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09 - Full Expanded EAF - 2024-12-03 - Attachment K - Traffic Impact Study
ATTACHMENT K TRAFFIC IMPACT STUDY – SEPARATE DOCUMENT Proposed Active Adult Residential Development 2300 Catherine Street Town of Yorktown, Westchester County, New York Prepared for: Toll Brothers, Inc. 42 Old Ridgebury Road Danbury, CT 06810 Prepared by: _______________________________ Philip J. Grealy, Ph.D., P.E. Geographic Discipline Leader New York Professional Engineer License No. 59858 Colliers Engineering & Design 400 Columbus Avenue Suite 180E Valhalla New York 10595 Main: 877 627 3772 Colliersengineering.com Project No. 21006314A Traffic Impact Study October 19, 2022 Traffic Impact Study | October 19, 2022 Table of contents I. Introduction .......................................................................................................................................... 1 A. Project Description and Location........................................................................................................................... 1 B. Scope of Study ........................................................................................................................................................... 1 II. Existing Roadway and Traffic Descriptions ...................................................................................... 2 A. Description of Existing Roadways .......................................................................................................................... 2 1. NYS Route 35/U.S. Route 202 (Crompond Road) ................................................................................................ 2 2. Catherine Street ....................................................................................................................................................... 2 3. Jacob Road ............................................................................................................................................................... 2 4. Old Crompond Road............................................................................................................................................... 3 5. Garden Lane............................................................................................................................................................. 3 B. 2022 Existing Traffic Volumes ................................................................................................................................. 3 III. Evaluation of Future Traffic Conditions ........................................................................................... 5 A. 2026 No-Build Traffic Volumes ............................................................................................................................... 5 B. Site Generated Traffic Volumes .............................................................................................................................. 5 C. Arrival/Departure Distribution ................................................................................................................................ 5 D. 2026 Build Conditions Traffic Volumes ................................................................................................................ 5 E. Description of Analysis Procedures ....................................................................................................................... 6 1. Signalized Intersection Capacity Analysis ............................................................................................................. 6 2. Unsignalized Intersection Capacity Analysis ........................................................................................................ 6 F. Results of Analysis ...................................................................................................................................................... 6 1. U.S. Route 202 (Crompond Road) and Garden Lane ......................................................................................... 7 2. Catherine Street and Depeyster Drive ................................................................................................................... 7 3. Catherine Street and Jacob Road .......................................................................................................................... 7 4. Catherine Street and Old Crompond Road .......................................................................................................... 8 5. Garden Lane and Old Crompond Road ............................................................................................................... 8 6. Catherine Street and Existing Site Access.............................................................................................................. 8 G. Findings and Recommendations ........................................................................................................................... 8 IV. Summary and Conclusion................................................................................................................ 10 Appendices APPENDIX A .................................................................................................................................................. FIGURES APPENDIX B ................................................................................................................................................... TABLES APPENDIX C ................................................................................................................. LEVEL OF SERVICE STANDARDS APPENDIX D ................................................................................................................................. CAPACITY ANALYSIS APPENDIX E ........................................................................................................ TRAFFIC SIGNAL WARRANT ANALYSIS Page | 1 Traffic Impact Study | October 19, 2022 I. Introduction A. Project Description and Location (Figure No. 1) This report has been prepared to evaluate the potential traffic impacts associated with the proposed 120 dwelling unit active adult residential development (“the Project”), which is planned to be developed on the property located at 2300 Catherine Street in the Town of Yorktown, Westchester County, New York. The site is proposed with two (2) access connections via Catherine Street. A Design Year of 2026 has been utilized in completing the traffic analysis in order to evaluate future traffic conditions associated with this proposed development. B. Scope of Study This study has been prepared to identify current and future traffic operating conditions on the surrounding roadway network and to assess the potential traffic impacts of the Project. All available traffic count data for the study area intersections were obtained from previous reports prepared by our office. These data were supplemented with new traffic counts collected by representatives of Colliers Engineering & Design CT, P.C. These data were al so compared to count data obtained from the New York State Department of Transportation (NYSDOT). Together these data were utilized to establish the Year 202 2 Existing Traffic Volumes representing existing traffic conditions in the vicinity of the site. The Year 2022 Existing Traffic Volumes were then projected to the 20 26 Design Year to take into account background traffic growth. In addition, traffic for other specific potential or approved developments in the area were estimated and then added to the Projected Traffic Volumes to obtain the Year 2026 No-Build Traffic Volumes. Estimates were then made of the potential traffic that the proposed development would generate during each of the peak hours (see Section III -C for further discussion). The resulting site generated traffic volumes were then added to the roadway system and combined with the Year 2026 No-Build Traffic Volumes resulting in the Year 2026 Build Traffic Volumes. The Existing, No-Build and Build Traffic Volumes were then compared to roadway capacities based on the procedures from the Highway Capacity Manual to determine existing and future Levels of Service and operating conditions. Recommendations for improvements were made where necessary to serve the existing and/or future traffic volu mes. Page | 2 Traffic Impact Study | October 19, 2022 II. Existing Roadway and Traffic Descriptions A. Description of Existing Roadways As shown on Figure No. 1, the proposed residential development will be accessed from Catherine Street via two access drives. The following is a brief description of the roadways located within the study area. In addition, Section III-F provides a further description of the existing geometrics, traffic control and a summary of the existing and future Levels of Service and any recommended improvements for each of the study are a intersections. Appendix “D” contains copies of the capacity analyses which indicate the existing geometrics (including lane widths) and other characteristics for each of the individual intersections studied. 1. NYS Route 35/U.S. Route 202 (Crompond Road) NYS Route 35/U.S. Route 202 in this vicinity is generally a two-lane roadway with separate turning lanes at various intersections and is under the jurisdiction of the NYSDOT. NYS Route 35/U.S. Route 202 serves as a major east/west roadway, which in Westchester County extends from Peekskill to the wes t through the Town of Cortlandt, the Town of Yorktown, and the Town of Somers to the east. In the vicinity of the study area, this roadway intersects with Garden Lane, Old Crompond Road, and Pine Grove Court. The posted speed limit, in the vicinity of the site, is 45 MPH. The roadway in this area is in good condition. On-street parking is not permitted along NYS Route 35/U.S. Route 202. Also, with the exception of the sections to the east near the Chase Bank/Staples Plaza and other commercial facilities where the roadway has been improved and consists of five lanes (two lanes per direction plus a separate left turn lane), there are currently no other existing sidewalks along NYS Route 35/U.S. Route 202. 2. Catherine Street Catherine Street is a town roadway that travels in a north/south direction between unsignalized intersections with Old Crompond Road and Jacob Road. The roadway will provide access to the 2300 Catherine Street property at two unsignalized, full movement intersections to be located north of the Glassbury Court Active Adult Housing Development (Depeyster Drive). Catherine Street has a double yellow centerline with no shoulders present and a posted speed limit of 30 MPH. 3. Jacob Road Jacob Road is a town roadway that travels in a generally east/west direction between an unsignalized intersection with Croton Avenue and Hunterbrook Road. The roadway generally serves residential land uses and intersects with several other local roadways including Catherine Street and Field Street. It has no edge line (fog line) and lacks centerline striping. It has a posted speed limit of 30 mph. Page | 3 Traffic Impact Study | October 19, 2022 4. Old Crompond Road Old Crompond Road is a town roadway that originates at an unsignalized intersection with NYS Route 35/U.S. Route 202 immediately west of Lexington Avenue. The roadway traverses to the east, serving residential land uses and providing access to other local roads including Catherine Street. The roadway terminates at an unsignalized intersection with Pine Grove Court approximately 150 ft. south of NYS Route 35/U.S. Route 202. Old Crompond Road consists of one lane in each direction with a double yellow centerline and has a posted speed limit of 30 MPH. 5. Garden Lane Garden Lane is partially a private road and partially a Town road that traverses in a north/south direction between Crompond Road (Route 35/202) and Old Crompond Road. The northern portion of Garden Lane has a width of approximately 24 ft. while the width varies from as little as 18 ft. to 32 ft. The Town roadway portion, which starts at Old Crompond Road and continues approximately 450 ft. north, serves residential la nd uses. The northerly portion, which continues to the Route 202/35 intersection, has access to the New City Diner and a car dealership. Arthur Lane also has access to Garden Lane. Garden Lane currently has no center line striping and no stop control at the Old Crompond Road intersection. B. 2022 Existing Traffic Volumes (Figures No. 2 and 3) Manual traffic counts were collected by representatives of Colliers Engineering & Design CT, P.C. on May 18 and 19, 2022 for the AM and PM Peak Hours to determine the existing traffic volume conditions at the study area intersections. These traffic counts were then compared to traffic volume data from previous traffic studies conducted by our office and to traffic volume data available from the New York State Department of Transportation (NYSDOT) for the U.S. Route 202 corridor. In the case where either the recent or historical counts were higher, the higher volumes were accounted for herein. Based on this information, the Year 202 2 Existing Traffic Volumes were established for the Weekday Peak AM and Weekday Peak PM Hours at the following study area intersections. ▪ U.S. Route 202 (Crompond Road) and Garden Lane ▪ Catherine Street and Depeyster Drive ▪ Catherine Street and Jacob Road ▪ Catherine Street and Old Crompond Road ▪ Garden Lane and Old Crompond Road Based upon a review of the traffic counts, the peak hours were generally identified as follows: ▪ Weekday Peak AM Hour 7:30 AM – 8:30 AM ▪ Weekday Peak PM Hour 5:00 PM – 6:00 PM Page | 4 Traffic Impact Study | October 19, 2022 The resulting Year 2022 Existing Traffic Volumes are shown on Figures No. 2 and 3 for the Weekday Peak AM Hour and Weekday Peak PM Hour, respectively. Page | 5 Traffic Impact Study | October 19, 2022 III. Evaluation of Future Traffic Conditions A. 2026 No-Build Traffic Volumes (Figure No. 4 and 5) The Year 2022 Existing Traffic Volumes were increased by a growth factor of 2% per year to account for general background growth resulting in the Year 2026 No-Build Traffic Volumes which are shown on Figures No. 4 and 5 for each of the Peak Hours , which accounts for traffic from other developments in the area including Trader Joe’s and the previously approved CVS opposite the Chase Bank. B. Site Generated Traffic Volumes (Tables No. 1 and 1A) Estimates of the amount of traffic to be generated by the proposed development