 0 1 Ga p , E x t 0 22 0 22 00 2 21 14 14 1 26 00 0 1 38 00 0 1 Ma x 1 0 30 2 0 0 10 3 0 00 3 31 15 15 1 27 00 0 1 39 00 0 1 Ma x 2 0 50 2 0 0 10 5 0 00 4 41 16 16 1 28 00 0 1 40 00 0 1 Rin g /Startu p [1.1.4 ] Ye l C l e a r a n c e 44 4 4 5 51 17 17 1 29 00 0 1 41 00 0 1 Phs R i n g S t a r t E n a b l e Re d C l e a r a n c e 21 2 2 6 61 18 18 1 30 00 0 1 42 00 0 1 1 1 R E D O f f Wa l k 00 0 0 0 0 0 0 7 71 19 19 1 31 00 0 1 43 00 0 1 2 1 G R E E N O n Pe d C l e a r a n c e 00 0 0 0 0 0 0 8 81 20 20 1 32 00 0 1 44 00 0 1 3 1 R E D O n Re d R e v e r t 00 0 0 0 0 0 0 9 91 21 21 1 33 00 0 1 45 00 0 1 4 1 R E D O f f Ad d I n i t i a l 00 0 0 0 0 0 0 10 10 1 22 22 1 34 00 0 1 46 00 0 1 5 2 R E D O n Ma x I n i t i a l 00 0 0 0 0 0 0 11 11 1 23 23 1 35 00 0 1 47 00 0 1 6 2 G R E E N O n Tim e B 4 R e d u c t 00 0 0 0 0 0 0 12 12 1 24 24 1 36 00 0 1 48 00 0 1 7 2 R E D O f f Ca r s B 4 R e d u c t 00 0 0 0 0 0 0 Sp l i t 12 3 4 5 6 7 8 Sp l i t 12 3 4 5 6 7 8 8 2 R E D O f f Tim e T o R e d u c e 00 0 0 0 0 0 0 1 Co o r 65 3 5 2 0 4 5 3 5 13 Co o r Re d u c e B y 00 0 0 0 0 0 0 ## # # MA X M A X ## # # Test OpMode 0 Mi n G a p 00 0 0 0 0 0 0 2 Co o r 40 2 0 1 0 4 0 14 Co o r C o r r e c t i o n SHRT/LNG Dy M a x L i m 00 0 0 0 0 0 0 ## # # # # # # Maximum MAX 1 Ma x S t e p 00 0 0 0 0 0 0 3 Co o r 15 Co o r F o r c e - O f f FLOAT Op t i o n s [ 1 . 1 . 2 ] 1 23 4 5 6 7 8 ## # # # # # # Closed Loop ON En a b l e Of f On O n Of f On O n Of f O f f 4 Co o r 16 Co o r S t o p - i n - W a l k OFF Mi n R e c a l l Of f O f f O f f O f f O f f O f f O f f O f f ## # # # # # # Auto Reset ON Ma x R e c a l l Of f On Of f O f f O f f On Of f O f f 5 Co o r 17 Co o r E x p a n d S p l t OFF Pe d R e c a l l Of f O f f O f f O f f O f f O f f O f f O f f ## # # # # # # Ped Recycle NO_RECYCLE So f t R e c a l l Of f O f f O f f O f f O f f O f f O f f O f f 6 Co o r 18 Co o r B e f o r e TIMED Lo c k C a l l s Of f O f f O f f O f f O f f O f f O f f O f f ## # # # # # # After TIMED Au t o F l a s h E n t r y Of f O f f O f f O f f O f f O f f O f f O f f 7 Co o r 19 Co o r Au t o F l a s h E x i t Of f O f f O f f O f f O f f O f f O f f O f f ## # # # # # # Auto Flash Du a l E n t r y Of f On Of f On Of f On Of f On 8 Co o r 20 Co o r F l a s h Y e l 45 En a b l e S i m u l G a p On O n O n O n O n O n O n O n ## # # # # # # Flash Red 0 Ga u r a n t e e P a s s a g e Of f O f f O f f O f f O f f O f f O f f O f f 9 Co o r 21 Co o r Re s t I n W a l k Of f O f f O f f O f f O f f O f f O f f O f f ## # # # # # # Phase Mode STD8 Co n d i t o n S e r v i c e Of f O f f O f f O f f O f f O f f O f f O f f 10 Co o r 22 Co o r I O M o d e USER No n - A c t u a t e d 1 Of f O f f O f f O f f O f f O f f O f f O f f ## # # # # # # Loc Flsh Start ON No n - A c t u a t e d 2 Of f O f f O f f O f f O f f O f f O f f O f f 11 Co o r 23 Co o r S t a r t F l a s h ( s ) 0 Ad d I n i t C a l c Of f O f f O f f O f f O f f O f f O f f O f f ## # # # # # # Start AllRed(s)0 Op t i o n s + [ 1 . 1 . 3 ] 1 23 4 5 6 7 8 12 Co o r 24 Co o r Y e l l o w < 3 " OFF Re s e r v i c e Of f O f f O f f O f f O f f O f f O f f O f f ## # # # # # # Display Time 20 Pe d C l r T h r u Y e l Of f O f f O f f O f f O f f O f f O f f O f f Red Revert 3 Sk i p R e d N o C a l l Of f O f f O f f O f f O f f O f f O f f O f f 8 P h a s e T i m e s / O p ti o n s ; P a t t e r n s / S p li t s ; R i n g S t a r t u p ; C o o r d / F l a s h M o d e ; U n i t P a r a m MCE Timeout 0 Re d R e s t Of f O f f O f f O f f O f f O f f O f f O f f 16 P h a s e T i m e s / O p ti o n s ; P a t t e r n s / S p li t s ; R i n g S t a r t u p ; C o o r d / F l a s h M o d e ; U n i t P a r a m Feature Profile 0 Ma x I I Of f O f f O f f O f f O f f O f f O f f O f f Ov e r l a p s; C h a n n e l S e t t i n g s; C o o r d A l t T a b l e + (va l u e s n o t a s s o c i a t e d w i t h t i m e - o f - d a y)Free Ring Seq 1 Ca l l P h a s e 00 0 0 0 0 0 0 De t e c t i o n ; S a m p le T i m e a n d U n i t P a r a m e t e r s r e l a t e d t o d e t e c t i o n Auxswitch STOPTM Co n f l i c t i n g P h a s e 00 0 0 0 0 0 0 Pr e e m p tio n a n d A l t e r n a t e P h a s e T i m e a n d P h a s e O p ti o n s SDLC Retry 0 Om i t Y e l l o w 00 0 0 0 0 0 0 A nn u a l S c h e d u l e TS2 Det Faults ON Pe d D e l a y Of f O f f O f f O f f O f f O f f O f f O f f Da y P l a n s ; A c t i o n T a b l e s ; C o o r d A l t T a b l e + (va l u e s v a r i e d b y t i m e - o f - d a y) Auto Ped Clear Gr n / P e d D e l a y 00 0 0 0 0 0 0 Co m m u n i c a t i o n s ; S e c u t i r y ; I / O S e t u p SDLC Retry 0 ID : 7 3 9 4 Mis c - E v e n t s / A l a r m s ; C a l l / I n h i b i t / R e d i r e c t ; P / O L A P A u t o F l a s h ; C I C ; M i s c U n i t P a r a m RT E 1 2 0 A @ A R B O R D R 5 6 STD8 Page 1Auto Flash [1.4.1]Unit Params [1.2.1]Coord Modes [2.1]OFF 03/16/17 834 PH OVER Pa g e # 1 1A & 1 B 2 7 Ov e r l a p 1 - 1 6 P r o g ra m P a r m s & P a r m + [1. 5 . 2 . 1 ] [1. 5 . 2 . 2 ] Co o r d T r a n s i t i o n , C o o r P h s [2. 5 ] Pa t # S h o r t L o n g D w e l l E - Y l d O f f s e t R e t H l d F l o a t M i n V e h P e r m M i n P e d P e r m In c l u d e d Ø 35 00 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 1 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f 1 Mo d i f i e r Ø 3 00 0 0 0 0 0 Gr n 0 9 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 2 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 4 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 3 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f A Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 2 I Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 4 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 5 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f In c l u d e d Ø 00 0 0 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 6 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f 2 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 10 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 7 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 8 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f B Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 J Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 9 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 1 0 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f In c l u d e d Ø 00 0 0 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 11 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f 3 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 11 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 12 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 1 3 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f C Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 K Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 1 4 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 1 5 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f In c l u d e d Ø 00 0 0 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 16 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f 4 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 12 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 17 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 1 8 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f D Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 L Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 1 9 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 2 0 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f In c l u d e d Ø 00 0 0 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 21 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f 5 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 13 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 22 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 2 3 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f E Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 M Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 2 4 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 2 5 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f In c l u d e d Ø 00 0 0 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f 6 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 14 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 27 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 2 8 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f F Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 N Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 2 9 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 3 0 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f In c l u d e d Ø 00 0 0 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f 7 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 15 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 32 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 3 3 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f G Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 O Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 3 4 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 3 5 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f In c l u d e d Ø 00 0 0 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 36 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f 8 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 16 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 37 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 3 8 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f H Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 P Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 3 9 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 4 0 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Ch a n n e l S e t t i n g s [1. 8 . 1 ] 41 0 0 0 0 0 0 0 0 Be g GRN Of f Of f Of f Of f …… C h a n n e l - > > 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 42 0 0 0 0 0 0 0 0 Be g GRN Of f Of f Of f Of f Ph a s e / O l a p # 0 23 0 56 0 31 00 0 0 0 0 0 0 0 0 0 0 0 0 0 43 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Ch a n n e l T y p e VE H V E H V E H V E H V E H V E H V E H P E D O L P V E H V E H V E H V E H V E H V E H V E H V E H V E H V E H V E H V E H V E H V E H V E H 44 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Ch a n n e l F l a s h RE D R E D R E D R E D R E D R E D R E D R E D R E D R E D R E D RE D R E D R E D R E D R E D D R K D R K D R K D R K D R K D R K D R K D R K 45 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f A lt H z Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f 46 0 0 0 0 0 0 0 0 Be g GRN Of f Of f Of f Of f Ch a n n e l + S e t t i n g s [1. 8 . 4 ] 47 0 0 0 0 0 0 0 0 Be g GRN Of f Of f Of f Of f …… C h a n n e l - > > 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 48 0 0 0 0 0 0 0 0 Be g GRN Of f Of f Of f Of f Fl a s h R e d + Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Ch a n n e l P a r a m s [1. 8 . 3 ] Fl a s h Y e l l o w + Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f SI N G L E OFF Fl a s h G r e e n + Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Fl a s h I n h R e d + Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Ol a p O v r d 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Invert Rail Input US E R C1 I O M o d e e B I U M a p NO R M A L NO R M A L N O R M A L NO R M A L N O R M A L No S h o r t w a y Ø Pa g e 2 Ov e r l a p C o n f l i c t L o c k OF F Ov e r l a p L o c k I n h i b i t OF F OF F Pa r e n t P h C l e a r a n c e NO R M A L NO R M A L N O R M A L NO R M A L NO R M A L ON NO R M A L Ex t r a I n c l u d e d P h NO R M A L 03 / 1 6 / 1 7 NO R M A L ID : 7 3 9 4 RT E 1 2 0 A @ A R B O R D R NO R M A L NO R M A L NO R M A L Ve h P a r 1 - 6 4 [ 5 . 1 ] V e h P a r 1 - 6 4 [ 5 . 1 ] V eh i c l e O p ti o n s 1 - 6 4 [5. 2 ] V eh i c l e O p ti o n s 1 - 6 4 [5. 2 ] Parameters+ 1-64 [5.3 ] De t C a l l S w i D l a y E x t Q u e N o M a x E r r F a i l D e t C a l l S w i D l a y E x t Q u e N o M a x E r r F a i l D e t Ca l l E x t Q u e A d d R e d Y e l l o c c v o l D e t C a l l E x t Q u e A d d R e d Y e l l o c c v o l D e t o c o c o c D l a y D l a y T y p e S r c # Ø Ø A c t P r e s C n t T i m e # Ø Ø A c t P r e s C n t T i m e # I n i t L o c k L o c k # A dd I n i Lo c k L o c k # GYR1 2 1 00 0 0 0 0 45 5 0 33 00 0 0 0 0 45 5 0 0 1 On O n Of f On Of f O f f O f f O f f 33 On O n Of f On Of f O f f O f f O f f 1 Off O f f O f f 0 0 NORM 0 2 00 0 0 0 0 45 5 0 34 00 0 0 0 0 45 5 0 0 2 On O n Of f On Of f O f f O f f O f f 34 On O n Of f On Of f O f f O f f O f f 2 Off O f f O f f 0 0 NORM 0 3 3 0 5 00 0 45 5 0 1 5 35 00 0 0 0 0 45 5 0 0 3 On O n Of f On Of f O f f O f f O f f 35 On O n Of f On Of f O f f O f f O f f 3 Off O f f O f f 0 0 NORM 0 4 00 0 0 0 0 45 5 0 36 00 0 0 0 0 45 5 0 0 4 On O n Of f On Of f O f f O f f O f f 36 On O n Of f On Of f O f f O f f O f f 4 Off O f f O f f 0 0 NORM 0 5 52 2 00 0 45 5 0 8 37 00 0 0 0 0 45 5 0 0 5 On O n Of f On Of f O f f O f f O f f 37 On O n Of f On Of f O f f O f f O f f 5 Off O f f O f f 0 0 NORM 0 6 00 0 0 0 0 45 5 0 38 00 0 0 0 0 45 5 0 0 6 On O n Of f On Of f O f f O f f O f f 38 On O n Of f On Of f O f f O f f O f f 6 Off O f f O f f 0 0 NORM 0 7 00 0 0 0 0 45 5 0 39 00 0 0 0 0 45 5 0 0 7 On O n Of f On Of f O f f O f f O f f 39 On O n Of f On Of f O f f O f f O f f 7 Off O f f O f f 0 0 NORM 0 8 00 0 0 0 0 45 5 0 40 00 0 0 0 0 45 5 0 0 8 On O n Of f On Of f O f f O f f O f f 40 On O n Of f On Of f O f f O f f O f f 8 Off O f f O f f 0 0 NORM 0 9 00 0 0 0 0 45 5 0 41 00 0 0 0 0 45 5 0 0 9 On O n Of f On Of f O f f O f f O f f 41 On O n Of f On Of f O f f O f f O f f 9 Off O f f O f f 0 0 NORM 0 10 00 0 0 0 0 45 5 0 42 00 0 0 0 0 45 5 0 0 10 On O n Of f On Of f O f f O f f O f f 42 On O n Of f On Of f O f f O f f O f f 10 Off O f f O f f 0 0 NORM 0 11 00 0 0 0 0 45 5 0 43 00 0 0 0 0 45 5 0 0 11 On O n Of f On Of f O f f O f f O f f 43 On O n Of f On Of f O f f O f f O f f 11 Off O f f O f f 0 0 NORM 0 12 00 0 0 0 0 45 5 0 44 00 0 0 0 0 45 5 0 0 12 On O n Of f On Of f O f f O f f O f f 44 On O n Of f On Of f O f f O f f O f f 12 Off O f f O f f 0 0 NORM 0 13 3 0 5 00 0 45 5 0 1 5 45 00 0 0 0 0 45 5 0 0 13 On O n Of f On Of f O f f O f f O f f 45 On O n Of f On Of f O f f O f f O f f 13 Off O f f O f f 0 0 NORM 0 14 00 0 0 0 0 45 5 0 46 00 0 0 0 0 45 5 0 0 14 On O n Of f On Of f O f f O f f O f f 46 On O n Of f On Of f O f f O f f O f f 14 Off O f f O f f 0 0 NORM 0 15 00 0 0 0 0 45 5 0 47 00 0 0 0 0 45 5 0 0 15 On O n Of f On Of f O f f O f f O f f 47 On O n Of f On Of f O f f O f f O f f 15 Off O f f O f f 0 0 NORM 0 16 00 0 0 0 0 45 5 0 48 00 0 0 0 0 45 5 0 0 16 On O n Of f On Of f O f f O f f O f f 48 On O n Of f On Of f O f f O f f O f f 16 Off O f f O f f 0 0 NORM 0 17 00 0 0 0 0 45 5 0 49 00 0 0 0 0 45 5 0 0 17 On O n Of f On Of f O f f O f f O f f 49 On O n Of f On Of f O f f O f f O f f 17 Off O f f O f f 0 0 NORM 0 18 00 0 0 0 0 45 5 0 50 00 0 0 0 0 45 5 0 0 18 On O n Of f On Of f O f f O f f O f f 50 On O n Of f On Of f O f f O f f O f f 18 Off O f f O f f 0 0 NORM 0 19 00 0 0 0 0 45 5 0 0 51 00 0 0 0 0 45 5 0 0 19 On O n Of f On Of f O f f O f f O f f 51 On O n Of f On Of f O f f O f f O f f 19 Off O f f O f f 0 0 NORM 0 20 00 0 0 0 0 45 5 0 0 52 00 0 0 0 0 45 5 0 0 20 On O n Of f On Of f O f f O f f O f f 52 On O n Of f On Of f O f f O f f O f f 20 Off O f f O f f 0 0 NORM 0 21 00 0 0 0 0 45 5 0 0 53 00 0 0 0 0 45 5 0 0 21 On O n Of f On Of f O f f O f f O f f 53 On O n Of f On Of f O f f O f f O f f 21 Off O f f O f f 0 0 NORM 0 22 00 0 0 0 0 45 5 0 0 54 00 0 0 0 0 45 5 0 0 22 On O n Of f On Of f O f f O f f O f f 54 On O n Of f On Of f O f f O f f O f f 22 Off O f f O f f 0 0 NORM 0 23 00 0 0 0 0 45 5 0 0 55 00 0 0 0 0 45 5 0 0 23 On O n Of f On Of f O f f O f f O f f 55 On O n Of f On Of f O f f O f f O f f 23 Off O f f O f f 0 0 NORM 0 24 00 0 0 0 0 45 5 0 0 56 00 0 0 0 0 45 5 0 0 24 On O n Of f On Of f O f f O f f O f f 56 On O n Of f On Of f O f f O f f O f f 24 Off O f f O f f 0 0 NORM 0 25 00 0 0 0 0 45 5 0 0 57 00 0 0 0 0 45 5 0 0 25 On O n Of f On Of f O f f O f f O f f 57 On O n Of f On Of f O f f O f f O f f 25 Off O f f O f f 0 0 NORM 0 26 00 0 0 0 0 45 5 0 0 58 00 0 0 0 0 45 5 0 0 26 On O n Of f On Of f O f f O f f O f f 58 On O n Of f On Of f O f f O f f O f f 26 Off O f f O f f 0 0 NORM 0 27 00 0 0 0 0 45 5 0 0 59 00 0 0 0 0 45 5 0 0 27 On O n Of f On Of f O f f O f f O f f 59 On O n Of f On Of f O f f O f f O f f 27 Off O f f O f f 0 0 NORM 0 28 00 0 0 0 0 45 5 0 0 60 00 0 0 0 0 45 5 0 0 28 On O n Of f On Of f O f f O f f O f f 60 On O n Of f On Of f O f f O f f O f f 28 Off O f f O f f 0 0 NORM 0 29 00 0 0 0 0 45 5 0 0 61 00 0 0 0 0 45 5 0 0 29 On O n Of f On Of f O f f O f f O f f 61 On O n Of f On Of f O f f O f f O f f 29 Off O f f O f f 0 0 NORM 0 30 00 0 0 0 0 45 5 0 0 62 00 0 0 0 0 45 5 0 0 30 On O n Of f On Of f O f f O f f O f f 62 On O n Of f On Of f O f f O f f O f f 30 Off O f f O f f 0 0 NORM 0 31 00 0 0 0 0 45 5 0 0 63 00 0 0 0 0 45 5 0 0 31 On O n Of f On Of f O f f O f f O f f 63 On O n Of f On Of f O f f O f f O f f 31 Off O f f O f f 0 0 NORM 0 32 00 0 0 0 0 45 5 0 0 64 00 0 0 0 0 45 5 0 0 32 On O n Of f On Of f O f f O f f O f f 64 On O n Of f On Of f O f f O f f O f f 32 Off O f f O f f 0 0 NORM 0 Pa r a m e t e r s + 1 - 6 4 [5. 3 ] Pe d D e t P a r m s [5. 4 ] Unit Paramters [1.2.1 ] De t o c c o c c o c c D l a y D l a y S r c D e t o c c o c c o c c D l a y D l a y S r c D e t o c c o c c oc c D l a y D l a y S r c De t Ca l l N o M a x E r r T S 2 D e t F a u l t s ON # Gr n Y e l l R e d 1 2 # Gr n Y e l l R e d 1 2 # Gr n Y e l l R e d 1 2 # Ø Ac t P r e s Cn t V ol/Occ Re p ort Parm [1.5.8 ] 33 Of f O f f O f f 0 0 NO R M 0 44 Of f O f f O f f 0 0 NO R M 0 55 Of f O f f Of f 0 0 NO R M 0 1 00 15 0 Vol/Occ Period Minutes 1 5 34 Of f O f f O f f 0 0 NO R M 0 45 Of f O f f O f f 0 0 NO R M 0 56 Of f O f f Of f 0 0 NO R M 0 2 00 15 0 Vol/Occ Period Minutes 0 35 Of f O f f O f f 0 0 NO R M 0 46 Of f O f f O f f 0 0 NO R M 0 57 Of f O f f Of f 0 0 NO R M 0 3 00 15 0 36 Of f O f f O f f 0 0 NO R M 0 47 Of f O f f O f f 0 0 NO R M 0 58 Of f O f f Of f 0 0 NO R M 0 4 00 15 0 37 Of f O f f O f f 0 0 NO R M 0 48 Of f O f f O f f 0 0 NO R M 0 59 Of f O f f Of f 0 0 NO R M 0 5 00 15 0 38 Of f O f f O f f 0 0 NO R M 0 49 Of f O f f O f f 0 0 NO R M 0 60 Of f O f f Of f 0 0 NO R M 0 6 00 15 0 39 Of f O f f O f f 0 0 NO R M 0 50 Of f O f f O f f 0 0 NO R M 0 61 Of f O f f Of f 0 0 NO R M 0 7 00 15 0 40 Of f O f f O f f 0 0 NO R M 0 51 Of f O f f O f f 0 0 NO R M 0 62 Of f O f f Of f 0 0 NO R M 0 8 00 15 0 41 Of f O f f O f f 0 0 NO R M 0 52 Of f O f f O f f 0 0 NO R M 0 63 Of f O f f Of f 0 0 NO R M 0 42 Of f O f f O f f 0 0 NO R M 0 53 Of f O f f O f f 0 0 NO R M 0 64 Of f O f f Of f 0 0 NO R M 0 43 Of f O f f O f f 0 0 NO R M 0 54 Of f O f f O f f 0 0 NO R M 0 ID : 7 3 9 4 Ty p e T y p e T y p e Page 3 3/16/2017 RT E 1 2 0 A @ A R B O R D R Pr e e m p ti o n T i m e s [3. 1 ], O p ti o n s + [3. 6 ] Tr a c k C l e a r P h a s e s [3. 2 ], T r a c k C l e a r O v e r l a p s+ [3. 5 ] A lt # 1 T i m e s T a b l e [1.1.6.1 ] Pr e # E n a b l e T y p e O u t p u t D e l a y M in D u r a P r e # T r a c k P h a s e s T r a c k O v e r l a p s C o l u m n # . . . . . - > 1 2 3 4 5 6 7 8 1 ON R A I L D W E L L 00 1 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 As s i g n Ø 00000000 2 ON R A I L D W E L L 00 2 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mi n G r n 00000000 3 ON E M E R G D W E L L 00 3 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ga p , E x t 00000000 4 ON E M E R G D W E L L 00 4 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ma x 1 00000000 5 ON E M E R G D W E L L 00 5 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ma x 2 00000000 6 ON E M E R G D W E L L 00 6 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ye l C l r 00000000 Pr e # M a x P r e s M i n G r n M i n W l k P e d C l r C o + P r e Dw e l l P h a s e s [3. 2 ] a n d O v e r l a p s+ [3. 5 ] Re d C l r 00000000 1 00 0 0 ON Pr e # Wa l k 00000000 2 00 0 0 ON 1 P h a s e s 00 0 0 0 0 0 0 0 0 0 0 Pe d C l r 00000000 3 00 0 0 ON Ov e r l a p s 00 0 0 0 0 0 0 0 0 0 0 A lt # 2 T i m e s T a b l e [1.1.6.1 ] 4 00 0 0 ON Pe d s 00 0 0 0 0 0 0 Co l u m n # . . . . . - > 1 2 3 4 5 6 7 8 5 00 0 0 ON 2 P h a s e s 00 0 0 0 0 0 0 0 0 0 0 As s i g n Ø 00000000 6 00 0 0 ON Ov e r l a p s 00 0 0 0 0 0 0 0 0 0 0 Mi n G r n 00000000 Pr e # T ra c k G r n Min D w e l l E x t D w e l l P e d C l r + Y e l P e d s 00 0 0 0 0 0 0 Ga p , E x t 00000000 1 0 2 00 0 3 P h a s e s 00 0 0 0 0 0 0 0 0 0 0 Ma x 1 00000000 2 0 2 00 0 Ov e r l a p s 00 0 0 0 0 0 0 0 0 0 0 Ma x 2 00000000 3 0 2 00 0 Pe d s 00 0 0 0 0 0 0 Ye l C l r 00000000 4 0 2 00 0 4 P h a s e s 00 0 0 0 0 0 0 0 0 0 0 Re d C l r 00000000 5 0 2 00 0 Ov e r l a p s 00 0 0 0 0 0 0 0 0 0 0 Wa l k 00000000 6 0 2 00 0 Pe d s 00 0 0 0 0 0 0 Pe d C l r 00000000 Pr e # R e d P a t t e r n S k i p 5 P h a s e s 00 0 0 0 0 0 0 0 0 0 0 A lt # 3 T i m e s T a b l e [1.1.6.1 ] 1 00 OF F Ov e r l a p s 00 0 0 0 0 0 0 0 0 0 0 Co l u m n # . . . . . - > 1 2 3 4 5 6 7 8 2 00 OF F Pe d s 00 0 0 0 0 0 0 As s i g n Ø 00000000 3 00 OF F 6 P h a s e s 00 0 0 0 0 0 0 0 0 0 0 Mi n G r n 00000000 4 00 OF F Ov e r l a p s 00 0 0 0 0 0 0 0 0 0 0 Ga p , E x t 00000000 5 00 OF F Pe d s 00 0 0 0 0 0 0 Ma x 1 00000000 6 00 OF F Pr e e m p ti o n 1 , O p ti o n s + [3. 