during each of the peak hours were developed based on information published by the Institute of Transportation Engineers (ITE) as contained in the report entitled “Trip Generation”, 1 1th Edition, 2021, based on Land Use Category – 215 Townhouse and they were also compared with the rates for Land Use Category 251 – Senior Adult Housing. Table No. 1 summarizes the trip generation rates and corresponding site generated traffic volumes for the Weekday Peak AM and Weekday Peak PM Hours based on Land Use Category 215 and Table No. 1A based on Land Use Category 251. The volumes shown in Table No. 1 were used to provide a more conservative analysis. C. Arrival/Departure Distribution (Figures No. 6 and 7) It was necessary to establish arrival and departure distributions to assign the site generated traffic volumes to the surrounding roadway network. Based on a review of the Existing Traffic Volumes and the expected travel patterns on the surrounding roadway network, the distributions were identified. The anticipated arrival and departure distributions are shown on Figures No. 6 and 7, respectively. D. 2026 Build Conditions Traffic Volumes (Figures No. 8 through 11) The site generated traffic volumes were assigned to the roadway network based on the arrival and departure distributions referenced above. The resulting site generated traffic volumes for each of the study area intersections are shown on Figures No. 8 and 9 for each of the peak hours, respectively. The site generated traffic volumes were then adde d to the Year 2026 No- Build Traffic Volumes to obtain the Year 2026 Build Traffic Volumes. The resulting Year 2026 Build Traffic Volumes are shown on Figures No. 10 and 11 for the Weekday Peak AM and Weekday Peak PM Hours, respectively. Page | 6 Traffic Impact Study | October 19, 2022 E. Description of Analysis Procedures It was necessary to perform capacity analyses in order to determine existing and future traffic operating conditions at the study area intersections. The following is a brief description of the analysis method utilized in this report: 1. Signalized Intersection Capacity Analysis The capacity analysis for a signalized intersection was performed in accordance with the procedures described in the Highway Capacity Manual, 6th Edition, dated 2016, 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. 2. 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 Highway Capacity Manual, 6th Edition, dated 2016. 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 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 to the intersection. Additional information concerning signalized and unsignalized Levels of Service can be found in Appendix “C” of this report. F. Results of Analysis (Table No. 2) Capacity analyses which take into consideration appropriate truck percentages, pedestrian activity, roadway grades and other factors were performed at the study area intersections utilizing the procedures described above to determine the Levels of Service and average vehicle delays. Summarized below are a description of the existing geometrics, traffic control and a summary of the existing and future Levels of Service as well as any recommended improvements. Table No. 2 summarizes the results of the capacity analysis for the 202 2 Existing, 2026 No-Build and 2026 Build Conditions. Appendix “D” contains copies of the capacity analysis which also indicate the existing geometrics (including lane widths) and other characteristics for each of the individual intersections studied. Page | 7 Traffic Impact Study | October 19, 2022 1. U.S. Route 202 (Crompond Road) and Garden Lane Garden Lane intersects with Crompond Road at a "T" shaped, unsignalized, uncontrolled intersection. Each of the approaches to the intersection consists of a single lane with Crompond Road having a double yellow centerline. Capacity analysis was conducted for this intersection utilizing the 2022 Existing Traffic Volumes. The analysis results indicate that the left turn exiting from Garden Lane at this intersection is currently operating at an overall Level of Service “D and E” during the AM and PM Peak Hours, respectively. The capacity analysis was recomputed using the 2026 No-Build and Build Traffic volumes. These results indicate that the left turns exiting from this intersection are expected to experience Levels of Service “D/E and F” during the AM and PM Peak Hours respectively under future No-Build and Build conditions. A traffic signal would be required to improve these conditions. However, the NYSDOT traffic signal warrants are not satisfied for this location, and thus, we do not recommend signalization at this intersection at this time. 2. Catherine Street and Depeyster Drive Catherine Street and Depeyster Drive intersect at a full movement unsignalized intersection. Depeyster Road is stop-sign controlled. Each of the approaches to the intersection consists of one lane. Capacity analysis was conducted for this intersection utilizing the 2022 Existing Traffic Volumes. The analysis results indicate that the intersection is currently operating at an overall Level of Service “B” or better during the AM and PM Peak Hours. The capacity analysis was recomputed using the 2026 No-Build and Build Traffic volumes. These results indicate that the intersection is expected to continue to experience Levels of Service “B” or better during the AM and PM Peak Hours under future conditions. 3. Catherine Street and Jacob Road Catherine Street and Jacob Road intersect at "T" type unsignalized intersection with the Catherine Street approach being sop-sign controlled. Each of the approaches to the intersection consists of one lane. Capacity analysis was conducted for this intersection utilizing the 2022 Existing Traffic Volumes. The analysis results indicate that the intersection is currently operating at an overall Level of Service “A” during the AM and PM Peak Hours. The capacity analysis was recomputed using the 2026 No-Build and Build Traffic volumes. These results indicate that the intersection is expected to experience Levels of Service “B” or better during the AM and PM Peak Hours under future conditions. Page | 8 Traffic Impact Study | October 19, 2022 4. Catherine Street and Old Crompond Road Catherine Street and Old Crompond Road intersect at an unsignalized "T" shaped intersection. Each of the approaches to the intersection consists of one lane and the Catherine Street approach is stop-sign controlled. Capacity analysis was conducted for this intersection utilizing the 2022 Existing Traffic Volumes. The analysis results indicate that the intersection is currently operating at an overall Level of Service “B” or better during the AM and PM Peak Hours. The capacity analysis was recomputed using the 2026 No-Build and Build Traffic volumes. These results indicate that the intersection is expected to continue to experience Levels of Service “B” or better during the AM and PM Peak Hours under future conditions. 5. Garden Lane and Old Crompond Road Garden Lane and Old Crompond Road intersection at a “T” shaped unsignalized intersection. Each approach consists of a single lane. Capacity analysis was conducted for this intersection utilizing the 2022 Existing Traffic Volumes. The analysis results indicate that the intersection is currently operating at an overall Level of Service “B” or better during the AM and PM Peak Hours. The capacity analysis was recomputed using the 2026 No-Build and Build Traffic volumes. These results indicate that the intersection is expected to continue to experience Levels of Service “B” or better during the AM and PM Peak Hours under future conditions. 6. Catherine Street and Existing Site Access Catherine Street and the Existing Site Access intersected at a “T” type intersection with the site access being stop-sign controlled. Capacity analysis was conducted for this intersection utilizing the 2022 Existing Traffic Volumes. The analysis results indicate that the intersection is currently operating at an overall Level of Service “A” during the AM and PM Peak Hours. The capacity analysis was recomputed using the 2026 No-Build and Build Traffic volumes. These results indicate that the intersection is expected to continue to experience Levels of Service “A” during the AM and PM Peak Hours under future conditions. G. Findings and Recommendations 1. Project Specific Findings a. Based on the results of the capacity analyses, the traffic generated by the project will not result in any significant changes in operations or Levels of Service at the surround intersections. Page | 9 Traffic Impact Study | October 19, 2022 b. As mentioned in Section 111.B of the report and shown in Table 1A, the trip generation associated with senior/age restricted housing is generally lower than non-age restricted. c. At the proposed site driveways, clearing of vegetation within the right-of-way and along site frontage should be completed to ensure adequate sight distances for entering and exiting vehicles. 2. Non-Project Related Findings and Recommendations a. At each of the intersections analyzed along Old Crompond Road and Catherine Street, some vegetative clearing and pruning will be required to ensure adequate sight distances are maintained. b. At the intersection Jacob Road and Catherine Street, in addition to the sight distance improvements, the installation of a double yellow centerline, solid white stop line, and a double yellow centerline along Jacob Road should be provided , again, regardless of the proposed project. c. At the intersection of Catherine Street and Old Crompond Road , a painted stop bar should be installed at the intersection. d. At the intersection of Garden Lane and Old Crompond Road, sight distances should be improved by clearing/pruning within the right-of-way looking both east and west. A painted “stop” line should also be provided on the Garden Lane approach. e. The intersection of Garden Lane and U.S. Route 202 was analyzed for potential signalization. Under current conditions, it was determined that the signal warrants are not satisfied. Page | 10 Traffic Impact Study | October 19, 2022 IV. Summary and Conclusion Based on the above analysis, similar Levels of Service and delays will be experienced at the area intersections under the future No-Build and future Build Conditions. Thus, the proposed active adult residential development traffic is not expected to cause any significant impact in overall operation. Traffic Impact Study |Appendices Traffic Impact Study Appendix A | Traffic Figures NOTE: LINE DIAGRAM NOT TO SCALE SITE CRO M P O N D NYS R O U T E 3 5 ) ROAD AR T H U R LA N E CROMPOND JACOB STREETFIELDCATHERINEROAD (U. S . R O U T E 2 0 2 / OLDGARDENLANESTREETROA D DALTON DRIVEDEPEYSDRITERVE PROTECT YOURSELF Know what'sbelow. before you dig.Call R ALL STATES REQUIRE NOTIFICATION OF EXCAVATORS, DESIGNERS, OR ANY PERSON PREPARING TO DISTURB THE EARTH'S SURFACE ANYWHERE IN ANY STATE FOR STATE SPECIFIC DIRECT PHONE NUMBERS VISIT: WWW.CALL811.COM SHEET NUMBER: SCALE: PROJECT NUMBER: DRAWN BY:DATE: DRAWING NAME: CHECKED BY: SHEET TITLE: 220513RH_FIGURE 6314A\Reports\Traffic\Figures\220513RH_FIGURE.dwg\1 By: RHILARIOFIELD BOOK:PAGE: Copyright © 2022. Colliers Engineering & Design All Rights Reserved. This drawing and all the information contained herein is authorized for use only by the party for whom the services were contracted or to whom it is certified. This drawing may not be copied, reused, disclosed, distributed or relied upon for any other purpose without the express written consent of Colliers Engineering & Design. www.colliersengineering.com C O N S U L T I N G Engineering & Design Phone:Engineering & Design FIELD HOME RESIDENTIAL DEVELOPMENT TOWN OF YORKTOWN WESTCHESTER COUNTY NEW YORK TRAFFIC IMPACT STUDY AS SHOWN 5/13/22 R.H.P.J.G. 21006314A SITE LOCATION MAP 1 ________________________ XXXX WESTCHESTER 400 Columbus Avenue, Suite 180E Valhalla, NY 10595 914.347.7500 COLLIERS ENGINEERING & DESIGN CT, P.C. DOING BUSINESS AS MASER CONSULTING ENGINEERING & LAND SURVEYING Doing Business as NOTE: LINE DIAGRAM NOT TO SCALE SITE CRO M P O N D NYS R O U T E 3 5 ) ROAD AR T H U R LA N E CROMPOND JACOB STREETFIELDCATHERINEROAD (U. S . R O U T E 2 0 2 / OLDGARDENLANESTREETROA D DALTON DRIVEDEPEYSDRITERVE 7 1177 15 12335 763 1 38 122 399152 35 2 5 0 3 3108213214026 0 17 3 123 117 512953 1 6 4 87 73346 28 5 130001740 0 4 130001740 0 PROTECT YOURSELF Know what'sbelow. before you dig.Call R ALL STATES REQUIRE NOTIFICATION OF EXCAVATORS, DESIGNERS, OR ANY PERSON PREPARING TO DISTURB THE EARTH'S SURFACE ANYWHERE IN ANY STATE FOR STATE SPECIFIC DIRECT PHONE NUMBERS VISIT: WWW.CALL811.COM SHEET NUMBER: SCALE: PROJECT NUMBER: DRAWN BY:DATE: DRAWING NAME: CHECKED BY: SHEET TITLE: 220513RH_FIGURE 6314A\Reports\Traffic\Figures\220513RH_FIGURE.dwg\2 By: RHILARIOFIELD BOOK:PAGE: Copyright © 2022. Colliers Engineering & Design All Rights Reserved. This drawing and all the information contained herein is authorized for use only by the party for whom the services were contracted or to whom it is certified. This drawing may not be copied, reused, disclosed, distributed or relied upon for any other purpose without the express written consent of Colliers Engineering & Design. www.colliersengineering.com C O N S U L T I N G Engineering & Design Phone:Engineering & Design FIELD HOME RESIDENTIAL DEVELOPMENT TOWN OF YORKTOWN WESTCHESTER COUNTY NEW YORK TRAFFIC IMPACT STUDY AS SHOWN 5/13/22 R.H.P.J.G. 21006314A 2022 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HOUR 2 ________________________ XXXX WESTCHESTER 400 Columbus Avenue, Suite 180E Valhalla, NY 10595 914.347.7500 COLLIERS ENGINEERING & DESIGN CT, P.C. DOING BUSINESS AS MASER CONSULTING ENGINEERING & LAND SURVEYING Doing Business as NOTE: LINE DIAGRAM NOT TO SCALE SITE CRO M P O N D NYS R O U T E 3 5 ) ROAD AR T H U R LA N E CROMPOND JACOB STREETFIELDCATHERINEROAD (U. S . R O U T E 2 0 2 / OLDGARDENLANESTREETROA D DALTON DRIVEDEPEYSDRITERVE 7 1022 15 82223 1133 1 31 77 6582143 137 2 3 0 2 1847181911113 0 60 3 74 50 617160 5 6 3 85 2311165 37 5 147002200 0 4 147002200 0 PROTECT YOURSELF Know what'sbelow. before you dig.Call R ALL STATES REQUIRE NOTIFICATION OF EXCAVATORS, DESIGNERS, OR ANY PERSON PREPARING TO DISTURB THE EARTH'S SURFACE ANYWHERE IN ANY STATE FOR STATE SPECIFIC DIRECT PHONE NUMBERS VISIT: WWW.CALL811.COM SHEET NUMBER: SCALE: PROJECT NUMBER: DRAWN BY:DATE: DRAWING NAME: CHECKED BY: SHEET TITLE: 220513RH_FIGURE 6314A\Reports\Traffic\Figures\220513RH_FIGURE.dwg\3 By: RHILARIOFIELD BOOK:PAGE: Copyright © 2022. Colliers Engineering & Design All Rights Reserved. This drawing and all the information contained herein is authorized for use only by the party for whom the services were contracted or to whom it is certified. This drawing may not be copied, reused, disclosed, distributed or relied upon for any other purpose without the express written consent of Colliers Engineering & Design. www.colliersengineering.com C O N S U L T I N G Engineering & Design Phone:Engineering & Design FIELD HOME RESIDENTIAL DEVELOPMENT TOWN OF YORKTOWN WESTCHESTER COUNTY NEW YORK TRAFFIC IMPACT STUDY AS SHOWN 5/13/22 R.H.P.J.G. 21006314A 2022 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HOUR 3 ________________________ XXXX WESTCHESTER 400 Columbus Avenue, Suite 180E Valhalla, NY 10595 914.347.7500 COLLIERS ENGINEERING & DESIGN CT, P.C. DOING BUSINESS AS MASER CONSULTING ENGINEERING & LAND SURVEYING Doing Business as NOTE: LINE DIAGRAM NOT TO SCALE SITE CRO M P O N D NYS R O U T E 3 5 ) ROAD AR T H U R LA N E CROMPOND JACOB STREETFIELDCATHERINEROAD (U. S . R O U T E 2 0 2 / OLDGARDENLANESTREETROA D DALTON DRIVEDEPEYSDRITERVE 7 1224 16 12436 794 1 40 127 419554 36 2 5 0 3 3112223314626 0 18 3 128 122 513455 1 6 4 90 76348 29 5 135001810 0 4 135001810 0 PROTECT YOURSELF Know what'sbelow. before you dig.Call R ALL STATES REQUIRE NOTIFICATION OF EXCAVATORS, DESIGNERS, OR ANY PERSON PREPARING TO DISTURB THE EARTH'S SURFACE ANYWHERE IN ANY STATE FOR STATE SPECIFIC DIRECT PHONE NUMBERS VISIT: WWW.CALL811.COM SHEET NUMBER: SCALE: PROJECT NUMBER: DRAWN BY:DATE: DRAWING NAME: CHECKED BY: SHEET TITLE: 220513RH_FIGURE 6314A\Reports\Traffic\Figures\220513RH_FIGURE.dwg\4 By: RHILARIOFIELD BOOK:PAGE: Copyright © 2022. Colliers Engineering & Design All Rights Reserved. This drawing and all the information contained herein is authorized for use only by the party for whom the services were contracted or to whom it is certified. This drawing may not be copied, reused, disclosed, distributed or relied upon for any other purpose without the express written consent of Colliers Engineering & Design. www.colliersengineering.com C O N S U L T I N G Engineering & Design Phone:Engineering & Design FIELD HOME RESIDENTIAL DEVELOPMENT TOWN OF YORKTOWN WESTCHESTER COUNTY NEW YORK TRAFFIC IMPACT STUDY AS SHOWN 5/13/22 R.H.P.J.G. 21006314A 2026 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HOUR 4 ________________________ XXXX WESTCHESTER 400 Columbus Avenue, Suite 180E Valhalla, NY 10595 914.347.7500 COLLIERS ENGINEERING & DESIGN CT, P.C. DOING BUSINESS AS MASER CONSULTING ENGINEERING & LAND SURVEYING Doing Business as NOTE: LINE DIAGRAM NOT TO SCALE SITE CRO M P O N D NYS R O U T E 3 5 ) ROAD AR T H U R LA N E CROMPOND JACOB STREETFIELDCATHERINEROAD (U. S . R O U T E 2 0 2 / OLDGARDENLANESTREETROA D DALTON DRIVEDEPEYSDRITERVE 7 1063 16 82324 1178 1 32 80 6885149 142 2 3 0 2 1877191991114 0 62 3 77 52 617862 5 6 3 88 2411172 38 5 153002290 0 4 153002290 0 PROTECT YOURSELF Know what'sbelow. before you dig.Call R ALL STATES REQUIRE NOTIFICATION OF EXCAVATORS, DESIGNERS, OR ANY PERSON PREPARING TO DISTURB THE EARTH'S SURFACE ANYWHERE IN ANY STATE FOR STATE SPECIFIC DIRECT PHONE NUMBERS VISIT: WWW.CALL811.COM SHEET NUMBER: SCALE: PROJECT NUMBER: DRAWN BY:DATE: DRAWING NAME: CHECKED BY: SHEET TITLE: 220513RH_FIGURE 6314A\Reports\Traffic\Figures\220513RH_FIGURE.dwg\5 By: RHILARIOFIELD BOOK:PAGE: Copyright © 2022. Colliers Engineering & Design All Rights Reserved. This drawing and all the information contained herein is authorized for use only by the party for whom the services were contracted or to whom it is certified. This drawing may not be copied, reused, disclosed, distributed or relied upon for any other purpose without the express written consent of Colliers Engineering & Design. www.colliersengineering.com C O N S U L T I N G Engineering & Design Phone:Engineering & Design FIELD HOME RESIDENTIAL DEVELOPMENT TOWN OF YORKTOWN WESTCHESTER COUNTY NEW YORK TRAFFIC IMPACT STUDY AS SHOWN 5/13/22 R.H.P.J.G. 21006314A 2026 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HOUR 5 ________________________ XXXX WESTCHESTER 400 Columbus Avenue, Suite 180E Valhalla, NY 10595 914.347.7500 COLLIERS ENGINEERING & DESIGN CT, P.C. DOING BUSINESS AS MASER CONSULTING ENGINEERING & LAND SURVEYING Doing Business as NOTE: LINE DIAGRAM NOT TO SCALE SITE CRO M P O N D NYS R O U T E 3 5 ) ROAD AR T H U R LA N E CROMPOND JACOB STREETFIELDCATHERINEROAD (U. S . R O U T E 2 0 2 / OLDGARDENLANESTREETROA D DALTON DRIVEDEPEYSDRITERVE 7 0 10 005 0 1 0 25 0050 0 2 0 0 0 02500000 0 0 3 15 0 000 10 6 0 10 1500 0 5 01040350 0 4 10153500 0 PROTECT YOURSELF Know what'sbelow. before you dig.Call R ALL STATES REQUIRE NOTIFICATION OF EXCAVATORS, DESIGNERS, OR ANY PERSON PREPARING TO DISTURB THE EARTH'S SURFACE ANYWHERE IN ANY STATE FOR STATE SPECIFIC DIRECT PHONE NUMBERS VISIT: WWW.CALL811.COM SHEET NUMBER: SCALE: PROJECT NUMBER: DRAWN BY:DATE: DRAWING NAME: CHECKED BY: SHEET TITLE: 220513RH_FIGURE 6314A\Reports\Traffic\Figures\220513RH_FIGURE.dwg\6 By: RHILARIOFIELD BOOK:PAGE: Copyright © 2022. Colliers Engineering & Design All Rights Reserved. This drawing and all the information contained herein is authorized for use only by the party for whom the services were contracted or to whom it is certified. This drawing may not be copied, reused, disclosed, distributed or relied upon for any other purpose without the express written consent of Colliers Engineering & Design. www.colliersengineering.com C O N S U L T I N G Engineering & Design Phone:Engineering & Design FIELD HOME RESIDENTIAL DEVELOPMENT TOWN OF YORKTOWN WESTCHESTER COUNTY NEW YORK TRAFFIC IMPACT STUDY AS SHOWN 5/13/22 R.H.P.J.G. 21006314A ARRIVAL DISTRIBUTION (ALL VALUES ARE EXPRESSED AS %) 6 ________________________ XXXX WESTCHESTER 400 Columbus Avenue, Suite 180E Valhalla, NY 10595 914.347.7500 COLLIERS ENGINEERING & DESIGN CT, P.C. DOING BUSINESS AS MASER CONSULTING ENGINEERING & LAND SURVEYING Doing Business as NOTE: LINE DIAGRAM NOT TO SCALE SITE CRO M P O N D NYS R O U T E 3 5 ) ROAD AR T H U R LA N E CROMPOND JACOB STREETFIELDCATHERINEROAD (U. S . R O U T E 2 0 2 / OLDGARDENLANESTREETROA D DALTON DRIVEDEPEYSDRITERVE 7 0 0 1050 0 1 0 0 25500 0 2 0 0 0 00002500 0 0 3 0 0 10150 0 6 0 0 005 15 5 3500010 40 4 0001015 35 PROTECT YOURSELF Know what'sbelow. before you dig.Call R ALL STATES REQUIRE NOTIFICATION OF EXCAVATORS, DESIGNERS, OR ANY PERSON PREPARING TO DISTURB THE EARTH'S SURFACE ANYWHERE IN ANY STATE FOR STATE SPECIFIC DIRECT PHONE NUMBERS VISIT: WWW.CALL811.COM SHEET NUMBER: SCALE: PROJECT NUMBER: DRAWN BY:DATE: DRAWING NAME: CHECKED BY: SHEET TITLE: 220513RH_FIGURE 6314A\Reports\Traffic\Figures\220513RH_FIGURE.dwg\7 By: RHILARIOFIELD BOOK:PAGE: Copyright © 2022. Colliers Engineering & Design All Rights Reserved. This drawing and all the information contained herein is authorized for use only by the party for whom the services were contracted or to whom it is certified. This drawing may not be copied, reused, disclosed, distributed or relied upon for any other purpose without the express written consent of Colliers Engineering & Design. www.colliersengineering.com C O N S U L T I N G Engineering & Design Phone:Engineering & Design FIELD HOME RESIDENTIAL DEVELOPMENT TOWN OF YORKTOWN WESTCHESTER COUNTY NEW YORK TRAFFIC IMPACT STUDY AS SHOWN 5/13/22 R.H.P.J.G. 21006314A DEPARTURE DISTRIBUTION (ALL VALUES ARE EXPRESSED AS %) 7 ________________________ XXXX WESTCHESTER 400 Columbus Avenue, Suite 180E Valhalla, NY 10595 914.347.7500 COLLIERS ENGINEERING & DESIGN CT, P.C. DOING BUSINESS AS MASER CONSULTING ENGINEERING & LAND SURVEYING Doing Business as NOTE: LINE DIAGRAM NOT TO SCALE SITE CRO M P O N D NYS R O U T E 3 5 ) ROAD AR T H U R LA N E CROMPOND JACOB STREETFIELDCATHERINEROAD (U. S . 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This drawing may not be copied, reused, disclosed, distributed or relied upon for any other purpose without the express written consent of Colliers Engineering & Design. www.colliersengineering.com C O N S U L T I N G Engineering & Design Phone:Engineering & Design FIELD HOME RESIDENTIAL DEVELOPMENT TOWN OF YORKTOWN WESTCHESTER COUNTY NEW YORK TRAFFIC IMPACT STUDY AS SHOWN 5/13/22 R.H.P.J.G. 21006314A SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK AM HOUR 8 ________________________ XXXX WESTCHESTER 400 Columbus Avenue, Suite 180E Valhalla, NY 10595 914.347.7500 COLLIERS ENGINEERING & DESIGN CT, P.C. DOING BUSINESS AS MASER CONSULTING ENGINEERING & LAND SURVEYING Doing Business as NOTE: LINE DIAGRAM NOT TO SCALE SITE CRO M P O N D NYS R O U T E 3 5 ) ROAD AR T H U R LA N E CROMPOND JACOB STREETFIELDCATHERINEROAD (U. S . 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R O U T E 2 0 2 / OLDGARDENLANESTREETROA D DALTON DRIVEDEPEYSDRITERVE 7 1224 17 62637 794 1 40 131 5211862 36 2 5 0 3 3116223315726 0 18 3 130 122 1014155 3 6 4 92 78350 36 5 152261875 19 4 137261867 16 PROTECT YOURSELF Know what'sbelow. before you dig.Call R ALL STATES REQUIRE NOTIFICATION OF EXCAVATORS, DESIGNERS, OR ANY PERSON PREPARING TO DISTURB THE EARTH'S SURFACE ANYWHERE IN ANY STATE FOR STATE SPECIFIC DIRECT PHONE NUMBERS VISIT: WWW.CALL811.COM SHEET NUMBER: SCALE: PROJECT NUMBER: DRAWN BY:DATE: DRAWING NAME: CHECKED BY: SHEET TITLE: 220513RH_FIGURE 6314A\Reports\Traffic\Figures\220513RH_FIGURE.dwg\10 By: RHILARIOFIELD BOOK:PAGE: Copyright © 2022. Colliers Engineering & Design All Rights Reserved. This drawing and all the information contained herein is authorized for use only by the party for whom the services were contracted or to whom it is certified. This drawing may not be copied, reused, disclosed, distributed or relied upon for any other purpose without the express written consent of Colliers Engineering & Design. www.colliersengineering.com C O N S U L T I N G Engineering & Design Phone:Engineering & Design FIELD HOME RESIDENTIAL DEVELOPMENT TOWN OF YORKTOWN WESTCHESTER COUNTY NEW YORK TRAFFIC IMPACT STUDY AS SHOWN 5/13/22 R.H.P.J.G. 21006314A 2026 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HOUR 10 ________________________ XXXX WESTCHESTER 400 Columbus Avenue, Suite 180E Valhalla, NY 10595 914.347.7500 COLLIERS ENGINEERING & DESIGN CT, P.C. DOING BUSINESS AS MASER CONSULTING ENGINEERING & LAND SURVEYING Doing Business as NOTE: LINE DIAGRAM NOT TO SCALE SITE CRO M P O N D NYS R O U T E 3 5 ) ROAD AR T H U R LA N E CROMPOND JACOB STREETFIELDCATHERINEROAD (U. S . 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This drawing may not be copied, reused, disclosed, distributed or relied upon for any other purpose without the express written consent of Colliers Engineering & Design. www.colliersengineering.com C O N S U L T I N G Engineering & Design Phone:Engineering & Design FIELD HOME RESIDENTIAL DEVELOPMENT TOWN OF YORKTOWN WESTCHESTER COUNTY NEW YORK TRAFFIC IMPACT STUDY AS SHOWN 5/13/22 R.H.P.J.G. 21006314A 2026 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HOUR 11 ________________________ XXXX WESTCHESTER 400 Columbus Avenue, Suite 180E Valhalla, NY 10595 914.347.7500 COLLIERS ENGINEERING & DESIGN CT, P.C. DOING BUSINESS AS MASER CONSULTING ENGINEERING & LAND SURVEYING Doing Business as Traffic Impact Study |Appendices Appendix B | Tables Traffic Impact Study HTGR1 Volume HTGR1 HTGR1 0.13 16 0.39 47 0.37 44 0.23 27 NOTES: 1)THE HOURLY TRIP GENERATION RATES (HTGR)ARE BASED ON DATA PUBLISHED BY THE INSTITUTE OF TRANSPORTATION ENGINEERS (ITE)AS CONTAINED IN THE TRIP GENERATION HANDBOOK,11TH EDITION,2021. ITE LAND USE CODE - 215 - SINGLE FAMILY ATTACHED HOUSING. Table No. 1 Hourly Trip Generation Rates (HTGR) and Anticipated Site Generated Traffic Volumes Field Home Residential Development Entry Exit Town of Yorktown, New York Townhouses (120 Dwelling Units) Peak AM Highway Hour Peak PM Highway Hour R:\Projects\2021\21006314A\Reports\Traffic\Excel\Trip Generation\220519RH_Trip Generation Table.xlsx 6/8/2022 Page 1 |2 HTGR1 Volume HTGR1 HTGR1 0.12 14 0.14 17 0.16 19 0.13 16 NOTES: 1) Senior Adult Housing (120 Dwelling Units) Peak AM Highway Hour Peak PM Highway Hour THE HOURLY TRIP GENERATION RATES (HTGR)ARE BASED ON DATA PUBLISHED BY THE INSTITUTE OF TRANSPORTATION ENGINEERS (ITE)AS CONTAINED IN THE TRIP GENERATION HANDBOOK,11TH EDITION,2021. ITE LAND USE CODE - 252 - SENIOR ADULT HOUSING ATTACHED. Town of Yorktown, New York Table No. 1A Hourly Trip Generation Rates (HTGR) and Anticipated Site Generated Traffic Volumes Field Home Residential Development Entry Exit R:\Projects\2021\21006314A\Reports\Traffic\Excel\Trip Generation\220519RH_Trip Generation Table.xlsx 6/8/2022 Page 2 |2 v/c LOS Delay v/c LOS Delay v/c LOS Delay 1 Catherine Street & Old Crompond Road Old Crompond Road WB LT 0.04 A 7.7 0.05 A 7.7 0.05 A 7.8 0.1 Catherine Street NB LR 0.17 B 10.0 0.18 B 10.0 0.23 B 10.4 0.4 2 Catherine Street & Depeyster Drive/ Field Home Depeyster Drive EB LTR 0.00 A 7.4 0.00 A 7.4 0.00 A 7.4 0.0 Field Home WB LTR 0.01 A 7.2 0.01 A 7.2 0.01 A 7.2 0.0 Catherine Street NB LTR 0.20 B 10.4 0.21 B 10.5 0.21 B 10.5 0.0 Catherine Street SB LTR 0.27 B 11.1 0.28 B 11.2 0.30 B 11.4 0.2 3 Catherine Street & Jacob Road Jacob Road EB LT 0.12 A 7.8 0.12 A 7.8 0.13 A 7.8 0.0 Catherine Street SB LR 0.20 A 9.9 0.21 B 10.0 0.24 B 10.4 0.4 4 Catherine Street & Site Access (South)- Site Access (South)WB LR ------0.04 A 9.8 - Catherine Street SB LT ------0.01 A 7.6 - 5 Catherine Street & Site Access (North)- Site Access (North)WB LR ------0.04 A 9.9 - Catherine Street SB LT ------0.01 A 7.6 - 6 Garden Lane & Old Crompond Road Old Crompond Road WB LT 0.00 A 7.4 0.00 A 7.4 0.00 A 7.5 0.1 Garden Lane SB LR 0.13 B 10.5 0.15 B 10.8 0.15 B 10.9 0.1 7 Garden Lane & Crompond Road (U.S. Route 202/ NYS Route 35) Crompond Road WB LT 0.07 B 12.0 0.07 B 12.4 0.07 B 12.4 0.0 Garden Lane NB LR 0.12 D 25.2 0.14 D 27.2 0.25 E 40.3 13.1 W/ Signalization Crompond Road EB TR ---0.89 B 10.4 0.89 B 10.4 0.0 Crompond Road WB LT ---0.74 A 6.0 0.74 A 6.2 0.2 Garden Lane NB LR ---0.20 C 28.2 0.25 C 28.8 0.6 OVERALL ----A 8.9 -A 9.0 0.1 NOTES: 1) Unsignalized Table No. 2 Level of Service Summary Table Weekday Peak AM Hour 2022 Existing 2026 No-Build 2026 Build Change in Delay No-Build to Build THE ABOVE REPRESENTS THE LEVEL OF SERVICE AND VEHICLE DELAY IN SECONDS,C [16.2],FOR EACH KEY APPROACH OF THE UNSIGNALIZED INTERSECTIONS AS WELL AS FOR EACH APPROACH AND THE OVERALL INTERSECTION FOR THE SIGNALIZED INTERSECTIONS.SEE APPENDIX "C"FOR A DESCRIPTION OF THE LEVELS OF SERVICE. Unsignalized Unsignalized Unsignalized Unsignalized Unsignalized