6 ] Ma x 2 00000000 Lo w P r i o r i t y P r e e m p ts E x i t P h a s e s [3. 2 ] Pr e # Lo c k O v e r r i d e O v e r r i d e F l s h Y e l C l r 00000000 Pr e # T y p e M i n M a x P r e # Ex i t P h a s e A ut o F l s h Hig h e r Dw e l l Lin k Re d C l r 00000000 7 OF F 00 1 00 0 0 1 ON O N O N O F F 0 Wa l k 00000000 8 OF F 00 2 00 0 0 2 ON O N O N O F F 0 Pe d C l r 00000000 9 OF F 00 3 00 0 0 3 ON O N O N O F F 0 A lt # 1 O p ti o n s T a b l e [1.1.6.2 ] 10 OF F 00 4 00 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O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n 2 0 JF M A M J J A S O N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A M J J A S O N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A M J J A S O N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A M J J A S O N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A M J J A S O N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f 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O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A M J J A S O N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A M J J A S O N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A M J J A S O N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A M J J A S O N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 ID : 7 3 9 4 21 22 23 24171819208131415169101112 Page 5 3/16/2017 1 2 3 4 5 6 RT E 1 2 0 A @ A R B O R D R 7 Da y P l a n s [ 4 . 4 ] Ac t i o n T a b l e [ 4 . 5 ] C o o r d A l t e r n a t e T a b l e s - P a t + [ 2 . 6 ] Da y P l a n 1 D a y P l a n 2 D a y P l a n 3 Overlap Off Ho u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t Ac t # P a t # A 1 A 2 A 3 S 1 S 2 S 3 S 4 S 5 S 6 S 7 S 8 P a t # Ø O p t Ø T i m e D e t G C a l l I n h CIC C N A 1 1 2345678Dia Max2 1 00 9 9 91 00 9 9 91 9 1 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 1 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 2 72 0 3 10 2 10 0 1 10 2 1 0 2 2 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 2 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 3 81 0 1 11 3 18 3 0 2 11 3 1 1 3 3 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 3 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT O n 4 14 2 0 3 12 4 20 0 9 9 12 4 1 2 4 4 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 4 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 5 15 1 5 1 13 5 1 3 5 1 3 5 5 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 5 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 6 19 0 9 9 14 6 1 4 6 1 4 6 6 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 6 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 71 5 7 1 5 7 1 5 7 7 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 7 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 81 6 8 1 6 8 1 6 8 8 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 8 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Da y P l a n 4 D a y P l a n 5 D a y P l a n 6 9 9 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 9 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Ho u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t 1 0 10 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 10 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 1 00 0 9 00 0 1 00 0 9 00 0 1 00 0 9 00 0 11 11 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 11 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 2 00 0 10 00 0 2 00 0 10 00 0 2 00 0 10 00 0 12 12 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 12 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 3 00 0 11 00 0 3 00 0 11 00 0 3 00 0 11 00 0 13 13 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 13 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 4 00 0 12 00 0 4 00 0 12 00 0 4 00 0 12 00 0 14 14 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 14 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 5 00 0 13 00 0 5 00 0 13 00 0 5 00 0 13 00 0 15 15 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 15 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 6 00 0 14 00 0 6 00 0 14 00 0 6 00 0 14 00 0 16 16 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 16 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 7 00 0 15 00 0 7 00 0 15 00 0 7 00 0 15 00 0 17 17 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 17 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 8 00 0 16 00 0 8 00 0 16 00 0 8 00 0 16 00 0 18 18 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 18 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Da y P l a n 7 D a y P l a n 8 D a y P l a n 9 19 19 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 19 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Ho u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t 2 0 20 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 20 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 1 00 0 9 00 0 1 00 0 9 00 0 1 00 0 9 00 0 21 21 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 21 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 2 00 0 10 00 0 2 00 0 10 00 0 2 00 0 10 00 0 22 22 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 22 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 3 00 0 11 00 0 3 00 0 11 00 0 3 00 0 11 00 0 23 23 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 23 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 4 00 0 12 00 0 4 00 0 12 00 0 4 00 0 12 00 0 24 24 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 24 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 5 00 0 13 00 0 5 00 0 13 00 0 5 00 0 13 00 0 25 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 25 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 6 00 0 14 00 0 6 00 0 14 00 0 6 00 0 14 00 0 26 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 26 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 7 00 0 15 00 0 7 00 0 15 00 0 7 00 0 15 00 0 27 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 27 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 8 00 0 16 00 0 8 00 0 16 00 0 8 00 0 16 00 0 28 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 28 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Da y P l a n 1 0 D a y P l a n 1 1 D a y P l a n 1 2 29 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 29 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Ho u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t 3 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 30 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 1 00 0 9 00 0 1 00 0 9 00 0 1 00 0 9 00 0 31 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 31 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 2 00 0 10 00 0 2 00 0 10 00 0 2 00 0 10 00 0 32 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 32 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 3 00 0 11 00 0 3 00 0 11 00 0 3 00 0 11 00 0 33 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 33 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 4 00 0 12 00 0 4 00 0 12 00 0 4 00 0 12 00 0 34 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 34 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 5 00 0 13 00 0 5 00 0 13 00 0 5 00 0 13 00 0 35 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 35 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 6 00 0 14 00 0 6 00 0 14 00 0 6 00 0 14 00 0 36 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 36 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 7 00 0 15 00 0 7 00 0 15 00 0 7 00 0 15 00 0 37 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 37 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 8 00 0 16 00 0 8 00 0 16 00 0 8 00 0 16 00 0 38 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 38 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Da y P l a n 1 3 D a y P l a n 1 4 D a y P l a n 1 5 39 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 39 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Ho u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t 4 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 40 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 1 00 0 9 00 0 1 00 0 9 00 0 1 00 0 9 00 0 41 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 2 00 0 10 00 0 2 00 0 10 00 0 2 00 0 10 00 0 48 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 42 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 3 00 0 11 00 0 3 00 0 11 00 0 3 00 0 11 00 0 43 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 4 00 0 12 00 0 4 00 0 12 00 0 4 00 0 12 00 0 98 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 44 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 5 00 0 13 00 0 5 00 0 13 00 0 5 00 0 13 00 0 99 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 45 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 6 00 0 14 00 0 6 00 0 14 00 0 6 00 0 14 00 0 10 0 25 5 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 46 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 7 00 0 15 00 0 7 00 0 15 00 0 7 00 0 15 00 0 47 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 8 00 0 16 00 0 8 00 0 16 00 0 8 00 0 16 00 0 48 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Pa g e 6 03 / 1 6 / 1 7 RT E 1 2 0 A @ A R B O R D R ID : 7 3 9 4 C1 - U S E R I O M a p [ 1 . 8 . 9 . 1 I n ] C 1 - U S E R I O M a p [ 1 . 8 . 9 . 2 O u t ] C 1 - U S E R I O M a p [ 1 . 8 . 9 . 2 O u t ] I O L o g i c [ 1 . 8 . 7 ] I1 - 1 18 9 Un u s e d O1 - 1 1 Ch 1 R e d O7 - 1 40 Ch 1 6 Y e l l o w Re s u l t F c n O p e r F c n O p e r F c n T imer I1 - 2 18 9 Un u s e d O1 - 2 49 Ch 1 G r e e n O7 - 2 16 Ch 1 6 R e d I0 = I -- - - 0I ----0I ----0 D L Y I1 - 3 3 Ve h C a l l 3 O1 - 3 2 Ch 2 R e d O7 - 3 64 Ch 1 6 G r e e n I0 = I -- - - 0I ----0I ----0 D L Y I1 - 4 18 9 Un u s e d O1 - 4 26 Ch 2 Y e l l o w O7 - 4 11 5 No t U s e d I0 = I -- - - 0I ----0I ----0 D L Y I1 - 5 5 Ve h C a l l 5 O1 - 5 50 Ch 2 G r e e n O7 - 5 11 5 No t U s e d I0 = I -- - - 0I ----0I ----0 D L Y I1 - 6 18 9 Un u s e d O1 - 6 3 Ch 3 R e d O7 - 6 11 5 No t U s e d I0 = I -- - - 0I ----0I ----0 D L Y I1 - 7 18 9 Un u s e d O1 - 7 27 Ch 3 Y e l l o w O7 - 7 11 5 No t U s e d I0 = I -- - - 0I ----0I ----0 D L Y I1 - 8 18 9 Un u s e d O1 - 8 51 Ch 3 G r e e n O7 - 8 15 Ch 1 5 R e d I0 = I -- - - 0I ----0I ----0 D L Y I2 - 1 18 9 Un u s e d O2 - 1 4 Ch 4 R e d C1 1 S - U S E R I O M a p [ 1 . 8 . 9 . 1 I n ] I0 = I -- - - 0I ----0I ----0 D L Y I2 - 2 18 9 Un u s e d O2 - 2 52 Ch 4 G r e e n I4 - 1 18 9 Un u s e d I0 = I -- - - 0I ----0I ----0 D L Y I2 - 3 18 9 Un u s e d O2 - 3 5 Ch 5 R e d I4 - 2 18 9 Un u s e d I0 = I -- - - 0I ----0I ----0 D L Y I2 - 4 18 9 Un u s e d O2 - 4 29 Ch 5 Y e l l o w I4 - 3 18 9 Un u s e d Se c u r i t y A c c e s s L e v e l s [ 8 . 2 ] 43 Com Parameters [6.1] I2 - 5 13 Ve h C a l l 1 3 O2 - 5 53 Ch 5 G r e e n I4 - 4 18 9 Un u s e d 1 2 2 4 4 S t a t i o n I D I2 - 6 18 9 Un u s e d O2 - 6 6 Ch 6 R e d I7 - 1 18 9 Un u s e d 2 2 3 4 5 G r o u p I D I2 - 7 18 9 Un u s e d O2 - 7 30 Ch 6 Y e l l o w I7 - 2 18 9 Un u s e d 3 2 4 4 6 M a s t e r I D I2 - 8 18 9 Un u s e d O2 - 8 54 Ch 6 G r e e n I7 - 3 18 9 Un u s e d 4 2 5 4 7 B a c k u p T i m e I3 - 1 18 9 Un u s e d O3 - 1 7 Ch 7 R e d I7 - 4 18 9 Un u s e d 52 6 4 8 SysUp Modem [6.1] I3 - 2 18 9 Un u s e d O3 - 2 55 Ch 7 G r e e n I7 - 5 18 9 Un u s e d 6 2 7 4 9 E n a b l e M o d e m I3 - 3 18 9 Un u s e d O3 - 3 8 Ch 8 R e d I7 - 6 18 9 Un u s e d 7 2 8 5 0 I d l e T i m e I3 - 4 18 9 Un u s e d O3 - 4 32 Ch 8 Y e l l o w I7 - 7 18 9 Un u s e d 8 2 9 5 1 D i a l T i m e I3 - 5 18 9 Un u s e d O3 - 5 56 Ch 8 G r e e n I7 - 8 18 9 Un u s e d 9 3 0 5 2 T e l : I3 - 6 18 9 Un u s e d O3 - 6 9 Ch 9 R e d I8 - 1 18 9 Un u s e d 10 3 1 5 3 A l t : I3 - 7 18 9 Un u s e d O3 - 7 33 Ch 9 Y e l l o w I8 - 2 18 9 Un u s e d 11 3 2 5 4 I3 - 8 18 9 Un u s e d O3 - 8 57 Ch 9 G r e e n I8 - 3 18 9 Un u s e d 12 3 3 5 5 2070 Port Parms [6.2] I4 - 1 O4 - 1 10 Ch 1 0 R e d I8 - 4 18 9 Un u s e d 13 3 4 5 6 P o r t B a u d R a t e I4 - 2 O4 - 2 58 Ch 1 0 G r e e n I8 - 5 18 9 Un u s e d 14 3 5 5 7 SP1 I4 - 3 O4 - 3 11 Ch 1 1 R e d I8 - 6 18 9 Un u s e d 15 3 6 5 8 SP2 I4 - 4 O4 - 4 35 Ch 1 1 Y e l l o w I8 - 7 18 9 Un u s e d 16 3 7 5 9 SP3 I4 - 5 17 9 Do o r O p e n O4 - 5 59 Ch 1 1 G r e e n I8 - 8 18 9 Un u s e d 17 3 8 6 0 SP4 I4 - 6 18 9 Un u s e d O4 - 6 12 Ch 1 2 R e d C1 1 S - U S E R I O M a p [ 1 . 8 . 9 . 2 O u t ] 18 3 9 6 1 SP5 I4 - 7 22 9 33 x C M U S t o p O4 - 7 36 Ch 1 2 Y e l l o w O8 - 1 11 5 No t U s e d 19 4 0 6 2 SP6 I4 - 8 22 8 33 x F l a s h S n s O4 - 8 60 Ch 1 2 G r e e n O8 - 2 11 5 No t U s e d 20 4 1 6 3 SP7 I5 - 1 18 9 Un u s e d O5 - 1 28 Ch 4 Y e l l o w O8 - 3 11 5 No t U s e d 21 4 2 6 4 SP8 I5 - 2 18 9 Un u s e d O5 - 2 34 Ch 1 0 Y e l l o w O8 - 4 11 5 No t U s e d I5 - 3 18 9 Un u s e d O5 - 3 25 Ch 1 Y e l l o w O8 - 5 11 5 No t U s e d 20 7 0 I P 1 A d d r e s s i n g [ 6 . 5 ] 2 0 7 0 I P 2 A d d r e s s i n g [ 6 . 5 ] I5 - 4 18 9 Un u s e d O5 - 4 31 Ch 7 Y e l l o w O8 - 6 11 5 No t U s e d Ad d r e s s i n g A d d r e s s i n g I5 - 5 18 9 Un u s e d O5 - 5 39 Ch 1 5 Y e l l o w O8 - 7 11 5 No t U s e d Ad d r 00 0 0 Ad d r 0000 I5 - 6 18 9 Un u s e d O5 - 6 63 Ch 1 5 G r e e n O8 - 8 11 5 No t U s e d Ma s k 00 0 0 Ma s k 0000 I5 - 7 18 9 Un u s e d O5 - 7 11 5 No t U s e d Brd c s t 00 0 0 Br d c s t 0000 I5 - 8 18 9 Un u s e d O5 - 8 11 4 Wa t c h d o g Gt W a y 00 0 0 Gt W a y 0000 I6 - 1 18 9 Un u s e d O6 - 1 11 5 No t U s e d Po r t 0 Po r t 0 I6 - 2 18 9 Un u s e d O6 - 2 11 5 No t U s e d I6 - 3 18 9 Un u s e d O6 - 3 13 Ch 1 3 R e d 20 7 0 P o r t B i n d i n g P o r t s [ 6 . 6 ] 2 0 7 0 P o r t B i n d i n g F u n c t i o n s [ 6 . 6 ] I6 - 4 18 9 Un u s e d O6 - 4 37 Ch 1 3 Y e l l o w Po r t E c h o M o d e F u n c t i o n C h a n n e l F u n c t i o n C h a n n e l I6 - 5 18 9 Un u s e d O6 - 5 61 Ch 1 3 G r e e n AS Y N C 1 SP 1 O F F 0 TS 2 / C V M NO N E SY S U p ASYNC2 I6 - 6 18 9 Un u s e d O6 - 6 14 Ch 1 4 R e d AS Y N C 2 SP 2 O F F 0 CM U / M M U NO N E SY S D o w n ASYNC1 I6 - 7 18 9 Un u s e d O6 - 7 38 Ch 1 4 Y e l l o w AS Y N C 3 SP 3 O F F 0 Op t i c o m NO N E Sh e l l NONE I6 - 8 18 9 Un u s e d O6 - 8 62 Ch 1 4 G r e e n AS Y N C 4 SP 4 O F F 0 Lo o p D e t . NO N E SY N C 1 SP 5 S SY N C 3 OF F GP S NO N E SY N C 2 OF F SY N C 4 OF F ID : 7 3 9 4 RT E 1 2 0 A @ A R B O R D R NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NONE NONE NONE NONENONENONENONENONENONENONE NO N E NO N E NO N E NO N E NO N E NONENONE NO N E NO N E NONE NO N E NO N E NO N E NO N E NO N E NO N E NO N E SE C U R E NO N E 7394 9600 9600 19200OFF#N/A #N/A000 SW L O A D NO N E NONE NONE NONE NONE NONE NO N E NO N E NO N E MODE 6 NO N E NO N E NO N E NO N E C1 1 S C o n n e c t o r NONE NONE NONENONE 03/16/17 Page 70384001200120012001200AUTO AUTO AUTO AUTO FCM MODE 6 MODE 6 MODE 6 # E v e n t / A l a r m E v A l r Ca l l P h a s e s [1. 1 . 5 ] Re d i r e c t P h a s e s [1. 1 . 5 ] In h i b i t P h a s e s [1. 1 . 5 ] 1 Po w e r U p A l a r m . On O n Ø P h a s e s C a l l e d B y Ø F r o m T o F r o m T o F r o m T o F r o m T o 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 2 St o p T i m i n g On O n 1 00 0 0 1 00 0 0 0 0 0 0 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 3 TS 1 C a b i n e t D o o r Of f O f f 2 00 0 0 2 00 0 0 0 0 0 0 2 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 4 Co o r d i n a t i o n F a i l u r e On O n 3 00 0 0 3 00 0 0 0 0 0 0 3 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 5 Ex t e r n a l A l a r m # 1 On O n 4 00 0 0 4 00 0 0 0 0 0 0 4 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 6 Ex t e r n a l A l a r m # 2 On O n 5 00 0 0 5 00 0 0 0 0 0 0 5 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 7 Ex t e r n a l A l a r m # 3 Of f O f f 6 00 0 0 6 00 0 0 0 0 0 0 6 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 8 Ex t e r n a l A l a r m # 4 Of f O f f 7 00 0 0 7 00 0 0 0 0 0 0 7 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 9 Cl o s e d L o o p D i s a b l e d On O n 8 00 0 0 8 00 0 0 0 0 0 0 8 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 10 Ex t e r n a l A l a r m # 5 Of f O f f 9 00 0 0 9 00 0 0 0 0 0 0 9 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 11 Ex t e r n a l A l a r m # 6 Of f O f f 10 00 0 0 10 00 0 0 0 0 0 0 10 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 12 Ma n u a l C o n t r o l E n a b l e On O n 11 00 0 0 11 00 0 0 0 0 0 0 11 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 13 Co o r d F r e e I n p u t Of f O f f 12 00 0 0 12 00 0 0 0 0 0 0 12 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 14 Lo c a l F l a s h I n p u t On O n 13 00 0 0 13 00 0 0 0 0 0 0 13 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 15 MM U F l a s h Of f O f f 14 00 0 0 14 00 0 0 0 0 0 0 14 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 16 CM U F l a s h Of f O f f 15 00 0 0 15 00 0 0 0 0 0 0 15 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 17 Cy c l e F a u l t On O n 16 00 0 0 16 00 0 0 0 0 0 0 16 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 18 Cy c l e F a i l u r e On O n Al t C a l l & R e d i r e c t # 1 [1. 1 . 6 . 3 ] A lt I n h i b i t P h a s e s # 1 [1. 1 . 6 . 3 ] 19 Co o r d i n a t i o n F a u l t On O n Co l Ø P h a s e s C a l l e d B y Ø F r o m T o F r o m T o F r o m T o F r o m T o 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 20 Co n t r o l l e r F a u l t On O n 1 00 0 0 0 1 00 0 0 0 0 0 0 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 21 De t e c t o r S D L C F a i l u r e Of f O f f 2 00 0 0 0 2 00 0 0 0 0 0 0 2 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 22 MM U S D L C F a i l u r e Of f O f f 3 00 0 0 0 3 00 0 0 0 0 0 0 3 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 23 Cr i t i c a l S D L C F a i l u r e Of f O f f 4 00 0 0 0 4 00 0 0 0 0 0 0 4 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 24 Re s e r v e d Of f O f f 5 00 0 0 0 5 00 0 0 0 0 0 0 5 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 25 EE P R O M C R C F a u l t On O n 6 00 0 0 0 6 00 0 0 0 0 0 0 6 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 26 De t e c t o r D i a g n o s t i c F a i l u r e Of f O f f 7 00 0 0 0 7 00 0 0 0 0 0 0 7 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 27 BI U D e t e c t o r F a i l u r e On O n 8 00 0 0 0 8 00 0 0 0 0 0 0 8 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 28 Qu e u e d e t e c t o r a l a r m On O n Al t C a l l & R e d i r e c t # 2 [1. 1 . 6 . 3 ] A lt I n h i b i t P h a s e s # 2 [1. 1 . 6 . 3 ] 29 Pe d D e t e c t o r F a u l t On O n Co l Ø P h a s e s C a l l e d B y Ø F r o m T o F r o m T o F r o m T o F r o m T o 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 30 Co o r d D i a g n o s t i c F a u l t Of f O f f 1 00 0 0 0 1 00 0 0 0 0 0 0 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 41 Te m p A l e r t P r o b e C h . A Of f O f f 2 00 0 0 0 2 00 0 0 0 0 0 0 2 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 42 Te m p A l e r t P r o b e C h . B Of f O f f 3 00 0 0 0 3 00 0 0 0 0 0 0 3 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 47 Co o r d A c t i v e Of f O f f 4 00 0 0 0 4 00 0 0 0 0 0 0 4 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 48 Pr e e m p t A c t i v e On O n 5 00 0 0 0 5 00 0 0 0 0 0 0 5 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 49 Pr e e m p t 1 I n p u t On O n 6 00 0 0 0 6 00 0 0 0 0 0 0 6 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 50 Pr e e m p t 2 I n p u t On O n 7 00 0 0 0 7 00 0 0 0 0 0 0 7 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 51 Pr e e m p t 3 I n p u t On O n 8 00 0 0 0 8 00 0 0 0 0 0 0 8 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 52 Pr e e m p t 4 I n p u t On O n Co o r d , C I C P l a n s [2. 3 ] Un i t P a r a m e t e r s [1. 2 . 1 ] 53 Pr e e m p t 5 I n p u t On O n CI C C o Ø G r o w 1 2 3 45 6 7 8 All o w S k i p Y e l l o w M a x C y c l e T i m e 54 Pr e e m p t 6 I n p u t On O n 1 OF F 00 0 0 0 0 0 0 0 TO D D i m E n a b l e C y c l e F a u l t A c t i o n 55 Pr e e m p t 7 I n p u t On O n 2 OF F 00 0 0 0 0 0 0 0 To n e D i s a b l e 56 Pr e e m p t 8 I n p u t On O n 3 OF F 00 0 0 0 0 0 0 0 Di a m o n d M o d e 57 Pr e e m p t 9 I n p u t On O n 4 OF F 00 0 0 0 0 0 0 0 Ba c k u p T i m e ( s ) 58 Pr e e m p t 1 0 I n p u t On O n Au t o F l a s h P h a s e / O l a p S e t t i n g s [1. 4 . 