Unsignalized C:\Users\csawyer\OneDrive - Maser Consulting\Documents\220520RH_LOS Table2 6/8/2022 Page 1 |2 v/c LOS Delay v/c LOS Delay v/c LOS Delay 1 Catherine Street & Old Crompond Road Old Crompond Road WB LT 0.11 A 7.8 0.12 A 7.8 0.14 A 7.9 0.1 Catherine Street NB LR 0.23 B 11.2 0.24 B 11.4 0.28 B 12.0 0.6 2 Catherine Street & Depeyster Drive/ Field Home Depeyster Drive EB LTR 0.00 A 7.3 0.00 A 7.3 0.00 A 7.3 0.0 Field Home WB LTR 0.01 A 7.3 0.01 A 7.3 0.01 A 7.3 0.0 Catherine Street NB LTR 0.12 B 10.1 0.13 B 10.2 0.14 B 10.3 0.1 Catherine Street SB LTR 0.29 B 11.1 0.30 B 11.3 0.31 B 11.4 0.1 3 Catherine Street & Jacob Road Jacob Road EB LT 0.05 A 7.5 0.06 A 7.5 0.06 A 7.5 0.0 Catherine Street SB LR 0.20 A 9.6 0.21 A 9.7 0.22 A 9.8 0.1 4 Catherine Street & Site Access (South)- Site Access (South)WB LR ------0.02 A 9.9 - Catherine Street SB LT ------0.01 A 7.6 - 5 Catherine Street & Site Access (North)- Site Access (North)WB LR ------0.02 A 9.8 - Catherine Street SB LT ------0.01 A 7.6 - 6 Garden Lane & Old Crompond Road Old Crompond Road WB LT 0.00 A 7.7 0.00 A 7.8 0.00 A 7.8 0.0 Garden Lane SB LR 0.06 B 10.7 0.07 B 10.9 0.08 B 11.1 0.2 7 Garden Lane & Crompond Road (U.S. Route 202/ NYS Route 35) Crompond Road WB LT 0.04 B 11.1 0.04 B 11.4 0.05 B 11.4 0.0 Garden Lane NB LR 0.27 E 46.3 0.31 F 52.8 0.40 F 68.1 15.3 W/ Signalization Crompond Road EB TR ---0.79 A 6.2 0.79 A 6.3 0.1 Crompond Road WB LT ---0.86 A 8.9 0.87 A 9.0 0.1 Garden Lane NB LR ---0.22 C 26.0 0.25 C 26.4 0.4 OVERALL ----A 7.9 -A 8.0 0.1 NOTES: 1) Unsignalized THE ABOVE REPRESENTS THE LEVEL OF SERVICE AND VEHICLE DELAY IN SECONDS,C [16.2],FOR EACH KEY APPROACH OF THE UNSIGNALIZED INTERSECTIONS AS WELL AS FOR EACH APPROACH AND THE OVERALL INTERSECTION FOR THE SIGNALIZED INTERSECTIONS.SEE APPENDIX "C"FOR A DESCRIPTION OF THE LEVELS OF SERVICE. Unsignalized Unsignalized Unsignalized Unsignalized Unsignalized Unsignalized Table No. 2 Level of Service Summary Table Weekday Peak PM Hour 2022 Existing 2026 No-Build 2026 Build Change in Delay No-Build to Build C:\Users\csawyer\OneDrive - Maser Consulting\Documents\220520RH_LOS Table2 6/8/2022 Page 2 |2 Traffic Impact Study |Appendices Appendix C | Level of Service Standards Traffic Impact Study Traffic Impact Study |Appendices 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/ve h 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. • 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). Level of Service Standards Traffic Impact Study |Appendices The Level of Service Criteria for signalized intersections are given in Exhibit 19-8 from the Highway Capacity Manual, 6th Edition published by the Transportation Research Board. Exhibit 19-8 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 |Appendices 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 20 -2 from the Highway Capacity Manual, 6th Edition 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 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 20-2 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 |Appendices 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 21-8. 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 21 -8 from the Highway Capacity Manual, 6th Edition published by the Transportation Research Board. Exhibit 21-8 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 |Appendices Appendix D | Capacity Analysis Traffic Impact Study 2022 Existing Traffic Volumes Peak AM Hour 1: Catherine Street & Old Crompond Road 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)38 122 52 35 39 91 Future Volume (vph)38 122 52 35 39 91 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 12 11 12 12 Grade (%)-4%2%-10% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.897 0.906 Flt Protected 0.971 0.985 Satd. Flow (prot)1524 0 0 1553 1587 0 Flt Permitted 0.971 0.985 Satd. Flow (perm)1524 0 0 1553 1587 0 Link Speed (mph)30 30 30 Link Distance (ft)170 1649 587 Travel Time (s)3.9 37.5 13.3 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles (%)11%10%2%31%15%11% Adj. Flow (vph)45 144 61 41 46 107 Shared Lane Traffic (%) Lane Group Flow (vph)189 0 0 102 153 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left 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 1.02 0.97 1.01 1.06 0.94 0.94 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak AM Hour 1: Catherine Street & Old Crompond Road 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 2 Intersection Int Delay, s/veh 4.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 38 122 52 35 39 91 Future Vol, veh/h 38 122 52 35 39 91 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, %-4 --2 -10 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %11 10 2 31 15 11 Mvmt Flow 45 144 61 41 46 107 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 189 0 280 117 Stage 1 ----117 - Stage 2 ----163 - Critical Hdwy --4.12 -4.55 5.31 Critical Hdwy Stg 1 ----3.55 - Critical Hdwy Stg 2 ----3.55 - Follow-up Hdwy --2.218 -3.635 3.399 Pot Cap-1 Maneuver --1385 -798 941 Stage 1 ----936 - Stage 2 ----915 - Platoon blocked, %--- Mov Cap-1 Maneuver --1385 -762 941 Mov Cap-2 Maneuver ----762 - Stage 1 ----936 - Stage 2 ----874 - Approach EB WB NB HCM Control Delay, s 0 4.6 10 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)879 --1385 - HCM Lane V/C Ratio 0.174 --0.044 - HCM Control Delay (s)10 --7.7 0 HCM Lane LOS B --A A HCM 95th %tile Q(veh)0.6 --0.1 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak AM Hour 2: Catherine Street & Depeyster Drive/Field Home 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)5 0 3 6 0 17 3 108 21 32 140 2 Future Volume (vph)5 0 3 6 0 17 3 108 21 32 140 2 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 11 12 12 12 12 12 13 12 12 13 12 Grade (%)1%-2%0%0% 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 0.946 0.902 0.979 0.998 Flt Protected 0.971 0.986 0.999 0.991 Satd. Flow (prot)0 1488 0 0 1673 0 0 1635 0 0 1804 0 Flt Permitted 0.971 0.986 0.999 0.991 Satd. Flow (perm)0 1488 0 0 1673 0 0 1635 0 0 1804 0 Link Speed (mph)30 30 30 30 Link Distance (ft)322 241 1150 418 Travel Time (s)7.3 5.5 26.1 9.5 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)20%2%2%2%2%2%33%14%33%2%9%2% Adj. Flow (vph)6 0 4 8 0 21 4 135 26 40 175 3 Shared Lane Traffic (%) Lane Group Flow (vph)0 10 0 0 29 0 0 165 0 0 218 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)0 0 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.05 1.01 0.99 0.99 0.99 1.00 0.96 1.00 1.00 0.96 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak AM Hour 2: Catherine Street & Depeyster Drive/Field Home 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 4 Intersection Int Delay, s/veh 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 3 6 0 17 3 108 21 32 140 2 Future Vol, veh/h 5 0 3 6 0 17 3 108 21 32 140 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-1 ---2 --0 --0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80 Heavy Vehicles, %20 2 2 2 2 2 33 14 33 2 9 2 Mvmt Flow 6 0 4 8 0 21 4 135 26 40 175 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 21 0 0 4 0 0 130 51 2 122 43 11 Stage 1 ------14 14 -27 27 - Stage 2 ------116 37 -95 16 - Critical Hdwy 4.3 --4.12 --7.43 6.64 6.53 7.12 6.59 6.22 Critical Hdwy Stg 1 ------6.43 5.64 -6.12 5.59 - Critical Hdwy Stg 2 ------6.43 5.64 -6.12 5.59 - Follow-up Hdwy 2.38 --2.218 --3.797 4.126 3.597 3.518 4.081 3.318 Pot Cap-1 Maneuver 1485 --1618 --776 818 998 853 835 1070 Stage 1 ------932 860 -990 859 - Stage 2 ------819 841 -912 868 - Platoon blocked, %---- Mov Cap-1 Maneuver 1485 --1618 --644 811 998 720 827 1070 Mov Cap-2 Maneuver ------644 811 -720 827 - Stage 1 ------928 857 -986 855 - Stage 2 ------647 837 -745 865 - Approach EB WB NB SB HCM Control Delay, s 4.6 1.9 10.4 11.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)831 1485 --1618 --807 HCM Lane V/C Ratio 0.199 0.004 --0.005 --0.27 HCM Control Delay (s)10.4 7.4 0 -7.2 0 -11.1 HCM Lane LOS B A A -A A -B HCM 95th %tile Q(veh)0.7 0 --0 --1.1 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak AM Hour 3: Jacob Road & Catherine Street 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 5 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)123 117 53 1 5 129 Future Volume (vph)123 117 53 1 5 129 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)12 13 10 12 12 12 Grade (%)1%-2%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.870 Flt Protected 0.975 0.998 Satd. Flow (prot)0 1770 1752 0 1523 0 Flt Permitted 0.975 0.998 Satd. Flow (perm)0 1770 1752 0 1523 0 Link Speed (mph)30 30 30 Link Distance (ft)755 963 1150 Travel Time (s)17.2 21.9 26.1 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 Heavy Vehicles (%)11%4%2%2%20%9% Adj. Flow (vph)173 165 75 1 7 182 Shared Lane Traffic (%) Lane Group Flow (vph)0 338 76 0 189 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 1.01 0.96 1.08 0.99 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak AM Hour 3: Jacob Road & Catherine Street 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 6 Intersection Int Delay, s/veh 5.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 123 117 53 1 5 129 Future Vol, veh/h 123 117 53 1 5 129 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, %-1 -2 --2 - Peak Hour Factor 71 71 71 71 71 71 Heavy Vehicles, %11 4 2 2 20 9 Mvmt Flow 173 165 75 1 7 182 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 76 0 -0 587 76 Stage 1 ----76 - Stage 2 ----511 - Critical Hdwy 4.21 ---6.2 6.09 Critical Hdwy Stg 1 ----5.2 - Critical Hdwy Stg 2 ----5.2 - Follow-up Hdwy 2.299 ---3.68 3.381 Pot Cap-1 Maneuver 1468 ---473 970 Stage 1 ----911 - Stage 2 ----600 - Platoon blocked, %--- Mov Cap-1 Maneuver 1468 ---412 970 Mov Cap-2 Maneuver ----412 - Stage 1 ----793 - Stage 2 ----600 - Approach EB WB SB HCM Control Delay, s 4 0 9.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1468 ---923 HCM Lane V/C Ratio 0.118 ---0.204 HCM Control Delay (s)7.8 0 --9.9 HCM Lane LOS A A --A HCM 95th %tile Q(veh)0.4 ---0.8 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak AM Hour 6: Old Crompond Road & Garden Lane 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)4 72 45 28 73 3 Future Volume (vph)4 72 45 28 73 3 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-1%4%3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.949 0.995 Flt Protected 0.998 0.954 Satd. Flow (prot)0 1818 1602 0 1556 0 Flt Permitted 0.998 0.954 Satd. Flow (perm)0 1818 1602 0 1556 0 Link Speed (mph)30 30 30 Link Distance (ft)631 170 331 Travel Time (s)14.3 3.9 7.5 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles (%)2%5%13%6%12%67% Adj. Flow (vph)5 96 60 37 97 4 Shared Lane Traffic (%) Lane Group Flow (vph)0 101 97 0 101 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 0.99 0.99 1.03 1.03 1.02 1.02 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak AM Hour 6: Old Crompond Road & Garden Lane 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 8 Intersection Int Delay, s/veh 3.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 4 72 45 28 73 3 Future Vol, veh/h 4 72 45 28 73 3 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, %--1 4 -3 - Peak Hour Factor 75 75 75 75 75 75 Heavy Vehicles, %2 5 13 6 12 67 Mvmt Flow 5 96 60 37 97 4 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 97 0 -0 185 79 Stage 1 ----79 - Stage 2 ----106 - Critical Hdwy 4.12 ---7.12 7.17 Critical Hdwy Stg 1 ----6.12 - Critical Hdwy Stg 2 ----6.12 - Follow-up Hdwy 2.218 ---3.608 3.903 Pot Cap-1 Maneuver 1496 ---758 822 Stage 1 ----907 - Stage 2 ----878 - Platoon blocked, %--- Mov Cap-1 Maneuver 1496 ---755 822 Mov Cap-2 Maneuver ----755 - Stage 1 ----903 - Stage 2 ----878 - Approach EB WB SB HCM Control Delay, s 0.4 0 10.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1496 ---757 HCM Lane V/C Ratio 0.004 ---0.134 HCM Control Delay (s)7.4 0 --10.5 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0 ---0.5 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak AM Hour 7: Garden Lane & Crompond Road 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 9 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)1177 15 35 763 1 23 Future Volume (vph)1177 15 35 763 1 23 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 12 12 15 13 12 Grade (%)0%1%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.870 Flt Protected 0.998 0.998 Satd. Flow (prot)2022 0 0 1978 1657 0 Flt Permitted 0.998 0.998 Satd. Flow (perm)2022 0 0 1978 1657 0 Link Speed (mph)45 45 30 Link Distance (ft)745 1084 732 Travel Time (s)11.3 16.4 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)3%15%3%5%2%4% Adj. Flow (vph)1239 16 37 803 1 24 Shared Lane Traffic (%) Lane Group Flow (vph)1255 0 0 840 25 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 0 13 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 1.00 1.01 0.89 0.95 0.99 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak AM Hour 7: Garden Lane & Crompond Road 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 10 Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1177 15 35 763 1 23 Future Vol, veh/h 1177 15 35 763 1 23 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 --1 -2 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %3 15 3 5 2 4 Mvmt Flow 1239 16 37 803 1 24 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1255 0 2124 1247 Stage 1 ----1247 - Stage 2 ----877 - Critical Hdwy --4.13 -6.02 6.04 Critical Hdwy Stg 1 ----5.02 - Critical Hdwy Stg 2 ----5.02 - Follow-up Hdwy --2.227 -3.518 3.336 Pot Cap-1 Maneuver --551 -70 225 Stage 1 ----311 - Stage 2 ----449 - Platoon blocked, %--- Mov Cap-1 Maneuver --551 -62 225 Mov Cap-2 Maneuver ----62 - Stage 1 ----311 - Stage 2 ----395 - Approach EB WB NB HCM Control Delay, s 0 0.5 25.2 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)203 --551 - HCM Lane V/C Ratio 0.124 --0.067 - HCM Control Delay (s)25.2 --12 0 HCM Lane LOS D --B A HCM 95th %tile Q(veh)0.4 --0.2 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak PM Hour 1: Catherine Street & Old Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)31 77 143 137 65 82 Future Volume (vph)31 77 143 137 65 82 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 12 11 12 12 Grade (%)-4%2%-10% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.904 0.925 Flt Protected 0.975 0.978 Satd. Flow (prot)1660 0 0 1738 1747 0 Flt Permitted 0.975 0.978 Satd. Flow (perm)1660 0 0 1738 1747 0 Link Speed (mph)30 30 30 Link Distance (ft)170 1649 587 Travel Time (s)3.9 37.5 13.3 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles (%)2%2%2%2%5%2% Adj. Flow (vph)36 90 166 159 76 95 Shared Lane Traffic (%) Lane Group Flow (vph)126 0 0 325 171 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left 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 1.02 0.97 1.01 1.06 0.94 0.94 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak PM Hour 1: Catherine Street & Old Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 2 Intersection Int Delay, s/veh 5.