2 ] Di s a b l e I n i t P e d 61 In T r a n s i t i o n On O n Ye l Ø 00 0 0 0 0 0 0 Cy c l e F a u l t A c t i o n 81 FI O S t a t u s A l a r m Of f O f f Ye l ( o l a p s ) 00 0 0 0 0 0 0 En a b l e R u n T i m e r ID : 7 3 9 4 AL A R M ON 0 AL A R M Page 8 OF F OF F OF F 4P h 90 0 RT E 1 2 0 A @ A R B O R D R 03/16/17 OF F Ph a s e T i m e s [ 1 . 1 . 1 ] C o o r d i n a t i o n P a t t e r n s [ 2 . 4 ] a n d C o o r d i n a t i o n S p l i t T a b l e s [ 2 . 7 . 1 ] 12 3 4 5 6 7 8 Pa t # Cy c O f f S p l i t S e q P a t # C y c O f f S p l i t S e q P a t # Cy c O f f S p l i t S e q P a t # C y c O f f S p l i t S e q Mi n G r e e n 31 0 5 0 31 0 00 1 10 0 0 1 1 13 13 1 25 00 0 1 37 00 0 1 Ga p , E x t 22 2 0 22 00 2 21 14 14 1 26 00 0 1 38 00 0 1 Ma x 1 10 3 5 2 0 2 0 1 0 3 5 00 3 31 15 15 1 27 00 0 1 39 00 0 1 Ma x 2 10 3 5 6 0 2 0 1 0 3 5 00 4 41 16 16 1 28 00 0 1 40 00 0 1 Rin g /Startu p [1.1.4 ] Ye l C l e a r a n c e 44 4 4 4 4 5 51 17 17 1 29 00 0 1 41 00 0 1 Phs R i n g S t a r t E n a b l e Re d C l e a r a n c e 22 1 2 2 2 6 61 18 18 1 30 00 0 1 42 00 0 1 1 1 R E D O n Wa l k 00 0 7 0 7 00 7 71 19 19 1 31 00 0 1 43 00 0 1 2 1 G R E E N O n Pe d C l e a r a n c e 00 0 12 0 12 00 8 81 20 20 1 32 00 0 1 44 00 0 1 3 1 R E D O n Re d R e v e r t 00 0 0 0 0 0 0 9 91 21 21 1 33 00 0 1 45 00 0 1 4 1 R E D O n Ad d I n i t i a l 00 0 0 0 0 0 0 10 10 1 22 22 1 34 00 0 1 46 00 0 1 5 2 R E D O n Ma x I n i t i a l 00 0 0 0 0 0 0 11 11 1 23 23 1 35 00 0 1 47 00 0 1 6 2 G R E E N O n Tim e B 4 R e d u c t 00 0 0 0 0 0 0 12 12 1 24 24 1 36 00 0 1 48 00 0 1 7 2 R E D O f f Ca r s B 4 R e d u c t 00 0 0 0 0 0 0 Sp l i t 12 3 4 5 6 7 8 Sp l i t 12 3 4 5 6 7 8 8 2 R E D O f f Tim e T o R e d u c e 00 0 0 0 0 0 0 1 Co o r 15 3 0 3 5 2 0 1 5 3 0 3 5 2 0 13 Co o r Re d u c e B y 00 0 0 0 0 0 0 ## # # MA X M A X ## # # Test OpMode 0 Mi n G a p 00 0 0 0 0 0 0 2 Co o r 15 3 5 4 0 2 0 1 5 3 5 14 Co o r C o r r e c t i o n SHRT/LNG Dy M a x L i m 00 0 0 0 0 0 0 ## # # MA X M A X ## # # Maximum MAX 1 Ma x S t e p 00 0 0 0 0 0 0 3 Co o r 15 Co o r F o r c e - O f f FLOAT Op t i o n s [ 1 . 1 . 2 ] 1 23 4 5 6 7 8 ## # # # # # # Closed Loop ON En a b l e On O n O n O n O n O n Of f O f f 4 Co o r 16 Co o r S t o p - i n - W a l k ON Mi n R e c a l l Of f O f f O f f O f f O f f O f f O f f O f f ## # # # # # # Auto Reset ON Ma x R e c a l l Of f 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g S t a r t u p ; C o o r d / F l a s h M o d e ; U n i t P a r a m Feature Profile 0 Ma x I I Of f O f f O f f O f f O f f O f f O f f O f f Ov e r l a p s; C h a n n e l S e t t i n g s; C o o r d A l t T a b l e + (va l u e s n o t a s s o c i a t e d w i t h t i m e - o f - d a y)Free Ring Seq 1 Ca l l P h a s e 00 0 0 0 0 0 0 De t e c t i o n ; S a m p le T i m e a n d U n i t P a r a m e t e r s r e l a t e d t o d e t e c t i o n Auxswitch STOPTM Co n f l i c t i n g P h a s e 00 0 0 0 0 0 0 Pr e e m p tio n a n d A l t e r n a t e P h a s e T i m e a n d P h a s e O p ti o n s SDLC Retry 0 Om i t Y e l l o w 00 0 0 0 0 0 0 A nn u a l S c h e d u l e TS2 Det Faults ON Pe d D e l a y Of f O f f O f f O f f O f f O f f O f f O f f Da y P l a n s ; A c t i o n T a b l e s ; C o o r d A l t T a b l e + (va l u e s v a r i e d b y t i m e - o f - d a y) Auto Ped Clear Gr n / P e d D e l a y 00 0 5 00 0 0 Co m m u n i c a t i o n s ; S e c u t i r y ; I / O S e t u p SDLC Retry 0 ID : 7 3 0 6 Mis c - E v e n t s / A l a r m s ; C a l l / I n h i b i t / R e d i r e c t ; P / O L A P A u t o F l a s h ; C I C ; M i s c U n i t P a r a m RT E 1 2 0 A @ G L E N V I L L E R D 5 6 STD8 Page 1Auto Flash [1.4.1]Unit Params [1.2.1]Coord Modes [2.1]OFF 03/16/17 834 PH OVER Pa g e # 1 1A & 1 B 2 7 Ov e r l a p 1 - 1 6 P r o g ra m P a r m s & P a r m + [1. 5 . 2 . 1 ] [1. 5 . 2 . 2 ] Co o r d T r a n s i t i o n , C o o r P h s [2. 5 ] Pa t # S h o r t L o n g D w e l l E - Y l d O f f s e t R e t H l d F l o a t M i n V e h P e r m M i n P e d P e r m In c l u d e d Ø 35 00 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 1 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f 1 Mo d i f i e r Ø 3 00 0 0 0 0 0 Gr n 0 9 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 2 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 4 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 3 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f A Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 2 I Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 4 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 5 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f In c l u d e d Ø 14 00 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 6 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f 2 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 10 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 7 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 4 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 8 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f B Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 2 J Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 9 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 1 0 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f In c l u d e d Ø 00 0 0 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 11 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f 3 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 11 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 12 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 1 3 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f C Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 K Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 1 4 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 1 5 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f In c l u d e d Ø 00 0 0 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 16 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f 4 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 12 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 17 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 1 8 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f D Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 L Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 1 9 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 2 0 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f In c l u d e d Ø 00 0 0 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 21 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f 5 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 13 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 22 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 2 3 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f E Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 M Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 2 4 12 2 2 0 0 0 0 0 0 En d G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 2 5 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f In c l u d e d Ø 00 0 0 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f 6 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 14 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 27 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 2 8 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f F Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 N Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 2 9 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 3 0 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f In c l u d e d Ø 00 0 0 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f 7 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 15 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 32 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 3 3 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f G Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 O Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 3 4 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 3 5 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f In c l u d e d Ø 00 0 0 0 0 0 0 In c l u d e d Ø 00 0 0 0 0 0 0 36 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f 8 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 16 Mo d i f i e r Ø 00 0 0 0 0 0 0 Gr n 0 37 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Co n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 C o n f l i c t Ø 00 0 0 0 0 0 0 Ye l 3 . 5 3 8 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f H Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 P Co n f l i c t O l a p 00 0 0 0 0 0 0 Re d 1 . 5 3 9 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Co n f l i c t P e d 00 0 0 0 0 0 0 LG C o n f l i c t P e d 00 0 0 0 0 0 0 LG 4 0 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Ch a n n e l S e t t i n g s [1. 8 . 1 ] 41 0 0 0 0 0 0 0 0 Be g GRN Of f Of f Of f Of f …… C h a n n e l - > > 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 42 0 0 0 0 0 0 0 0 Be g GRN Of f Of f Of f Of f Ph a s e / O l a p # 12 3 4 5 6 00 12 0 64 00 0 0 0 0 0 0 0 0 0 43 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Ch a n n e l T y p e VE H V E H V E H V E H V E H V E H V E H V E H O L P O L P V E H P E D P E D V E H V E H V E H V E H V E H V E H V E H V E H V E H V E H V E H 44 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f Ch a n n e l F l a s h RE D R E D R E D R E D R E D R E D R E D R E D R E D R E D R E D RE D R E D R E D R E D R E D D R K D R K D R K D R K D R K D R K D R K D R K 45 0 0 0 0 0 0 0 0 Be g G R N Off O f f O f f O f f A lt H z Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f 46 0 0 0 0 0 0 0 0 Be g GRN Of f Of f Of f Of f Ch a n 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R M A L N O R M A L No S h o r t w a y Ø Pa g e 2 Ov e r l a p C o n f l i c t L o c k OF F Ov e r l a p L o c k I n h i b i t OF F OF F Pa r e n t P h C l e a r a n c e NO R M A L NO R M A L N O R M A L NO R M A L NO R M A L ON NO R M A L Ex t r a I n c l u d e d P h NO R M A L 03 / 1 6 / 1 7 NO R M A L ID : 7 3 0 6 RT E 1 2 0 A @ G L E N V I L L E R D NO R M A L NO R M A L NO R M A L Ve h P a r 1 - 6 4 [ 5 . 1 ] V e h P a r 1 - 6 4 [ 5 . 1 ] V eh i c l e O p ti o n s 1 - 6 4 [5. 2 ] V eh i c l e O p ti o n s 1 - 6 4 [5. 2 ] Parameters+ 1-64 [5.3 ] De t C a l l S w i D l a y E x t Q u e N o M a x E r r F a i l D e t C a l l S w i D l a y E x t Q u e N o M a x E r r F a i l D e t Ca l l E x t Q u e A d d R e d Y e l l o c c v o l D e t C a l l E x t Q u e A d d R e d Y e l l o c c v o l D e t o c o c o c D l a y D l a y T y p e S r c # Ø Ø A c t P r e s C n t T i m e # Ø Ø A c t P r e s C n t T i m e # I n i t L o c k L o c k # A dd I n i Lo c k L o c k # GYR1 2 1 16 2 00 0 45 5 0 8 33 00 0 0 0 0 45 5 0 0 1 On O n Of f On Of f O f f O f f O f f 33 On O n Of f On Of f O f f O f f O f f 1 Off O f f O f f 0 0 NORM 0 2 00 0 0 0 0 45 5 0 34 00 0 0 0 0 45 5 0 0 2 On O n Of f On Of f O f f O f f O f f 34 On O n Of f On Of f O f f O f f O f f 2 Off O f f O f f 0 0 NORM 0 3 3 0 5 00 0 45 5 0 1 5 35 00 0 0 0 0 45 5 0 0 3 On O n Of f On Of f O f f O f f O f f 35 On O n Of f On Of f O f f O f f O f f 3 Off O f f O f f 0 0 NORM 0 4 4 0 5 00 0 45 5 0 1 0 36 00 0 0 0 0 45 5 0 0 4 On O n Of f On Of f O f f O f f O f f 36 On O n Of f On Of f O f f O f f O f f 4 Off O f f O f f 0 0 NORM 0 5 52 2 00 0 45 5 0 8 37 00 0 0 0 0 45 5 0 0 5 On O n Of f On Of f O f f O f f O f f 37 On O n Of f On Of f O f f O f f O f f 5 Off O f f O f f 0 0 NORM 0 6 00 0 0 0 0 45 5 0 38 00 0 0 0 0 45 5 0 0 6 On O n Of f On Of f O f f O f f O f f 38 On O n Of f On Of f O f f O f f O f f 6 Off O f f O f f 0 0 NORM 0 7 00 0 0 0 0 45 5 0 39 00 0 0 0 0 45 5 0 0 7 On O n Of f On Of f O f f O f f O f f 39 On O n Of f On Of f O f f O f f O f f 7 Off O f f O f f 0 0 NORM 0 8 00 0 0 0 0 45 5 0 40 00 0 0 0 0 45 5 0 0 8 On O n Of f On Of f O f f O f f O f f 40 On O n Of f On Of f O f f O f f O f f 8 Off O f f O f f 0 0 NORM 0 9 00 0 0 0 0 45 5 0 41 00 0 0 0 0 45 5 0 0 9 On O n Of f On Of f O f f O f f O f f 41 On O n Of f On Of f O f f O f f O f f 9 Off O f f O f f 0 0 NORM 0 10 00 0 0 0 0 45 5 0 42 00 0 0 0 0 45 5 0 0 10 On O n Of f On Of f O f f O f f O f f 42 On O n Of f On Of f O f f O f f O f f 10 Off O f f O f f 0 0 NORM 0 11 00 0 0 0 0 45 5 0 43 00 0 0 0 0 45 5 0 0 11 On O n Of f On Of f O f f O f f O f f 43 On O n Of f On Of f O f f O f f O f f 11 Off O f f O f f 0 0 NORM 0 12 00 0 0 0 0 45 5 0 44 00 0 0 0 0 45 5 0 0 12 On O n Of f On Of f O f f O f f O f f 44 On O n Of f On Of f O f f O f f O f f 12 Off O f f O f f 0 0 NORM 0 13 3 0 5 00 0 45 5 0 1 5 45 00 0 0 0 0 45 5 0 0 13 On O n Of f On Of f O f f O f f O f f 45 On O n Of f On Of f O f f O f f O f f 13 Off O f f O f f 0 0 NORM 0 14 4 0 5 00 0 45 5 0 1 0 46 00 0 0 0 0 45 5 0 0 14 On O n Of f On Of f O f f O f f O f f 46 On O n Of f On Of f O f f O f f O f f 14 Off O f f O f f 0 0 NORM 0 15 00 0 0 0 0 45 5 0 47 00 0 0 0 0 45 5 0 0 15 On O n Of f On Of f O f f O f f O f f 47 On O n Of f On Of f O f f O f f O f f 15 Off O f f O f f 0 0 NORM 0 16 00 0 0 0 0 45 5 0 48 00 0 0 0 0 45 5 0 0 16 On O n Of f On Of f O f f O f f O f f 48 On O n Of f On Of f O f f O f f O f f 16 Off O f f O f f 0 0 NORM 0 17 00 0 0 0 0 45 5 0 49 00 0 0 0 0 45 5 0 0 17 On O n Of f On Of f O f f O f f O f f 49 On O n Of f On Of f O f f O f f O f f 17 Off O f f O f f 0 0 NORM 0 18 00 0 0 0 0 45 5 0 50 00 0 0 0 0 45 5 0 0 18 On O n Of f On Of f O f f O f f O f f 50 On O n Of f On Of f O f f O f f O f f 18 Off O f f O f f 0 0 NORM 0 19 00 0 0 0 0 45 5 0 0 51 00 0 0 0 0 45 5 0 0 19 On O n Of f On Of f O f f O f f O f f 51 On O n Of f On Of f O f f O f f O f f 19 Off O f f O f f 0 0 NORM 0 20 00 0 0 0 0 45 5 0 0 52 00 0 0 0 0 45 5 0 0 20 On O n Of f On Of f O f f O f f O f f 52 On O n Of f On Of f O f f O f f O f f 20 Off O f f O f f 0 0 NORM 0 21 00 0 0 0 0 45 5 0 0 53 00 0 0 0 0 45 5 0 0 21 On O n Of f On Of f O f f O f f O f f 53 On O n Of f On Of f O f f O f f O f f 21 Off O f f O f f 0 0 NORM 0 22 00 0 0 0 0 45 5 0 0 54 00 0 0 0 0 45 5 0 0 22 On O n Of f On Of f O f f O f f O f f 54 On O n Of f On Of f O f f O f f O f f 22 Off O f f O f f 0 0 NORM 0 23 00 0 0 0 0 45 5 0 0 55 00 0 0 0 0 45 5 0 0 23 On O n Of f On Of f O f f O f f O f f 55 On O n Of f On Of f O f f O f f O f f 23 Off O f f O f f 0 0 NORM 0 24 00 0 0 0 0 45 5 0 0 56 00 0 0 0 0 45 5 0 0 24 On O n Of f On Of f O f f O f f O f f 56 On O n Of f On Of f O f f O f f O f f 24 Off O f f O f f 0 0 NORM 0 25 00 0 0 0 0 45 5 0 0 57 00 0 0 0 0 45 5 0 0 25 On O n Of f On Of f O f f O f f O f f 57 On O n Of f On Of f O f f O f f O f f 25 Off O f f O f f 0 0 NORM 0 26 00 0 0 0 0 45 5 0 0 58 00 0 0 0 0 45 5 0 0 26 On O n Of f On Of f O f f O f f O f f 58 On O n Of f On Of f O f f O f f O f f 26 Off O f f O f f 0 0 NORM 0 27 00 0 0 0 0 45 5 0 0 59 00 0 0 0 0 45 5 0 0 27 On O n Of f On Of f O f f O f f O f f 59 On O n Of f On Of f O f f O f f O f f 27 Off O f f O f f 0 0 NORM 0 28 00 0 0 0 0 45 5 0 0 60 00 0 0 0 0 45 5 0 0 28 On O n Of f On Of f O f f O f f O f f 60 On O n Of f On Of f O f f O f f O f f 28 Off O f f O f f 0 0 NORM 0 29 00 0 0 0 0 45 5 0 0 61 00 0 0 0 0 45 5 0 0 29 On O n Of f On Of f O f f O f f O f f 61 On O n Of f On Of f O f f O f f O f f 29 Off O f f O f f 0 0 NORM 0 30 00 0 0 0 0 45 5 0 0 62 00 0 0 0 0 45 5 0 0 30 On O n Of f On Of f O f f O f f O f f 62 On O n Of f On Of f O f f O f f O f f 30 Off O f f O f f 0 0 NORM 0 31 00 0 0 0 0 45 5 0 0 63 00 0 0 0 0 45 5 0 0 31 On O n Of f On Of f O f f O f f O f f 63 On O n Of f On Of f O f f O f f O f f 31 Off O f f O f f 0 0 NORM 0 32 00 0 0 0 0 45 5 0 0 64 00 0 0 0 0 45 5 0 0 32 On O n Of f On Of f O f f O f f O f f 64 On O n Of f On Of f O f f O f f O f f 32 Off O f f O f f 0 0 NORM 0 Pa r a m e t e r s + 1 - 6 4 [5. 3 ] Pe d D e t P a r m s [5. 4 ] Unit Paramters [1.2.1 ] De t o c c o c c o c c D l a y D l a y S r c D e t o c c o c c o c c D l a y D l a y S r c D e t o c c o c c oc c D l a y D l a y S r c De t Ca l l N o M a x E r r T S 2 D e t F a u l t s ON # Gr n Y e l l R e d 1 2 # Gr n Y e l l R e d 1 2 # Gr n Y e l l R e d 1 2 # Ø Ac t P r e s Cn t V ol/Occ Re p ort Parm [1.5.8 ] 33 Of f O f f O f f 0 0 NO R M 0 44 Of f O f f O f f 0 0 NO R M 0 55 Of f O f f Of f 0 0 NO R M 0 1 6 0 15 0 Vol/Occ Period Minutes 1 5 34 Of f O f f O f f 0 0 NO R M 0 45 Of f O f f O f f 0 0 NO R M 0 56 Of f O f f Of f 0 0 NO R M 0 2 4 0 15 0 Vol/Occ Period Minutes 0 35 Of f O f f O f f 0 0 NO R M 0 46 Of f O f f O f f 0 0 NO R M 0 57 Of f O f f Of f 0 0 NO R M 0 3 00 15 0 36 Of f O f f O f f 0 0 NO R M 0 47 Of f O f f O f f 0 0 NO R M 0 58 Of f O f f Of f 0 0 NO R M 0 4 00 15 0 37 Of f O f f O f f 0 0 NO R M 0 48 Of f O f f O f f 0 0 NO R M 0 59 Of f O f f Of f 0 0 NO R M 0 5 00 15 0 38 Of f O f f O f f 0 0 NO R M 0 49 Of f O f f O f f 0 0 NO R M 0 60 Of f O f f Of f 0 0 NO R M 0 6 00 15 0 39 Of f O f f O f f 0 0 NO R M 0 50 Of f O f f O f f 0 0 NO R M 0 61 Of f O f f Of f 0 0 NO R M 0 7 00 15 0 40 Of f O f f O f f 0 0 NO R M 0 51 Of f O f f O f f 0 0 NO R M 0 62 Of f O f f Of f 0 0 NO R M 0 8 00 15 0 41 Of f O f f O f f 0 0 NO R M 0 52 Of f O f f O f f 0 0 NO R M 0 63 Of f O f f Of f 0 0 NO R M 0 42 Of f O f f O f f 0 0 NO R M 0 53 Of f O f f O f f 0 0 NO R M 0 64 Of f O f f Of f 0 0 NO R M 0 43 Of f O f f O f f 0 0 NO R M 0 54 Of f O f f O f f 0 0 NO R M 0 ID : 7 3 0 6 Ty p e T y p e T y p e Page 3 3/16/2017 RT E 1 2 0 A @ G L E N V I L L E R D Pr e e m p ti o n T i m e s [3. 1 ], O p ti o n s + [3. 6 ] Tr a c k C l e a r P h a s e s [3. 2 ], T r a c k C l e a r O v e r l a p s+ [3. 5 ] A lt # 1 T i m e s T a b l e [1.1.6.1 ] Pr e # E n a b l e T y p e O u t p u t D e l a y M in D u r a P r e # T r a c k P h a s e s T r a c k O v e r l a p s C o l u m n # . . . . . - > 1 2 3 4 5 6 7 8 1 ON R A I L D W E L L 00 1 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 As s i g n Ø 00000000 2 ON R A I L D W E L L 00 2 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mi n G r n 00000000 3 ON E M E R G D W E L L 00 3 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ga p , E x t 00000000 4 ON E M E R G D W E L L 00 4 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ma x 1 00000000 5 ON E M E R G D W E L L 00 5 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ma x 2 00000000 6 ON E M E R G D W E L L 00 6 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ye l C l r 00000000 Pr e # M a x P r e s M i n G r n M i n W l k P e d C l r C o + P r e Dw e l l P h a s e s [3. 2 ] a n d O v e r l a p s+ [3. 5 ] Re d C l r 00000000 1 00 0 0 ON Pr e # Wa l k 00000000 2 00 0 0 ON 1 P h a s e s 00 0 0 0 0 0 0 0 0 0 0 Pe d C l r 00000000 3 00 0 0 ON Ov e r l a p s 00 0 0 0 0 0 0 0 0 0 0 A lt # 2 T i m e s T a b l e [1.1.6.1 ] 4 00 0 0 ON Pe d s 00 0 0 0 0 0 0 Co l u m n # . . . . . - > 1 2 3 4 5 6 7 8 5 00 0 0 ON 2 P h a s e s 00 0 0 0 0 0 0 0 0 0 0 As s i g n Ø 00000000 6 00 0 0 ON Ov e r l a p s 00 0 0 0 0 0 0 0 0 0 0 Mi n G r n 00000000 Pr e # T ra c k G r n Min D w e l l E x t D w e l l P e d C l r + Y e l P e d s 00 0 0 0 0 0 0 Ga p , E x t 00000000 1 0 2 00 0 3 P h a s e s 00 0 0 0 0 0 0 0 0 0 0 Ma x 1 00000000 2 0 2 00 0 Ov e r l a p s 00 0 0 0 0 0 0 0 0 0 0 Ma x 2 00000000 3 0 2 00 0 Pe d s 00 0 0 0 0 0 0 Ye l C l r 00000000 4 0 2 00 0 4 P h a s e s 00 0 0 0 0 0 0 0 0 0 0 Re d C l r 00000000 5 0 2 00 0 Ov e r l a p s 00 0 0 0 0 0 0 0 0 0 0 Wa l k 00000000 6 0 2 00 0 Pe d s 00 0 0 0 0 0 0 Pe d C l r 00000000 Pr e # R e d P a t t e r n S k i p 5 P h a s e s 00 0 0 0 0 0 0 0 0 0 0 A lt # 3 T i m e s T a b l e [1.1.6.1 ] 1 00 OF F Ov e r l a p s 00 0 0 0 0 0 0 0 0 0 0 Co l u m n # . . . . . - > 1 2 3 4 5 6 7 8 2 00 OF F Pe d s 00 0 0 0 0 0 0 As s i g n Ø 00000000 3 00 OF F 6 P h a s e s 00 0 0 0 0 0 0 0 0 0 0 Mi n G r n 00000000 4 00 OF F Ov e r l a p s 00 0 0 0 0 0 0 0 0 0 0 Ga p , E x t 00000000 5 00 OF F Pe d s 00 0 0 0 0 0 0 Ma x 1 00000000 6 00 OF F Pr e e m p ti o n 1 , O p ti o n s + [3. 6 ] Ma x 2 00000000 Lo w P r i o r i t y P r e e m p ts E x i t P h a s e s [3. 2 ] Pr e # Lo c k O v e r r i d e O v e r r i d e F l s h Y e l C l r 00000000 Pr e # T y p e M i n M a x P r e # Ex i t P h a s e A ut o F l s h Hig h e r Dw e l l Lin k Re d C l r 00000000 7 OF F 00 1 00 0 0 1 ON O N O N O F F 0 Wa l k 00000000 8 OF F 00 2 00 0 0 2 ON O N O N O F F 0 Pe d C l r 00000000 9 OF F 00 3 00 0 0 3 ON O N O N O F F 0 A lt # 1 O p ti o n s T a b l e [1.1.6.2 ] 10 OF F 00 4 00 0 0 4 ON O N O N O F F 0 Co l u m n # - > 1 2 3 4 5 6 7 8 5 00 0 0 5 ON O N O N O F F 0 As s i g n Ø 00000000 Un i t P a r a m e t e r s [1. 2 . 1 ] 6 00 0 0 6 ON O N O N O F F 0 Lo c k C a l l s On O n O n O n O n O n O n O n St o p T i m e r O v e r P r e e m p t So f t R e c a l l Off O f f O f f O f f O f f O f f O f f O f f Pr e e m p t o r E x t O u t p u t Du a l E n r t y Off O f f O f f O f f O f f O f f O f f O f f Ma x S e e k T r a c k T i m e En a b l S i m G a p On O n O n O n O n O n O n O n Ma x S e e k D w e l l T i m e Gu a r P a s s a g e Off O f f O f f O f f O f f O f f O f f O f f Ch a n n e l P a r a m e t e r s [1. 8 . 