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 31 77 143 137 65 82 Future Vol, veh/h 31 77 143 137 65 82 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, %-4 --2 -10 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, %2 2 2 2 5 2 Mvmt Flow 36 90 166 159 76 95 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 126 0 572 81 Stage 1 ----81 - Stage 2 ----491 - Critical Hdwy --4.12 -4.45 5.22 Critical Hdwy Stg 1 ----3.45 - Critical Hdwy Stg 2 ----3.45 - Follow-up Hdwy --2.218 -3.545 3.318 Pot Cap-1 Maneuver --1460 -655 1001 Stage 1 ----978 - Stage 2 ----800 - Platoon blocked, %--- Mov Cap-1 Maneuver --1460 -573 1001 Mov Cap-2 Maneuver ----573 - Stage 1 ----978 - Stage 2 ----700 - Approach EB WB NB HCM Control Delay, s 0 4 11.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)752 --1460 - HCM Lane V/C Ratio 0.227 --0.114 - HCM Control Delay (s)11.2 --7.8 0 HCM Lane LOS B --A A HCM 95th %tile Q(veh)0.9 --0.4 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak PM Hour 2: Catherine Street & Depeyster Drive/Field Home 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)3 0 2 13 0 60 1 84 7 18 191 11 Future Volume (vph)3 0 2 13 0 60 1 84 7 18 191 11 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 11 12 12 12 12 12 13 12 12 13 12 Grade (%)1%-2%0%0% 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 0.946 0.889 0.990 0.993 Flt Protected 0.971 0.991 0.999 0.996 Satd. Flow (prot)0 1646 0 0 1637 0 0 1904 0 0 1904 0 Flt Permitted 0.971 0.991 0.999 0.996 Satd. Flow (perm)0 1646 0 0 1637 0 0 1904 0 0 1904 0 Link Speed (mph)30 30 30 30 Link Distance (ft)322 241 1150 418 Travel Time (s)7.3 5.5 26.1 9.5 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 (%)2%2%2%9%2%2%2%2%2%2%2%2% Adj. Flow (vph)3 0 2 14 0 64 1 89 7 19 203 12 Shared Lane Traffic (%) Lane Group Flow (vph)0 5 0 0 78 0 0 97 0 0 234 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)0 0 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.05 1.01 0.99 0.99 0.99 1.00 0.96 1.00 1.00 0.96 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak PM Hour 2: Catherine Street & Depeyster Drive/Field Home 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 4 Intersection Int Delay, s/veh 8.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 0 2 13 0 60 1 84 7 18 191 11 Future Vol, veh/h 3 0 2 13 0 60 1 84 7 18 191 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-1 ---2 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 9 2 2 2 2 2 2 2 2 Mvmt Flow 3 0 2 14 0 64 1 89 7 19 203 12 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 64 0 0 2 0 0 175 99 1 115 68 32 Stage 1 ------7 7 -60 60 - Stage 2 ------168 92 -55 8 - Critical Hdwy 4.12 --4.19 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.281 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1538 --1576 --788 791 1084 862 823 1042 Stage 1 ------1015 890 -951 845 - Stage 2 ------834 819 -957 889 - Platoon blocked, %---- Mov Cap-1 Maneuver 1538 --1576 --624 782 1084 775 814 1042 Mov Cap-2 Maneuver ------624 782 -775 814 - Stage 1 ------1013 888 -949 837 - Stage 2 ------619 812 -853 887 - Approach EB WB NB SB HCM Control Delay, s 4.4 1.3 10.1 11.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)797 1538 --1576 --820 HCM Lane V/C Ratio 0.123 0.002 --0.009 --0.285 HCM Control Delay (s)10.1 7.3 0 -7.3 0 -11.1 HCM Lane LOS B A A -A A -B HCM 95th %tile Q(veh)0.4 0 --0 --1.2 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak PM Hour 3: Jacob Road & Catherine Street 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 5 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)74 50 60 5 6 171 Future Volume (vph)74 50 60 5 6 171 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)12 13 10 12 12 12 Grade (%)1%-2%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.989 0.870 Flt Protected 0.971 0.998 Satd. Flow (prot)0 1849 1737 0 1625 0 Flt Permitted 0.971 0.998 Satd. Flow (perm)0 1849 1737 0 1625 0 Link Speed (mph)30 30 30 Link Distance (ft)755 963 1150 Travel Time (s)17.2 21.9 26.1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%)3%2%2%2%17%2% Adj. Flow (vph)82 56 67 6 7 190 Shared Lane Traffic (%) Lane Group Flow (vph)0 138 73 0 197 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 1.01 0.96 1.08 0.99 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak PM Hour 3: Jacob Road & Catherine Street 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 6 Intersection Int Delay, s/veh 6.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 74 50 60 5 6 171 Future Vol, veh/h 74 50 60 5 6 171 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, %-1 -2 --2 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %3 2 2 2 17 2 Mvmt Flow 82 56 67 6 7 190 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 73 0 -0 290 70 Stage 1 ----70 - Stage 2 ----220 - Critical Hdwy 4.13 ---6.17 6.02 Critical Hdwy Stg 1 ----5.17 - Critical Hdwy Stg 2 ----5.17 - Follow-up Hdwy 2.227 ---3.653 3.318 Pot Cap-1 Maneuver 1520 ---692 997 Stage 1 ----923 - Stage 2 ----802 - Platoon blocked, %--- Mov Cap-1 Maneuver 1520 ---653 997 Mov Cap-2 Maneuver ----653 - Stage 1 ----871 - Stage 2 ----802 - Approach EB WB SB HCM Control Delay, s 4.5 0 9.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1520 ---980 HCM Lane V/C Ratio 0.054 ---0.201 HCM Control Delay (s)7.5 0 --9.6 HCM Lane LOS A A --A HCM 95th %tile Q(veh)0.2 ---0.7 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak PM Hour 6: Old Crompond Road & Garden Lane 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)3 85 165 37 23 11 Future Volume (vph)3 85 165 37 23 11 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-1%4%3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.975 0.957 Flt Protected 0.998 0.967 Satd. Flow (prot)0 1868 1780 0 1698 0 Flt Permitted 0.998 0.967 Satd. Flow (perm)0 1868 1780 0 1698 0 Link Speed (mph)30 30 30 Link Distance (ft)631 170 331 Travel Time (s)14.3 3.9 7.5 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Adj. Flow (vph)4 104 201 45 28 13 Shared Lane Traffic (%) Lane Group Flow (vph)0 108 246 0 41 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 0.99 0.99 1.03 1.03 1.02 1.02 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak PM Hour 6: Old Crompond Road & Garden Lane 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 8 Intersection Int Delay, s/veh 1.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 3 85 165 37 23 11 Future Vol, veh/h 3 85 165 37 23 11 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, %--1 4 -3 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 4 104 201 45 28 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 246 0 -0 336 224 Stage 1 ----224 - Stage 2 ----112 - Critical Hdwy 4.12 ---7.02 6.52 Critical Hdwy Stg 1 ----6.02 - Critical Hdwy Stg 2 ----6.02 - Follow-up Hdwy 2.218 ---3.518 3.318 Pot Cap-1 Maneuver 1320 ---623 800 Stage 1 ----783 - Stage 2 ----896 - Platoon blocked, %--- Mov Cap-1 Maneuver 1320 ---621 800 Mov Cap-2 Maneuver ----621 - Stage 1 ----781 - Stage 2 ----896 - Approach EB WB SB HCM Control Delay, s 0.3 0 10.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1320 ---669 HCM Lane V/C Ratio 0.003 ---0.062 HCM Control Delay (s)7.7 0 --10.7 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0 ---0.2 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak PM Hour 7: Garden Lane & Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 9 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)1022 15 23 1133 8 22 Future Volume (vph)1022 15 23 1133 8 22 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 12 12 15 13 12 Grade (%)0%1%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.900 Flt Protected 0.999 0.987 Satd. Flow (prot)2024 0 0 2015 1547 0 Flt Permitted 0.999 0.987 Satd. Flow (perm)2024 0 0 2015 1547 0 Link Speed (mph)45 45 30 Link Distance (ft)745 1084 732 Travel Time (s)11.3 16.4 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)3%7%9%3%2%18% Adj. Flow (vph)1076 16 24 1193 8 23 Shared Lane Traffic (%) Lane Group Flow (vph)1092 0 0 1217 31 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 0 13 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 1.00 1.01 0.89 0.95 0.99 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2022 Existing Traffic Volumes Peak PM Hour 7: Garden Lane & Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 10 Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1022 15 23 1133 8 22 Future Vol, veh/h 1022 15 23 1133 8 22 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 --1 -2 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %3 7 9 3 2 18 Mvmt Flow 1076 16 24 1193 8 23 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1092 0 2325 1084 Stage 1 ----1084 - Stage 2 ----1241 - Critical Hdwy --4.19 -6.02 6.18 Critical Hdwy Stg 1 ----5.02 - Critical Hdwy Stg 2 ----5.02 - Follow-up Hdwy --2.281 -3.518 3.462 Pot Cap-1 Maneuver --614 -53 260 Stage 1 ----366 - Stage 2 ----313 - Platoon blocked, %--- Mov Cap-1 Maneuver --614 -47 260 Mov Cap-2 Maneuver ----47 - Stage 1 ----366 - Stage 2 ----277 - Approach EB WB NB HCM Control Delay, s 0 0.2 46.3 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)118 --614 - HCM Lane V/C Ratio 0.268 --0.039 - HCM Control Delay (s)46.3 --11.1 0 HCM Lane LOS E --B A HCM 95th %tile Q(veh)1 --0.1 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak AM Hour 1: Catherine Street & Old Crompond Road 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)40 127 54 36 41 95 Future Volume (vph)40 127 54 36 41 95 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 12 11 12 12 Grade (%)-4%2%-10% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.897 0.905 Flt Protected 0.971 0.985 Satd. Flow (prot)1524 0 0 1556 1585 0 Flt Permitted 0.971 0.985 Satd. Flow (perm)1524 0 0 1556 1585 0 Link Speed (mph)30 30 30 Link Distance (ft)170 1649 587 Travel Time (s)3.9 37.5 13.3 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles (%)11%10%2%31%15%11% Adj. Flow (vph)47 149 64 42 48 112 Shared Lane Traffic (%) Lane Group Flow (vph)196 0 0 106 160 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left 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 1.02 0.97 1.01 1.06 0.94 0.94 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak AM Hour 1: Catherine Street & Old Crompond Road 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 2 Intersection Int Delay, s/veh 4.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 40 127 54 36 41 95 Future Vol, veh/h 40 127 54 36 41 95 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, %-4 --2 -10 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %11 10 2 31 15 11 Mvmt Flow 47 149 64 42 48 112 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 196 0 292 122 Stage 1 ----122 - Stage 2 ----170 - Critical Hdwy --4.12 -4.55 5.31 Critical Hdwy Stg 1 ----3.55 - Critical Hdwy Stg 2 ----3.55 - Follow-up Hdwy --2.218 -3.635 3.399 Pot Cap-1 Maneuver --1377 -791 937 Stage 1 ----933 - Stage 2 ----911 - Platoon blocked, %--- Mov Cap-1 Maneuver --1377 -753 937 Mov Cap-2 Maneuver ----753 - Stage 1 ----933 - Stage 2 ----867 - Approach EB WB NB HCM Control Delay, s 0 4.6 10 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)873 --1377 - HCM Lane V/C Ratio 0.183 --0.046 - HCM Control Delay (s)10 --7.7 0 HCM Lane LOS B --A A HCM 95th %tile Q(veh)0.7 --0.1 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak AM Hour 2: Catherine Street & Depeyster Drive/Field Home 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)5 0 3 6 0 18 3 112 22 33 146 2 Future Volume (vph)5 0 3 6 0 18 3 112 22 33 146 2 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 11 12 12 12 12 12 13 12 12 13 12 Grade (%)1%-2%0%0% 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 0.946 0.900 0.978 0.998 Flt Protected 0.971 0.987 0.999 0.991 Satd. Flow (prot)0 1488 0 0 1671 0 0 1632 0 0 1804 0 Flt Permitted 0.971 0.987 0.999 0.991 Satd. Flow (perm)0 1488 0 0 1671 0 0 1632 0 0 1804 0 Link Speed (mph)30 30 30 30 Link Distance (ft)322 241 1150 418 Travel Time (s)7.3 5.5 26.1 9.5 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)20%2%2%2%2%2%33%14%33%2%9%2% Adj. Flow (vph)6 0 4 8 0 23 4 140 28 41 183 3 Shared Lane Traffic (%) Lane Group Flow (vph)0 10 0 0 31 0 0 172 0 0 227 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)0 0 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.05 1.01 0.99 0.99 0.99 1.00 0.96 1.00 1.00 0.96 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak AM Hour 2: Catherine Street & Depeyster Drive/Field Home 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 4 Intersection Int Delay, s/veh 10.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 3 6 0 18 3 112 22 33 146 2 Future Vol, veh/h 5 0 3 6 0 18 3 112 22 33 146 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-1 ---2 --0 --0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80 Heavy Vehicles, %20 2 2 2 2 2 33 14 33 2 9 2 Mvmt Flow 6 0 4 8 0 23 4 140 28 41 183 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 23 0 0 4 0 0 135 53 2 126 44 12 Stage 1 ------14 14 -28 28 - Stage 2 ------121 39 -98 16 - Critical Hdwy 4.3 --4.12 --7.43 6.64 6.53 7.12 6.59 6.22 Critical Hdwy Stg 1 ------6.43 5.64 -6.12 5.59 - Critical Hdwy Stg 2 ------6.43 5.64 -6.12 5.59 - Follow-up Hdwy 2.38 --2.218 --3.797 4.126 3.597 3.518 4.081 3.318 Pot Cap-1 Maneuver 1483 --1618 --770 816 998 848 834 1069 Stage 1 ------932 860 -989 858 - Stage 2 ------814 839 -908 868 - Platoon blocked, %---- Mov Cap-1 Maneuver 1483 --1618 --633 809 998 711 826 1069 Mov Cap-2 Maneuver ------633 809 -711 826 - Stage 1 ------928 857 -985 854 - Stage 2 ------635 835 -736 865 - Approach EB WB NB SB HCM Control Delay, s 4.6 1.8 10.5 11.2 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)829 1483 --1618 --804 HCM Lane V/C Ratio 0.207 0.004 --0.005 --0.281 HCM Control Delay (s)10.5 7.4 0 -7.2 0 -11.2 HCM Lane LOS B A A -A A -B HCM 95th %tile Q(veh)0.8 0 --0 --1.2 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak AM Hour 3: Jacob Road & Catherine Street 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 5 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)128 122 55 1 5 134 Future Volume (vph)128 122 55 1 5 134 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)12 13 10 12 12 12 Grade (%)1%-2%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.870 Flt Protected 0.975 0.998 Satd. Flow (prot)0 1770 1752 0 1523 0 Flt Permitted 0.975 0.998 Satd. Flow (perm)0 1770 1752 0 1523 0 Link Speed (mph)30 30 30 Link Distance (ft)755 963 1150 Travel Time (s)17.2 21.9 26.1 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 Heavy Vehicles (%)11%4%2%2%20%9% Adj. Flow (vph)180 172 77 1 7 189 Shared Lane Traffic (%) Lane Group Flow (vph)0 352 78 0 196 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 1.01 0.96 1.08 0.99 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak AM Hour 3: Jacob Road & Catherine Street 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 6 Intersection Int Delay, s/veh 5.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 128 122 55 1 5 134 Future Vol, veh/h 128 122 55 1 5 134 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, %-1 -2 --2 - Peak Hour Factor 71 71 71 71 71 71 Heavy Vehicles, %11 4 2 2 20 9 Mvmt Flow 180 172 77 1 7 189 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 78 0 -0 610 78 Stage 1 ----78 - Stage 2 ----532 - Critical Hdwy 4.21 ---6.2 6.09 Critical Hdwy Stg 1 ----5.2 - Critical Hdwy Stg 2 ----5.2 - Follow-up Hdwy 2.299 ---3.68 3.381 Pot Cap-1 Maneuver 1465 ---460 968 Stage 1 ----909 - Stage 2 ----588 - Platoon blocked, %--- Mov Cap-1 Maneuver 1465 ---397 968 Mov Cap-2 Maneuver ----397 - Stage 1 ----785 - Stage 2 ----588 - Approach EB WB SB HCM Control Delay, s 4 0 10 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1465 ---920 HCM Lane V/C Ratio 0.123 ---0.213 HCM Control Delay (s)7.8 0 --10 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0.4 ---0.8 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak AM Hour 6: Old Crompond Road & Garden Lane 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)4 90 48 29 76 3 Future Volume (vph)4 90 48 29 76 3 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-1%4%3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.949 0.995 Flt Protected 0.998 0.954 Satd. Flow (prot)0 1817 1601 0 1557 0 Flt Permitted 0.998 0.954 Satd. Flow (perm)0 1817 1601 0 1557 0 Link Speed (mph)30 30 30 Link Distance (ft)631 170 331 Travel Time (s)14.3 3.9 7.5 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles (%)2%5%13%6%12%67% Adj. Flow (vph)5 120 64 39 101 4 Shared Lane Traffic (%) Lane Group Flow (vph)0 125 103 0 105 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 0.99 0.99 1.03 1.03 1.02 1.02 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak AM Hour 6: Old Crompond Road & Garden Lane 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 8 Intersection Int Delay, s/veh 3.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 4 90 48 29 76 3 Future Vol, veh/h 4 90 48 29 76 3 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, %--1 4 -3 - Peak Hour Factor 75 75 75 75 75 75 Heavy Vehicles, %2 5 13 6 12 67 Mvmt Flow 5 120 64 39 101 4 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 103 0 -0 214 84 Stage 1 ----84 - Stage 2 ----130 - Critical Hdwy 4.12 ---7.12 7.17 Critical Hdwy Stg 1 ----6.12 - Critical Hdwy Stg 2 ----6.12 - Follow-up Hdwy 2.218 ---3.608 3.903 Pot Cap-1 Maneuver 1489 ---726 816 Stage 1 ----902 - Stage 2 ----853 - Platoon blocked, %--- Mov Cap-1 Maneuver 1489 ---723 816 Mov Cap-2 Maneuver ----723 - Stage 1 ----898 - Stage 2 ----853 - Approach EB WB SB HCM Control Delay, s 0.3 0 10.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1489 ---726 HCM Lane V/C Ratio 0.004 ---0.145 HCM Control Delay (s)7.4 0 --10.8 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0 ---0.5 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak AM Hour 7: Garden Lane & Crompond Road 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 9 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)1224 16 36 794 1 24 Future Volume (vph)1224 16 36 794 1 24 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 12 12 15 13 12 Grade (%)0%1%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.870 Flt Protected 0.998 0.998 Satd. Flow (prot)2022 0 0 1978 1657 0 Flt Permitted 0.998 0.998 Satd. Flow (perm)2022 0 0 1978 1657 0 Link Speed (mph)45 45 30 Link Distance (ft)745 1084 732 Travel Time (s)11.3 16.4 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)3%15%3%5%2%4% Adj. Flow (vph)1288 17 38 836 1 25 Shared Lane Traffic (%) Lane Group Flow (vph)1305 0 0 874 26 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 0 13 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 1.00 1.01 0.89 0.95 0.99 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak AM Hour 7: Garden Lane & Crompond Road 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 10 Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1224 16 36 794 1 24 Future Vol, veh/h 1224 16 36 794 1 24 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 --1 -2 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %3 15 3 5 2 4 Mvmt Flow 1288 17 38 836 1 25 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1305 0 2209 1297 Stage 1 ----1297 - Stage 2 ----912 - Critical Hdwy --4.13 -6.02 6.04 Critical Hdwy Stg 1 ----5.02 - Critical Hdwy Stg 2 ----5.02 - Follow-up Hdwy --2.227 -3.518 3.336 Pot Cap-1 Maneuver --527 -62 210 Stage 1 ----296 - Stage 2 ----433 - Platoon blocked, %--- Mov Cap-1 Maneuver --527 -54 210 Mov Cap-2 Maneuver ----54 - Stage 1 ----296 - Stage 2 ----375 - Approach EB WB NB HCM Control Delay, s 0 0.5 27.2 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)188 --527 - HCM Lane V/C Ratio 0.14 --0.072 - HCM Control Delay (s)27.2 --12.4 0 HCM Lane LOS D --B A HCM 95th %tile Q(veh)0.5 --0.2 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak PM Hour 1: Catherine Street & Old Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)32 80 149 142 68 85 Future Volume (vph)32 80 149 142 68 85 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 12 11 12 12 Grade (%)-4%2%-10% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.903 0.925 Flt Protected 0.975 0.978 Satd. Flow (prot)1659 0 0 1738 1747 0 Flt Permitted 0.975 0.978 Satd. Flow (perm)1659 0 0 1738 1747 0 Link Speed (mph)30 30 30 Link Distance (ft)170 1649 587 Travel Time (s)3.9 37.5 13.3 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles (%)2%2%2%2%5%2% Adj. Flow (vph)37 93 173 165 79 99 Shared Lane Traffic (%) Lane Group Flow (vph)130 0 0 338 178 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left 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 1.02 0.97 1.01 1.06 0.94 0.94 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak PM Hour 1: Catherine Street & Old Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 2 Intersection Int Delay, s/veh 5.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 32 80 149 142 68 85 Future Vol, veh/h 32 80 149 142 68 85 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, %-4 --2 -10 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, %2 2 2 2 5 2 Mvmt Flow 37 93 173 165 79 99 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 130 0 595 84 Stage 1 ----84 - Stage 2 ----511 - Critical Hdwy --4.12 -4.45 5.22 Critical Hdwy Stg 1 ----3.45 - Critical Hdwy Stg 2 ----3.45 - Follow-up Hdwy --2.218 -3.545 3.318 Pot Cap-1 Maneuver --1455 -643 998 Stage 1 ----976 - Stage 2 ----792 - Platoon blocked, %--- Mov Cap-1 Maneuver --1455 -559 998 Mov Cap-2 Maneuver ----559 - Stage 1 ----976 - Stage 2 ----688 - Approach EB WB NB HCM Control Delay, s 0 4 11.4 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)740 --1455 - HCM Lane V/C Ratio 0.24 --0.119 - HCM Control Delay (s)11.4 --7.8 0 HCM Lane LOS B --A A HCM 95th %tile Q(veh)0.9 --0.4 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak PM Hour 2: Catherine Street & Depeyster Drive/Field Home 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)3 0 2 14 0 62 1 87 7 19 199 11 Future Volume (vph)3 0 2 14 0 62 1 87 7 19 199 11 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 11 12 12 12 12 12 13 12 12 13 12 Grade (%)1%-2%0%0% 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 0.946 0.890 0.991 0.993 Flt Protected 0.971 0.991 0.996 Satd. Flow (prot)0 1646 0 0 1639 0 0 1908 0 0 1904 0 Flt Permitted 0.971 0.991 0.996 Satd. Flow (perm)0 1646 0 0 1639 0 0 1908 0 0 1904 0 Link Speed (mph)30 30 30 30 Link Distance (ft)322 241 1150 418 Travel Time (s)7.3 5.5 26.1 9.5 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 (%)2%2%2%9%2%2%2%2%2%2%2%2% Adj. Flow (vph)3 0 2 15 0 66 1 93 7 20 212 12 Shared Lane Traffic (%) Lane Group Flow (vph)0 5 0 0 81 0 0 101 0 0 244 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)0 0 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.05 1.01 0.99 0.99 0.99 1.00 0.96 1.00 1.00 0.96 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak PM Hour 2: Catherine Street & Depeyster Drive/Field Home 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 4 Intersection Int Delay, s/veh 9.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 0 2 14 0 62 1 87 7 19 199 11 Future Vol, veh/h 3 0 2 14 0 62 1 87 7 19 199 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-1 ---2 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 9 2 2 2 2 2 2 2 2 Mvmt Flow 3 0 2 15 0 66 1 93 7 20 212 12 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 66 0 0 2 0 0 182 103 1 120 71 33 Stage 1 ------7 7 -63 63 - Stage 2 ------175 96 -57 8 - Critical Hdwy 4.12 --4.19 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.281 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1536 --1576 --779 787 1084 855 819 1041 Stage 1 ------1015 890 -948 842 - Stage 2 ------827 815 -955 889 - Platoon blocked, %---- Mov Cap-1 Maneuver 1536 --1576 --609 778 1084 765 809 1041 Mov Cap-2 Maneuver ------609 778 -765 809 - Stage 1 ------1013 888 -946 834 - Stage 2 ------604 807 -848 887 - Approach EB WB NB SB HCM Control Delay, s 4.4 1.3 10.2 11.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)792 1536 --1576 --814 HCM Lane V/C Ratio 0.128 0.002 --0.009 --0.299 HCM Control Delay (s)10.2 7.3 0 -7.3 0 -11.3 HCM Lane LOS B A A -A A -B HCM 95th %tile Q(veh)0.4 0 --0 --1.3 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak PM Hour 3: Jacob Road & Catherine Street 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 5 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)77 52 62 5 6 178 Future Volume (vph)77 52 62 5 6 178 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)12 13 10 12 12 12 Grade (%)1%-2%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.989 0.870 Flt Protected 0.971 0.998 Satd. Flow (prot)0 1849 1737 0 1625 0 Flt Permitted 0.971 0.998 Satd. Flow (perm)0 1849 1737 0 1625 0 Link Speed (mph)30 30 30 Link Distance (ft)755 963 1150 Travel Time (s)17.2 21.9 26.1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%)3%2%2%2%17%2% Adj. Flow (vph)86 58 69 6 7 198 Shared Lane Traffic (%) Lane Group Flow (vph)0 144 75 0 205 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 1.01 0.96 1.08 0.99 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak PM Hour 3: Jacob Road & Catherine Street 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 6 Intersection Int Delay, s/veh 6.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 77 52 62 5 6 178 Future Vol, veh/h 77 52 62 5 6 178 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, %-1 -2 --2 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %3 2 2 2 17 2 Mvmt Flow 86 58 69 6 7 198 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 75 0 -0 302 72 Stage 1 ----72 - Stage 2 ----230 - Critical Hdwy 4.13 ---6.17 6.02 Critical Hdwy Stg 1 ----5.17 - Critical Hdwy Stg 2 ----5.17 - Follow-up Hdwy 2.227 ---3.653 3.318 Pot Cap-1 Maneuver 1518 ---682 994 Stage 1 ----922 - Stage 2 ----794 - Platoon blocked, %--- Mov Cap-1 Maneuver 1518 ---642 994 Mov Cap-2 Maneuver ----642 - Stage 1 ----868 - Stage 2 ----794 - Approach EB WB SB HCM Control Delay, s 4.5 0 9.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1518 ---977 HCM Lane V/C Ratio 0.056 ---0.209 HCM Control Delay (s)7.5 0 --9.7 HCM Lane LOS A A --A HCM 95th %tile Q(veh)0.2 ---0.8 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak PM Hour 6: Old Crompond Road & Garden Lane 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)3 88 172 38 24 11 Future Volume (vph)3 88 172 38 24 11 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-1%4%3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.958 Flt Protected 0.998 0.967 Satd. Flow (prot)0 1868 1782 0 1700 0 Flt Permitted 0.998 0.967 Satd. Flow (perm)0 1868 1782 0 1700 0 Link Speed (mph)30 30 30 Link Distance (ft)631 170 331 Travel Time (s)14.3 3.9 7.5 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Adj. Flow (vph)4 107 210 46 29 13 Shared Lane Traffic (%) Lane Group Flow (vph)0 111 256 0 42 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 0.99 0.99 1.03 1.03 1.02 1.02 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak PM Hour 6: Old Crompond Road & Garden Lane 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 8 Intersection Int Delay, s/veh 1.