3 ] Re s t I n W a l k Off O f f O f f O f f O f f O f f O f f O f f D C o n n M a p p i n g s Co n d S e r v i c e Off O f f O f f O f f O f f O f f O f f O f f Pr e I n v e r t R a i l I n p u t OF F Re s e r v i c e Off O f f O f f O f f O f f O f f O f f O f f No n - A c t 1 Off O f f O f f O f f O f f O f f O f f O f f Re d R e s t Off O f f O f f O f f O f f O f f O f f O f f Ma x 2 Off O f f O f f O f f O f f O f f O f f O f f Pe d D e l a y Off O f f O f f O f f O f f O f f O f f O f f ID : 7 3 0 6 Co n f l i c t i n g Ø 1 00000000 NO N E Pa g e 4 3/ 1 6 / 2 0 1 7 RT E 1 2 0 A @ G L E N V I L L E R D OF F PR E 0 0 An n u a l S c h e d u l e [4. 3 ] Mo n t h o f Y e a r D a y o f W e e k D a t e Da y Link JF M A M J J A S O N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Plan T o On O n O n O n O n O n O n O n O n O n O n O n Of f On O n O n O n O n Of f On O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n 1 0 JF M A M J J A S O N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 On O n O n O n O n O n O n O n O n O n O n O n O n Of f O f f O f f O f f O f f O f f On O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n O n 2 0 JF M A M J J A S O N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f 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M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 JF M A MJ J A SO N D S M T W T F S 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 3 0 3 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Of f Off 1 0 ID : 7 3 0 6 21 22 23 24171819208131415169101112 Page 5 3/16/2017 1 2 3 4 5 6 RT E 1 2 0 A @ G L E N V I L L E R D 7 Da y P l a n s [ 4 . 4 ] Ac t i o n T a b l e [ 4 . 5 ] C o o r d A l t e r n a t e T a b l e s - P a t + [ 2 . 6 ] Da y P l a n 1 D a y P l a n 2 D a y P l a n 3 Overlap Off Ho u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t Ac t # P a t # A 1 A 2 A 3 S 1 S 2 S 3 S 4 S 5 S 6 S 7 S 8 P a t # Ø O p t Ø T i m e D e t G C a l l I n h CIC C N A 1 1 2345678Dia Max2 1 00 9 9 91 00 9 9 91 9 1 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 1 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 2 72 0 3 10 2 10 0 1 10 2 1 0 2 2 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 2 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 3 81 0 1 11 3 18 3 0 2 11 3 1 1 3 3 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 3 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT O n 4 14 2 0 3 12 4 1 2 4 1 2 4 4 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 4 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 5 15 1 5 1 13 5 1 3 5 1 3 5 5 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 5 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 6 19 0 9 9 14 6 1 4 6 1 4 6 6 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 6 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 71 5 7 1 5 7 1 5 7 7 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 7 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 81 6 8 1 6 8 1 6 8 8 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 8 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Da y P l a n 4 D a y P l a n 5 D a y P l a n 6 9 9 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 9 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Ho u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t 1 0 10 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 10 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 1 00 0 9 00 0 1 00 0 9 00 0 1 00 0 9 00 0 11 11 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 11 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 2 00 0 10 00 0 2 00 0 10 00 0 2 00 0 10 00 0 12 12 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 12 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 3 00 0 11 00 0 3 00 0 11 00 0 3 00 0 11 00 0 13 13 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 13 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 4 00 0 12 00 0 4 00 0 12 00 0 4 00 0 12 00 0 14 14 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 14 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 5 00 0 13 00 0 5 00 0 13 00 0 5 00 0 13 00 0 15 15 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 15 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 6 00 0 14 00 0 6 00 0 14 00 0 6 00 0 14 00 0 16 16 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 16 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 7 00 0 15 00 0 7 00 0 15 00 0 7 00 0 15 00 0 17 17 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 17 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 8 00 0 16 00 0 8 00 0 16 00 0 8 00 0 16 00 0 18 18 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 18 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Da y P l a n 7 D a y P l a n 8 D a y P l a n 9 19 19 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 19 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Ho u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t 2 0 20 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 20 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 1 00 0 9 00 0 1 00 0 9 00 0 1 00 0 9 00 0 21 21 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 21 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 2 00 0 10 00 0 2 00 0 10 00 0 2 00 0 10 00 0 22 22 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 22 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 3 00 0 11 00 0 3 00 0 11 00 0 3 00 0 11 00 0 23 23 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 23 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 4 00 0 12 00 0 4 00 0 12 00 0 4 00 0 12 00 0 24 24 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 24 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 5 00 0 13 00 0 5 00 0 13 00 0 5 00 0 13 00 0 25 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 25 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 6 00 0 14 00 0 6 00 0 14 00 0 6 00 0 14 00 0 26 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 26 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 7 00 0 15 00 0 7 00 0 15 00 0 7 00 0 15 00 0 27 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 27 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 8 00 0 16 00 0 8 00 0 16 00 0 8 00 0 16 00 0 28 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 28 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Da y P l a n 1 0 D a y P l a n 1 1 D a y P l a n 1 2 29 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 29 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Ho u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t 3 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 30 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 1 00 0 9 00 0 1 00 0 9 00 0 1 00 0 9 00 0 31 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 31 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 2 00 0 10 00 0 2 00 0 10 00 0 2 00 0 10 00 0 32 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 32 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 3 00 0 11 00 0 3 00 0 11 00 0 3 00 0 11 00 0 33 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 33 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 4 00 0 12 00 0 4 00 0 12 00 0 4 00 0 12 00 0 34 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 34 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 5 00 0 13 00 0 5 00 0 13 00 0 5 00 0 13 00 0 35 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 35 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 6 00 0 14 00 0 6 00 0 14 00 0 6 00 0 14 00 0 36 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 36 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 7 00 0 15 00 0 7 00 0 15 00 0 7 00 0 15 00 0 37 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 37 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 8 00 0 16 00 0 8 00 0 16 00 0 8 00 0 16 00 0 38 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 38 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Da y P l a n 1 3 D a y P l a n 1 4 D a y P l a n 1 5 39 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 39 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Ho u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t H o u r M i n A c t 4 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 40 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 1 00 0 9 00 0 1 00 0 9 00 0 1 00 0 9 00 0 41 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 2 00 0 10 00 0 2 00 0 10 00 0 2 00 0 10 00 0 48 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 42 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 3 00 0 11 00 0 3 00 0 11 00 0 3 00 0 11 00 0 43 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 4 00 0 12 00 0 4 00 0 12 00 0 4 00 0 12 00 0 98 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 44 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 5 00 0 13 00 0 5 00 0 13 00 0 5 00 0 13 00 0 99 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 45 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 6 00 0 14 00 0 6 00 0 14 00 0 6 00 0 14 00 0 10 0 25 5 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 46 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 7 00 0 15 00 0 7 00 0 15 00 0 7 00 0 15 00 0 47 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off 8 00 0 16 00 0 8 00 0 16 00 0 8 00 0 16 00 0 48 00 0 0 0 O f f O f f O f f O f f O f f O f f O f f O f f O f f DFT Off Pa g e 6 03 / 1 6 / 1 7 RT E 1 2 0 A @ G L E N V I L L E R ID : 7 3 0 6 C1 - U S E R I O M a p [ 1 . 8 . 9 . 1 I n ] C 1 - U S E R I O M a p [ 1 . 8 . 9 . 2 O u t ] C 1 - U S E R I O M a p [ 1 . 8 . 9 . 2 O u t ] I O L o g i c [ 1 . 8 . 7 ] I1 - 1 1 Ve h C a l l 1 O1 - 1 1 Ch 1 R e d O7 - 1 40 Ch 1 6 Y e l l o w Re s u l t F c n O p e r F c n O p e r F c n T imer I1 - 2 18 9 Un u s e d O1 - 2 49 Ch 1 G r e e n O7 - 2 16 Ch 1 6 R e d I0 = I -- - - 0I ----0I ----0 D L Y I1 - 3 3 Ve h C a l l 3 O1 - 3 2 Ch 2 R e d O7 - 3 64 Ch 1 6 G r e e n I0 = I -- - - 0I ----0I ----0 D L Y I1 - 4 4 Ve h C a l l 4 O1 - 4 26 Ch 2 Y e l l o w O7 - 4 11 5 No t U s e d I0 = I -- - - 0I ----0I ----0 D L Y I1 - 5 5 Ve h C a l l 5 O1 - 5 50 Ch 2 G r e e n O7 - 5 11 5 No t U s e d I0 = I -- - - 0I ----0I ----0 D L Y I1 - 6 18 9 Un u s e d O1 - 6 3 Ch 3 R e d O7 - 6 11 5 No t U s e d I0 = I -- - - 0I ----0I ----0 D L Y I1 - 7 18 9 Un u s e d O1 - 7 27 Ch 3 Y e l l o w O7 - 7 11 5 No t U s e d I0 = I -- - - 0I ----0I ----0 D L Y I1 - 8 18 9 Un u s e d O1 - 8 51 Ch 3 G r e e n O7 - 8 15 Ch 1 5 R e d I0 = I -- - - 0I ----0I ----0 D L Y I2 - 1 18 9 Un u s e d O2 - 1 4 Ch 4 R e d C1 1 S - U S E R I O M a p [ 1 . 