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 3 88 172 38 24 11 Future Vol, veh/h 3 88 172 38 24 11 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, %--1 4 -3 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 4 107 210 46 29 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 256 0 -0 348 233 Stage 1 ----233 - Stage 2 ----115 - Critical Hdwy 4.12 ---7.02 6.52 Critical Hdwy Stg 1 ----6.02 - Critical Hdwy Stg 2 ----6.02 - Follow-up Hdwy 2.218 ---3.518 3.318 Pot Cap-1 Maneuver 1309 ---612 791 Stage 1 ----775 - Stage 2 ----893 - Platoon blocked, %--- Mov Cap-1 Maneuver 1309 ---610 791 Mov Cap-2 Maneuver ----610 - Stage 1 ----773 - Stage 2 ----893 - Approach EB WB SB HCM Control Delay, s 0.3 0 10.9 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1309 ---657 HCM Lane V/C Ratio 0.003 ---0.065 HCM Control Delay (s)7.8 0 --10.9 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0 ---0.2 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak PM Hour 7: Garden Lane & Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 9 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)1063 16 24 1178 8 23 Future Volume (vph)1063 16 24 1178 8 23 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 12 12 15 13 12 Grade (%)0%1%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.899 Flt Protected 0.999 0.988 Satd. Flow (prot)2024 0 0 2015 1545 0 Flt Permitted 0.999 0.988 Satd. Flow (perm)2024 0 0 2015 1545 0 Link Speed (mph)45 45 30 Link Distance (ft)745 1084 732 Travel Time (s)11.3 16.4 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)3%7%9%3%2%18% Adj. Flow (vph)1119 17 25 1240 8 24 Shared Lane Traffic (%) Lane Group Flow (vph)1136 0 0 1265 32 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 0 13 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 1.00 1.01 0.89 0.95 0.99 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes Peak PM Hour 7: Garden Lane & Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 10 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1063 16 24 1178 8 23 Future Vol, veh/h 1063 16 24 1178 8 23 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 --1 -2 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %3 7 9 3 2 18 Mvmt Flow 1119 17 25 1240 8 24 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1136 0 2418 1128 Stage 1 ----1128 - Stage 2 ----1290 - Critical Hdwy --4.19 -6.02 6.18 Critical Hdwy Stg 1 ----5.02 - Critical Hdwy Stg 2 ----5.02 - Follow-up Hdwy --2.281 -3.518 3.462 Pot Cap-1 Maneuver --590 -47 246 Stage 1 ----350 - Stage 2 ----298 - Platoon blocked, %--- Mov Cap-1 Maneuver --590 -41 246 Mov Cap-2 Maneuver ----41 - Stage 1 ----350 - Stage 2 ----257 - Approach EB WB NB HCM Control Delay, s 0 0.2 52.8 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)107 --590 - HCM Lane V/C Ratio 0.305 --0.043 - HCM Control Delay (s)52.8 --11.4 0 HCM Lane LOS F --B A HCM 95th %tile Q(veh)1.2 --0.1 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak AM Hour 1: Catherine Street & Old Crompond Road 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)40 131 62 36 52 118 Future Volume (vph)40 131 62 36 52 118 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 12 11 12 12 Grade (%)-4%2%-10% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.897 0.906 Flt Protected 0.969 0.985 Satd. Flow (prot)1524 0 0 1565 1586 0 Flt Permitted 0.969 0.985 Satd. Flow (perm)1524 0 0 1565 1586 0 Link Speed (mph)30 30 30 Link Distance (ft)170 1649 587 Travel Time (s)3.9 37.5 13.3 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles (%)11%10%2%31%15%11% Adj. Flow (vph)47 154 73 42 61 139 Shared Lane Traffic (%) Lane Group Flow (vph)201 0 0 115 200 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left 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 1.02 0.97 1.01 1.06 0.94 0.94 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak AM Hour 1: Catherine Street & Old Crompond Road 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 2 Intersection Int Delay, s/veh 5.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 40 131 62 36 52 118 Future Vol, veh/h 40 131 62 36 52 118 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, %-4 --2 -10 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %11 10 2 31 15 11 Mvmt Flow 47 154 73 42 61 139 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 201 0 312 124 Stage 1 ----124 - Stage 2 ----188 - Critical Hdwy --4.12 -4.55 5.31 Critical Hdwy Stg 1 ----3.55 - Critical Hdwy Stg 2 ----3.55 - Follow-up Hdwy --2.218 -3.635 3.399 Pot Cap-1 Maneuver --1371 -778 935 Stage 1 ----932 - Stage 2 ----903 - Platoon blocked, %--- Mov Cap-1 Maneuver --1371 -735 935 Mov Cap-2 Maneuver ----735 - Stage 1 ----932 - Stage 2 ----853 - Approach EB WB NB HCM Control Delay, s 0 4.9 10.4 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)863 --1371 - HCM Lane V/C Ratio 0.232 --0.053 - HCM Control Delay (s)10.4 --7.8 0 HCM Lane LOS B --A A HCM 95th %tile Q(veh)0.9 --0.2 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak AM Hour 2: Catherine Street & Depeyster Drive/Field Home 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)5 0 3 6 0 18 3 116 22 33 157 2 Future Volume (vph)5 0 3 6 0 18 3 116 22 33 157 2 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 11 12 12 12 12 12 13 12 12 13 12 Grade (%)1%-2%0%0% 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 0.946 0.900 0.979 0.998 Flt Protected 0.971 0.987 0.999 0.992 Satd. Flow (prot)0 1488 0 0 1671 0 0 1635 0 0 1804 0 Flt Permitted 0.971 0.987 0.999 0.992 Satd. Flow (perm)0 1488 0 0 1671 0 0 1635 0 0 1804 0 Link Speed (mph)30 30 30 30 Link Distance (ft)322 241 1150 418 Travel Time (s)7.3 5.5 26.1 9.5 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)20%2%2%2%2%2%33%14%33%2%9%2% Adj. Flow (vph)6 0 4 8 0 23 4 145 28 41 196 3 Shared Lane Traffic (%) Lane Group Flow (vph)0 10 0 0 31 0 0 177 0 0 240 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)0 0 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.05 1.01 0.99 0.99 0.99 1.00 0.96 1.00 1.00 0.96 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak AM Hour 2: Catherine Street & Depeyster Drive/Field Home 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 4 Intersection Int Delay, s/veh 10.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 3 6 0 18 3 116 22 33 157 2 Future Vol, veh/h 5 0 3 6 0 18 3 116 22 33 157 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-1 ---2 --0 --0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80 Heavy Vehicles, %20 2 2 2 2 2 33 14 33 2 9 2 Mvmt Flow 6 0 4 8 0 23 4 145 28 41 196 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 23 0 0 4 0 0 141 53 2 129 44 12 Stage 1 ------14 14 -28 28 - Stage 2 ------127 39 -101 16 - Critical Hdwy 4.3 --4.12 --7.43 6.64 6.53 7.12 6.59 6.22 Critical Hdwy Stg 1 ------6.43 5.64 -6.12 5.59 - Critical Hdwy Stg 2 ------6.43 5.64 -6.12 5.59 - Follow-up Hdwy 2.38 --2.218 --3.797 4.126 3.597 3.518 4.081 3.318 Pot Cap-1 Maneuver 1483 --1618 --763 816 998 844 834 1069 Stage 1 ------932 860 -989 858 - Stage 2 ------807 839 -905 868 - Platoon blocked, %---- Mov Cap-1 Maneuver 1483 --1618 --618 809 998 703 826 1069 Mov Cap-2 Maneuver ------618 809 -703 826 - Stage 1 ------928 857 -985 854 - Stage 2 ------617 835 -728 865 - Approach EB WB NB SB HCM Control Delay, s 4.6 1.8 10.5 11.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)828 1483 --1618 --804 HCM Lane V/C Ratio 0.213 0.004 --0.005 --0.299 HCM Control Delay (s)10.5 7.4 0 -7.2 0 -11.4 HCM Lane LOS B A A -A A -B HCM 95th %tile Q(veh)0.8 0 --0 --1.3 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak AM Hour 3: Jacob Road & Catherine Street 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 5 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)130 122 55 3 10 141 Future Volume (vph)130 122 55 3 10 141 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)12 13 10 12 12 12 Grade (%)1%-2%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.993 0.874 Flt Protected 0.975 0.997 Satd. Flow (prot)0 1770 1744 0 1524 0 Flt Permitted 0.975 0.997 Satd. Flow (perm)0 1770 1744 0 1524 0 Link Speed (mph)30 30 30 Link Distance (ft)755 963 1150 Travel Time (s)17.2 21.9 26.1 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 Heavy Vehicles (%)11%4%2%2%20%9% Adj. Flow (vph)183 172 77 4 14 199 Shared Lane Traffic (%) Lane Group Flow (vph)0 355 81 0 213 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 1.01 0.96 1.08 0.99 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak AM Hour 3: Jacob Road & Catherine Street 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 6 Intersection Int Delay, s/veh 5.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 130 122 55 3 10 141 Future Vol, veh/h 130 122 55 3 10 141 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, %-1 -2 --2 - Peak Hour Factor 71 71 71 71 71 71 Heavy Vehicles, %11 4 2 2 20 9 Mvmt Flow 183 172 77 4 14 199 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 81 0 -0 617 79 Stage 1 ----79 - Stage 2 ----538 - Critical Hdwy 4.21 ---6.2 6.09 Critical Hdwy Stg 1 ----5.2 - Critical Hdwy Stg 2 ----5.2 - Follow-up Hdwy 2.299 ---3.68 3.381 Pot Cap-1 Maneuver 1462 ---456 967 Stage 1 ----908 - Stage 2 ----585 - Platoon blocked, %--- Mov Cap-1 Maneuver 1462 ---393 967 Mov Cap-2 Maneuver ----393 - Stage 1 ----783 - Stage 2 ----585 - Approach EB WB SB HCM Control Delay, s 4 0 10.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1462 ---882 HCM Lane V/C Ratio 0.125 ---0.241 HCM Control Delay (s)7.8 0 --10.4 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0.4 ---0.9 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak AM Hour 4: Site Access (South) & Catherine Street 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 7 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)7 16 136 2 6 146 Future Volume (vph)7 16 136 2 6 146 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)0%-2%5% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.907 0.998 Flt Protected 0.985 0.998 Satd. Flow (prot)1664 0 1759 0 0 1747 Flt Permitted 0.985 0.998 Satd. Flow (perm)1664 0 1759 0 0 1747 Link Speed (mph)30 30 30 Link Distance (ft)264 418 986 Travel Time (s)6.0 9.5 22.4 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)2%2%9%2%2%6% Adj. Flow (vph)9 20 170 3 8 183 Shared Lane Traffic (%) Lane Group Flow (vph)29 0 173 0 0 191 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 1.00 1.00 0.99 0.99 1.03 1.03 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak AM Hour 4: Site Access (South) & Catherine Street 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 8 Intersection Int Delay, s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 7 16 136 2 6 146 Future Vol, veh/h 7 16 136 2 6 146 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 --2 --5 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %2 2 9 2 2 6 Mvmt Flow 9 20 170 3 8 183 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 371 172 0 0 173 0 Stage 1 172 ----- Stage 2 199 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 630 872 --1404 - Stage 1 858 ----- Stage 2 835 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 626 872 --1404 - Mov Cap-2 Maneuver 626 ----- Stage 1 858 ----- Stage 2 830 ----- Approach WB NB SB HCM Control Delay, s 9.8 0 0.3 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--779 1404 - HCM Lane V/C Ratio --0.037 0.005 - HCM Control Delay (s)--9.8 7.6 0 HCM Lane LOS --A A A HCM 95th %tile Q(veh)--0.1 0 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak AM Hour 5: Catherine Street & Site Access (North)06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 9 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)5 19 152 2 6 187 Future Volume (vph)5 19 152 2 6 187 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)0%-10%10% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.892 0.998 Flt Protected 0.990 0.998 Satd. Flow (prot)1645 0 1828 0 0 1702 Flt Permitted 0.990 0.998 Satd. Flow (perm)1645 0 1828 0 0 1702 Link Speed (mph)30 30 30 Link Distance (ft)229 986 587 Travel Time (s)5.2 22.4 13.3 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%)2%2%9%2%2%6% Adj. Flow (vph)6 24 190 3 8 234 Shared Lane Traffic (%) Lane Group Flow (vph)30 0 193 0 0 242 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 1.00 1.00 0.94 0.94 1.07 1.07 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak AM Hour 5: Catherine Street & Site Access (North)06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 10 Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 19 152 2 6 187 Future Vol, veh/h 5 19 152 2 6 187 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 --10 --10 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %2 2 9 2 2 6 Mvmt Flow 6 24 190 3 8 234 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 442 192 0 0 193 0 Stage 1 192 ----- Stage 2 250 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 573 850 --1380 - Stage 1 841 ----- Stage 2 792 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 569 850 --1380 - Mov Cap-2 Maneuver 569 ----- Stage 1 841 ----- Stage 2 786 ----- Approach WB NB SB HCM Control Delay, s 9.9 0 0.2 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--771 1380 - HCM Lane V/C Ratio --0.039 0.005 - HCM Control Delay (s)--9.9 7.6 0 HCM Lane LOS --A A A HCM 95th %tile Q(veh)--0.1 0 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak AM Hour 6: Old Crompond Road & Garden Lane 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 11 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)4 92 50 36 78 3 Future Volume (vph)4 92 50 36 78 3 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-1%4%3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.944 0.995 Flt Protected 0.998 0.954 Satd. Flow (prot)0 1817 1597 0 1558 0 Flt Permitted 0.998 0.954 Satd. Flow (perm)0 1817 1597 0 1558 0 Link Speed (mph)30 30 30 Link Distance (ft)631 170 331 Travel Time (s)14.3 3.9 7.5 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles (%)2%5%13%6%12%67% Adj. Flow (vph)5 123 67 48 104 4 Shared Lane Traffic (%) Lane Group Flow (vph)0 128 115 0 108 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 0.99 0.99 1.03 1.03 1.02 1.02 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak AM Hour 6: Old Crompond Road & Garden Lane 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 12 Intersection Int Delay, s/veh 3.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 4 92 50 36 78 3 Future Vol, veh/h 4 92 50 36 78 3 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, %--1 4 -3 - Peak Hour Factor 75 75 75 75 75 75 Heavy Vehicles, %2 5 13 6 12 67 Mvmt Flow 5 123 67 48 104 4 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 115 0 -0 224 91 Stage 1 ----91 - Stage 2 ----133 - Critical Hdwy 4.12 ---7.12 7.17 Critical Hdwy Stg 1 ----6.12 - Critical Hdwy Stg 2 ----6.12 - Follow-up Hdwy 2.218 ---3.608 3.903 Pot Cap-1 Maneuver 1474 ---715 808 Stage 1 ----894 - Stage 2 ----850 - Platoon blocked, %--- Mov Cap-1 Maneuver 1474 ---712 808 Mov Cap-2 Maneuver ----712 - Stage 1 ----890 - Stage 2 ----850 - Approach EB WB SB HCM Control Delay, s 0.3 0 10.9 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1474 ---715 HCM Lane V/C Ratio 0.004 ---0.151 HCM Control Delay (s)7.5 0 --10.9 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0 ---0.5 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak AM Hour 7: Garden Lane & Crompond Road 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 13 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)1224 17 37 794 6 26 Future Volume (vph)1224 17 37 794 6 26 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 12 12 15 13 12 Grade (%)0%1%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.890 Flt Protected 0.998 0.991 Satd. Flow (prot)2022 0 0 1978 1688 0 Flt Permitted 0.998 0.991 Satd. Flow (perm)2022 0 0 1978 1688 0 Link Speed (mph)45 45 30 Link Distance (ft)745 1084 732 Travel Time (s)11.3 16.4 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)3%15%3%5%2%4% Adj. Flow (vph)1288 18 39 836 6 27 Shared Lane Traffic (%) Lane Group Flow (vph)1306 0 0 875 33 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 0 13 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 1.00 1.01 0.89 0.95 0.99 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak AM Hour 7: Garden Lane & Crompond Road 06/03/2022 Synchro 11 Report Job# 21006314A - R.H.Page 14 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1224 17 37 794 6 26 Future Vol, veh/h 1224 17 37 794 6 26 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 --1 -2 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %3 15 3 5 2 4 Mvmt Flow 1288 18 39 836 6 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1306 0 2211 1297 Stage 1 ----1297 - Stage 2 ----914 - Critical Hdwy --4.13 -6.02 6.04 Critical Hdwy Stg 1 ----5.02 - Critical Hdwy Stg 2 ----5.02 - Follow-up Hdwy --2.227 -3.518 3.336 Pot Cap-1 Maneuver --527 -62 210 Stage 1 ----296 - Stage 2 ----433 - Platoon blocked, %--- Mov Cap-1 Maneuver --527 -53 210 Mov Cap-2 Maneuver ----53 - Stage 1 ----296 - Stage 2 ----373 - Approach EB WB NB HCM Control Delay, s 0 0.6 40.3 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)135 --527 - HCM Lane V/C Ratio 0.25 --0.074 - HCM Control Delay (s)40.3 --12.4 0 HCM Lane LOS E --B A HCM 95th %tile Q(veh)0.9 --0.2 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak PM Hour 1: Catherine Street & Old Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)32 91 171 142 74 99 Future Volume (vph)32 91 171 142 74 99 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)11 12 12 11 12 12 Grade (%)-4%2%-10% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.900 0.923 Flt Protected 0.973 0.979 Satd. Flow (prot)1653 0 0 1735 1745 0 Flt Permitted 0.973 0.979 Satd. Flow (perm)1653 0 0 1735 1745 0 Link Speed (mph)30 30 30 Link Distance (ft)170 1649 587 Travel Time (s)3.9 37.5 13.3 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles (%)2%2%2%2%5%2% Adj. Flow (vph)37 106 199 165 86 115 Shared Lane Traffic (%) Lane Group Flow (vph)143 0 0 364 201 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left 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 1.02 0.97 1.01 1.06 0.94 0.94 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak PM Hour 1: Catherine Street & Old Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 2 Intersection Int Delay, s/veh 5.