8 . 9 . 1 I n ] I0 = I -- - - 0I ----0I ----0 D L Y I2 - 2 18 9 Un u s e d O2 - 2 52 Ch 4 G r e e n I4 - 1 18 9 Un u s e d I0 = I -- - - 0I ----0I ----0 D L Y I2 - 3 18 9 Un u s e d O2 - 3 5 Ch 5 R e d I4 - 2 18 9 Un u s e d I0 = I -- - - 0I ----0I ----0 D L Y I2 - 4 18 9 Un u s e d O2 - 4 29 Ch 5 Y e l l o w I4 - 3 18 9 Un u s e d Se c u r i t y A c c e s s L e v e l s [ 8 . 2 ] 43 Com Parameters [6.1] I2 - 5 13 Ve h C a l l 1 3 O2 - 5 53 Ch 5 G r e e n I4 - 4 18 9 Un u s e d 1 2 2 4 4 S t a t i o n I D I2 - 6 14 Ve h C a l l 1 4 O2 - 6 6 Ch 6 R e d I7 - 1 18 9 Un u s e d 2 2 3 4 5 G r o u p I D I2 - 7 18 9 Un u s e d O2 - 7 30 Ch 6 Y e l l o w I7 - 2 18 9 Un u s e d 3 2 4 4 6 M a s t e r I D I2 - 8 18 9 Un u s e d O2 - 8 54 Ch 6 G r e e n I7 - 3 18 9 Un u s e d 4 2 5 4 7 B a c k u p T i m e I3 - 1 18 9 Un u s e d O3 - 1 7 Ch 7 R e d I7 - 4 18 9 Un u s e d 52 6 4 8 SysUp Modem [6.1] I3 - 2 18 9 Un u s e d O3 - 2 55 Ch 7 G r e e n I7 - 5 18 9 Un u s e d 6 2 7 4 9 E n a b l e M o d e m I3 - 3 18 9 Un u s e d O3 - 3 8 Ch 8 R e d I7 - 6 18 9 Un u s e d 7 2 8 5 0 I d l e T i m e I3 - 4 18 9 Un u s e d O3 - 4 32 Ch 8 Y e l l o w I7 - 7 18 9 Un u s e d 8 2 9 5 1 D i a l T i m e I3 - 5 18 9 Un u s e d O3 - 5 56 Ch 8 G r e e n I7 - 8 18 9 Un u s e d 9 3 0 5 2 T e l : I3 - 6 18 9 Un u s e d O3 - 6 9 Ch 9 R e d I8 - 1 18 9 Un u s e d 10 3 1 5 3 A l t : I3 - 7 13 0 Pe d C a l l 2 O3 - 7 33 Ch 9 Y e l l o w I8 - 2 18 9 Un u s e d 11 3 2 5 4 I3 - 8 12 9 Pe d C a l l 1 O3 - 8 57 Ch 9 G r e e n I8 - 3 18 9 Un u s e d 12 3 3 5 5 2070 Port Parms [6.2] I4 - 1 O4 - 1 10 Ch 1 0 R e d I8 - 4 18 9 Un u s e d 13 3 4 5 6 P o r t B a u d R a t e I4 - 2 O4 - 2 58 Ch 1 0 G r e e n I8 - 5 18 9 Un u s e d 14 3 5 5 7 SP1 I4 - 3 O4 - 3 11 Ch 1 1 R e d I8 - 6 18 9 Un u s e d 15 3 6 5 8 SP2 I4 - 4 O4 - 4 35 Ch 1 1 Y e l l o w I8 - 7 18 9 Un u s e d 16 3 7 5 9 SP3 I4 - 5 17 9 Do o r O p e n O4 - 5 59 Ch 1 1 G r e e n I8 - 8 18 9 Un u s e d 17 3 8 6 0 SP4 I4 - 6 18 9 Un u s e d O4 - 6 12 Ch 1 2 R e d C1 1 S - U S E R I O M a p [ 1 . 8 . 9 . 2 O u t ] 18 3 9 6 1 SP5 I4 - 7 22 9 33 x C M U S t o p O4 - 7 36 Ch 1 2 Y e l l o w O8 - 1 11 5 No t U s e d 19 4 0 6 2 SP6 I4 - 8 22 8 33 x F l a s h S n s O4 - 8 60 Ch 1 2 G r e e n O8 - 2 11 5 No t U s e d 20 4 1 6 3 SP7 I5 - 1 18 9 Un u s e d O5 - 1 28 Ch 4 Y e l l o w O8 - 3 11 5 No t U s e d 21 4 2 6 4 SP8 I5 - 2 18 9 Un u s e d O5 - 2 34 Ch 1 0 Y e l l o w O8 - 4 11 5 No t U s e d I5 - 3 18 9 Un u s e d O5 - 3 25 Ch 1 Y e l l o w O8 - 5 11 5 No t U s e d 20 7 0 I P 1 A d d r e s s i n g [ 6 . 5 ] 2 0 7 0 I P 2 A d d r e s s i n g [ 6 . 5 ] I5 - 4 18 9 Un u s e d O5 - 4 31 Ch 7 Y e l l o w O8 - 6 11 5 No t U s e d Ad d r e s s i n g A d d r e s s i n g I5 - 5 18 9 Un u s e d O5 - 5 39 Ch 1 5 Y e l l o w O8 - 7 11 5 No t U s e d Ad d r 00 0 0 Ad d r 0000 I5 - 6 18 9 Un u s e d O5 - 6 63 Ch 1 5 G r e e n O8 - 8 11 5 No t U s e d Ma s k 00 0 0 Ma s k 0000 I5 - 7 18 9 Un u s e d O5 - 7 11 5 No t U s e d Brd c s t 00 0 0 Br d c s t 0000 I5 - 8 18 9 Un u s e d O5 - 8 11 4 Wa t c h d o g Gt W a y 00 0 0 Gt W a y 0000 I6 - 1 18 9 Un u s e d O6 - 1 11 5 No t U s e d Po r t 0 Po r t 0 I6 - 2 18 9 Un u s e d O6 - 2 11 5 No t U s e d I6 - 3 18 9 Un u s e d O6 - 3 13 Ch 1 3 R e d 20 7 0 P o r t B i n d i n g P o r t s [ 6 . 6 ] 2 0 7 0 P o r t B i n d i n g F u n c t i o n s [ 6 . 6 ] I6 - 4 18 9 Un u s e d O6 - 4 37 Ch 1 3 Y e l l o w Po r t E c h o M o d e F u n c t i o n C h a n n e l F u n c t i o n C h a n n e l I6 - 5 18 9 Un u s e d O6 - 5 61 Ch 1 3 G r e e n AS Y N C 1 SP 1 O F F 0 TS 2 / C V M NO N E SY S U p ASYNC2 I6 - 6 18 9 Un u s e d O6 - 6 14 Ch 1 4 R e d AS Y N C 2 SP 2 O F F 0 CM U / M M U NO N E SY S D o w n ASYNC1 I6 - 7 18 9 Un u s e d O6 - 7 38 Ch 1 4 Y e l l o w AS Y N C 3 SP 3 O F F 0 Op t i c o m NO N E Sh e l l NONE I6 - 8 18 9 Un u s e d O6 - 8 62 Ch 1 4 G r e e n AS Y N C 4 SP 4 O F F 0 Lo o p D e t . NO N E SY N C 1 SP 5 S SY N C 3 OF F GP S NO N E SY N C 2 OF F SY N C 4 OF F ID : 7 3 0 6 RT E 1 2 0 A @ G L E N V I L L E R D NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NO N E NONE NONE NONE NONENONENONENONENONENONENONE NO N E NO N E NO N E NO N E NO N E NONENONE NO N E NO N E NONE NO N E NO N E NO N E NO N E NO N E NO N E NO N E SE C U R E NO N E 7306 9600 9600 19200OFF#N/A #N/A000 SW L O A D NO N E NONE NONE NONE NONE NONE NO N E NO N E NO N E MODE 6 NO N E NO N E NO N E NO N E C1 1 S C o n n e c t o r NONE NONE NONENONE 03/16/17 Page 70384001200120012001200AUTO AUTO AUTO AUTO FCM MODE 6 MODE 6 MODE 6 # E v e n t / A l a r m E v A l r Ca l l P h a s e s [1. 1 . 5 ] Re d i r e c t P h a s e s [1. 1 . 5 ] In h i b i t P h a s e s [1. 1 . 5 ] 1 Po w e r U p A l a r m . On O n Ø P h a s e s C a l l e d B y Ø F r o m T o F r o m T o F r o m T o F r o m T o 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 2 St o p T i m i n g On O n 1 00 0 0 1 00 0 0 0 0 0 0 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 3 TS 1 C a b i n e t D o o r Of f O f f 2 00 0 0 2 00 0 0 0 0 0 0 2 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 4 Co o r d i n a t i o n F a i l u r e On O n 3 00 0 0 3 00 0 0 0 0 0 0 3 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 5 Ex t e r n a l A l a r m # 1 On O n 4 00 0 0 4 00 0 0 0 0 0 0 4 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 6 Ex t e r n a l A l a r m # 2 On O n 5 00 0 0 5 00 0 0 0 0 0 0 5 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 7 Ex t e r n a l A l a r m # 3 Of f O f f 6 00 0 0 6 00 0 0 0 0 0 0 6 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 8 Ex t e r n a l A l a r m # 4 Of f O f f 7 00 0 0 7 00 0 0 0 0 0 0 7 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 9 Cl o s e d L o o p D i s a b l e d On O n 8 00 0 0 8 00 0 0 0 0 0 0 8 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 10 Ex t e r n a l A l a r m # 5 Of f O f f 9 00 0 0 9 00 0 0 0 0 0 0 9 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 11 Ex t e r n a l A l a r m # 6 Of f O f f 10 00 0 0 10 00 0 0 0 0 0 0 10 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 12 Ma n u a l C o n t r o l E n a b l e On O n 11 00 0 0 11 00 0 0 0 0 0 0 11 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 13 Co o r d F r e e I n p u t Of f O f f 12 00 0 0 12 00 0 0 0 0 0 0 12 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 14 Lo c a l F l a s h I n p u t On O n 13 00 0 0 13 00 0 0 0 0 0 0 13 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 15 MM U F l a s h Of f O f f 14 00 0 0 14 00 0 0 0 0 0 0 14 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 16 CM U F l a s h Of f O f f 15 00 0 0 15 00 0 0 0 0 0 0 15 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 17 Cy c l e F a u l t On O n 16 00 0 0 16 00 0 0 0 0 0 0 16 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 18 Cy c l e F a i l u r e On O n Al t C a l l & R e d i r e c t # 1 [1. 1 . 6 . 3 ] A lt I n h i b i t P h a s e s # 1 [1. 1 . 6 . 3 ] 19 Co o r d i n a t i o n F a u l t On O n Co l Ø P h a s e s C a l l e d B y Ø F r o m T o F r o m T o F r o m T o F r o m T o 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 20 Co n t r o l l e r F a u l t On O n 1 00 0 0 0 1 00 0 0 0 0 0 0 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 21 De t e c t o r S D L C F a i l u r e Of f O f f 2 00 0 0 0 2 00 0 0 0 0 0 0 2 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 22 MM U S D L C F a i l u r e Of f O f f 3 00 0 0 0 3 00 0 0 0 0 0 0 3 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 23 Cr i t i c a l S D L C F a i l u r e Of f O f f 4 00 0 0 0 4 00 0 0 0 0 0 0 4 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 24 Re s e r v e d Of f O f f 5 00 0 0 0 5 00 0 0 0 0 0 0 5 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 25 EE P R O M C R C F a u l t On O n 6 00 0 0 0 6 00 0 0 0 0 0 0 6 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 26 De t e c t o r D i a g n o s t i c F a i l u r e Of f O f f 7 00 0 0 0 7 00 0 0 0 0 0 0 7 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 27 BI U D e t e c t o r F a i l u r e On O n 8 00 0 0 0 8 00 0 0 0 0 0 0 8 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 28 Qu e u e d e t e c t o r a l a r m On O n Al t C a l l & R e d i r e c t # 2 [1. 1 . 6 . 3 ] A lt I n h i b i t P h a s e s # 2 [1. 1 . 6 . 3 ] 29 Pe d D e t e c t o r F a u l t On O n Co l Ø P h a s e s C a l l e d B y Ø F r o m T o F r o m T o F r o m T o F r o m T o 12 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 30 Co o r d D i a g n o s t i c F a u l t Of f O f f 1 00 0 0 0 1 00 0 0 0 0 0 0 1 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 41 Te m p A l e r t P r o b e C h . A Of f O f f 2 00 0 0 0 2 00 0 0 0 0 0 0 2 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 42 Te m p A l e r t P r o b e C h . B Of f O f f 3 00 0 0 0 3 00 0 0 0 0 0 0 3 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 47 Co o r d A c t i v e Of f O f f 4 00 0 0 0 4 00 0 0 0 0 0 0 4 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 48 Pr e e m p t A c t i v e On O n 5 00 0 0 0 5 00 0 0 0 0 0 0 5 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 49 Pr e e m p t 1 I n p u t On O n 6 00 0 0 0 6 00 0 0 0 0 0 0 6 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 50 Pr e e m p t 2 I n p u t On O n 7 00 0 0 0 7 00 0 0 0 0 0 0 7 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 51 Pr e e m p t 3 I n p u t On O n 8 00 0 0 0 8 00 0 0 0 0 0 0 8 Of f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f O f f 52 Pr e e m p t 4 I n p u t On O n Co o r d , C I C P l a n s [2. 3 ] Un i t P a r a m e t e r s [1. 2 . 1 ] 53 Pr e e m p t 5 I n p u t On O n CI C C o Ø G r o w 1 2 3 45 6 7 8 All o w S k i p Y e l l o w M a x C y c l e T i m e 54 Pr e e m p t 6 I n p u t On O n 1 OF F 00 0 0 0 0 0 0 0 TO D D i m E n a b l e C y c l e F a u l t A c t i o n 55 Pr e e m p t 7 I n p u t On O n 2 OF F 00 0 0 0 0 0 0 0 To n e D i s a b l e 56 Pr e e m p t 8 I n p u t On O n 3 OF F 00 0 0 0 0 0 0 0 Di a m o n d M o d e 57 Pr e e m p t 9 I n p u t On O n 4 OF F 00 0 0 0 0 0 0 0 Ba c k u p T i m e ( s ) 58 Pr e e m p t 1 0 I n p u t On O n Au t o F l a s h P h a s e / O l a p S e t t i n g s [1. 4 . 2 ] Di s a b l e I n i t P e d 61 In T r a n s i t i o n On O n Ye l Ø 00 0 0 0 0 0 0 Cy c l e F a u l t A c t i o n 81 FI O S t a t u s A l a r m Of f O f f Ye l ( o l a p s ) 00 0 0 0 0 0 0 En a b l e R u n T i m e r ID : 7 3 0 6 AL A R M ON 0 AL A R M Page 8 OF F OF F OF F 4P h 90 0 RT E 1 2 0 A @ G L E N V I L L E R D 03/16/17 OF F