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 32 91 171 142 74 99 Future Vol, veh/h 32 91 171 142 74 99 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, %-4 --2 -10 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, %2 2 2 2 5 2 Mvmt Flow 37 106 199 165 86 115 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 143 0 653 90 Stage 1 ----90 - Stage 2 ----563 - Critical Hdwy --4.12 -4.45 5.22 Critical Hdwy Stg 1 ----3.45 - Critical Hdwy Stg 2 ----3.45 - Follow-up Hdwy --2.218 -3.545 3.318 Pot Cap-1 Maneuver --1440 -614 992 Stage 1 ----973 - Stage 2 ----771 - Platoon blocked, %--- Mov Cap-1 Maneuver --1440 -521 992 Mov Cap-2 Maneuver ----521 - Stage 1 ----973 - Stage 2 ----654 - Approach EB WB NB HCM Control Delay, s 0 4.3 12 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)715 --1440 - HCM Lane V/C Ratio 0.281 --0.138 - HCM Control Delay (s)12 --7.9 0 HCM Lane LOS B --A A HCM 95th %tile Q(veh)1.2 --0.5 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak PM Hour 2: Catherine Street & Depeyster Drive/Field Home 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)3 0 2 14 0 62 1 98 7 19 205 11 Future Volume (vph)3 0 2 14 0 62 1 98 7 19 205 11 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft)12 11 12 12 12 12 12 13 12 12 13 12 Grade (%)1%-2%0%0% 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 0.946 0.890 0.992 0.994 Flt Protected 0.971 0.991 0.996 Satd. Flow (prot)0 1646 0 0 1639 0 0 1909 0 0 1906 0 Flt Permitted 0.971 0.991 0.996 Satd. Flow (perm)0 1646 0 0 1639 0 0 1909 0 0 1906 0 Link Speed (mph)30 30 30 30 Link Distance (ft)322 241 1150 418 Travel Time (s)7.3 5.5 26.1 9.5 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 (%)2%2%2%9%2%2%2%2%2%2%2%2% Adj. Flow (vph)3 0 2 15 0 66 1 104 7 20 218 12 Shared Lane Traffic (%) Lane Group Flow (vph)0 5 0 0 81 0 0 112 0 0 250 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)0 0 0 0 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.05 1.01 0.99 0.99 0.99 1.00 0.96 1.00 1.00 0.96 1.00 Turning Speed (mph)15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak PM Hour 2: Catherine Street & Depeyster Drive/Field Home 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 4 Intersection Int Delay, s/veh 9.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 0 2 14 0 62 1 98 7 19 205 11 Future Vol, veh/h 3 0 2 14 0 62 1 98 7 19 205 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-1 ---2 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 9 2 2 2 2 2 2 2 2 Mvmt Flow 3 0 2 15 0 66 1 104 7 20 218 12 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 66 0 0 2 0 0 185 103 1 126 71 33 Stage 1 ------7 7 -63 63 - Stage 2 ------178 96 -63 8 - Critical Hdwy 4.12 --4.19 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.281 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1536 --1576 --776 787 1084 848 819 1041 Stage 1 ------1015 890 -948 842 - Stage 2 ------824 815 -948 889 - Platoon blocked, %---- Mov Cap-1 Maneuver 1536 --1576 --602 778 1084 749 809 1041 Mov Cap-2 Maneuver ------602 778 -749 809 - Stage 1 ------1013 888 -946 834 - Stage 2 ------596 807 -829 887 - Approach EB WB NB SB HCM Control Delay, s 4.4 1.3 10.3 11.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)791 1536 --1576 --812 HCM Lane V/C Ratio 0.143 0.002 --0.009 --0.308 HCM Control Delay (s)10.3 7.3 0 -7.3 0 -11.4 HCM Lane LOS B A A -A A -B HCM 95th %tile Q(veh)0.5 0 --0 --1.3 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak PM Hour 3: Jacob Road & Catherine Street 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 5 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)84 52 62 10 9 182 Future Volume (vph)84 52 62 10 9 182 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)12 13 10 12 12 12 Grade (%)1%-2%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.981 0.871 Flt Protected 0.970 0.998 Satd. Flow (prot)0 1847 1723 0 1624 0 Flt Permitted 0.970 0.998 Satd. Flow (perm)0 1847 1723 0 1624 0 Link Speed (mph)30 30 30 Link Distance (ft)755 963 1150 Travel Time (s)17.2 21.9 26.1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%)3%2%2%2%17%2% Adj. Flow (vph)93 58 69 11 10 202 Shared Lane Traffic (%) Lane Group Flow (vph)0 151 80 0 212 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 1.01 0.96 1.08 0.99 0.99 0.99 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak PM Hour 3: Jacob Road & Catherine Street 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 6 Intersection Int Delay, s/veh 6.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 84 52 62 10 9 182 Future Vol, veh/h 84 52 62 10 9 182 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, %-1 -2 --2 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %3 2 2 2 17 2 Mvmt Flow 93 58 69 11 10 202 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 80 0 -0 319 75 Stage 1 ----75 - Stage 2 ----244 - Critical Hdwy 4.13 ---6.17 6.02 Critical Hdwy Stg 1 ----5.17 - Critical Hdwy Stg 2 ----5.17 - Follow-up Hdwy 2.227 ---3.653 3.318 Pot Cap-1 Maneuver 1512 ---668 991 Stage 1 ----919 - Stage 2 ----784 - Platoon blocked, %--- Mov Cap-1 Maneuver 1512 ---625 991 Mov Cap-2 Maneuver ----625 - Stage 1 ----860 - Stage 2 ----784 - Approach EB WB SB HCM Control Delay, s 4.7 0 9.8 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1512 ---964 HCM Lane V/C Ratio 0.062 ---0.22 HCM Control Delay (s)7.5 0 --9.8 HCM Lane LOS A A --A HCM 95th %tile Q(veh)0.2 ---0.8 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak PM Hour 4: Site Access (South) & Catherine Street 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 7 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)4 9 157 7 15 232 Future Volume (vph)4 9 157 7 15 232 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)0%-2%5% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.904 0.995 Flt Protected 0.986 0.997 Satd. Flow (prot)1660 0 1872 0 0 1811 Flt Permitted 0.986 0.997 Satd. Flow (perm)1660 0 1872 0 0 1811 Link Speed (mph)30 30 30 Link Distance (ft)264 418 986 Travel Time (s)6.0 9.5 22.4 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)4 10 167 7 16 247 Shared Lane Traffic (%) Lane Group Flow (vph)14 0 174 0 0 263 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 1.00 1.00 0.99 0.99 1.03 1.03 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak PM Hour 4: Site Access (South) & Catherine Street 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 8 Intersection Int Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 4 9 157 7 15 232 Future Vol, veh/h 4 9 157 7 15 232 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 --2 --5 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 4 10 167 7 16 247 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 450 171 0 0 174 0 Stage 1 171 ----- Stage 2 279 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 567 873 --1403 - Stage 1 859 ----- Stage 2 768 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 560 873 --1403 - Mov Cap-2 Maneuver 560 ----- Stage 1 859 ----- Stage 2 758 ----- Approach WB NB SB HCM Control Delay, s 9.9 0 0.5 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--745 1403 - HCM Lane V/C Ratio --0.019 0.011 - HCM Control Delay (s)--9.9 7.6 0 HCM Lane LOS --A A A HCM 95th %tile Q(veh)--0.1 0 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak PM Hour 5: Catherine Street & Site Access (North)06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 9 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)3 11 162 4 18 244 Future Volume (vph)3 11 162 4 18 244 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)0%-10%10% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.892 0.997 Flt Protected 0.990 0.997 Satd. Flow (prot)1645 0 1950 0 0 1764 Flt Permitted 0.990 0.997 Satd. Flow (perm)1645 0 1950 0 0 1764 Link Speed (mph)30 30 30 Link Distance (ft)229 986 587 Travel Time (s)5.2 22.4 13.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)3 12 172 4 19 260 Shared Lane Traffic (%) Lane Group Flow (vph)15 0 176 0 0 279 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 1.00 1.00 0.94 0.94 1.07 1.07 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak PM Hour 5: Catherine Street & Site Access (North)06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 10 Intersection Int Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 11 162 4 18 244 Future Vol, veh/h 3 11 162 4 18 244 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 --10 --10 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 3 12 172 4 19 260 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 472 174 0 0 176 0 Stage 1 174 ----- Stage 2 298 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 551 869 --1400 - Stage 1 856 ----- Stage 2 753 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 542 869 --1400 - Mov Cap-2 Maneuver 542 ----- Stage 1 856 ----- Stage 2 741 ----- Approach WB NB SB HCM Control Delay, s 9.8 0 0.5 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--770 1400 - HCM Lane V/C Ratio --0.019 0.014 - HCM Control Delay (s)--9.8 7.6 0 HCM Lane LOS --A A A HCM 95th %tile Q(veh)--0.1 0 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak PM Hour 6: Old Crompond Road & Garden Lane 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 11 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)3 93 173 43 31 11 Future Volume (vph)3 93 173 43 31 11 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Grade (%)-1%4%3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.973 0.966 Flt Protected 0.998 0.964 Satd. Flow (prot)0 1868 1776 0 1709 0 Flt Permitted 0.998 0.964 Satd. Flow (perm)0 1868 1776 0 1709 0 Link Speed (mph)30 30 30 Link Distance (ft)631 170 331 Travel Time (s)14.3 3.9 7.5 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Adj. Flow (vph)4 113 211 52 38 13 Shared Lane Traffic (%) Lane Group Flow (vph)0 117 263 0 51 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 0.99 0.99 1.03 1.03 1.02 1.02 Turning Speed (mph)15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak PM Hour 6: Old Crompond Road & Garden Lane 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 12 Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 3 93 173 43 31 11 Future Vol, veh/h 3 93 173 43 31 11 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, %--1 4 -3 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 4 113 211 52 38 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 263 0 -0 358 237 Stage 1 ----237 - Stage 2 ----121 - Critical Hdwy 4.12 ---7.02 6.52 Critical Hdwy Stg 1 ----6.02 - Critical Hdwy Stg 2 ----6.02 - Follow-up Hdwy 2.218 ---3.518 3.318 Pot Cap-1 Maneuver 1301 ---603 786 Stage 1 ----771 - Stage 2 ----886 - Platoon blocked, %--- Mov Cap-1 Maneuver 1301 ---601 786 Mov Cap-2 Maneuver ----601 - Stage 1 ----769 - Stage 2 ----886 - Approach EB WB SB HCM Control Delay, s 0.2 0 11.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1301 ---640 HCM Lane V/C Ratio 0.003 ---0.08 HCM Control Delay (s)7.8 0 --11.1 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0 ---0.3 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak PM Hour 7: Garden Lane & Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 13 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)1063 20 26 1178 11 24 Future Volume (vph)1063 20 26 1178 11 24 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 12 12 15 13 12 Grade (%)0%1%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.909 Flt Protected 0.999 0.984 Satd. Flow (prot)2024 0 0 2014 1572 0 Flt Permitted 0.999 0.984 Satd. Flow (perm)2024 0 0 2014 1572 0 Link Speed (mph)45 45 30 Link Distance (ft)745 1084 732 Travel Time (s)11.3 16.4 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)3%7%9%3%2%18% Adj. Flow (vph)1119 21 27 1240 12 25 Shared Lane Traffic (%) Lane Group Flow (vph)1140 0 0 1267 37 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 0 13 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 1.00 1.01 0.89 0.95 0.99 Turning Speed (mph)9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes Peak PM Hour 7: Garden Lane & Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 14 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1063 20 26 1178 11 24 Future Vol, veh/h 1063 20 26 1178 11 24 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 --1 -2 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %3 7 9 3 2 18 Mvmt Flow 1119 21 27 1240 12 25 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1140 0 2424 1130 Stage 1 ----1130 - Stage 2 ----1294 - Critical Hdwy --4.19 -6.02 6.18 Critical Hdwy Stg 1 ----5.02 - Critical Hdwy Stg 2 ----5.02 - Follow-up Hdwy --2.281 -3.518 3.462 Pot Cap-1 Maneuver --588 -46 245 Stage 1 ----350 - Stage 2 ----297 - Platoon blocked, %--- Mov Cap-1 Maneuver --588 -39 245 Mov Cap-2 Maneuver ----39 - Stage 1 ----350 - Stage 2 ----253 - Approach EB WB NB HCM Control Delay, s 0 0.2 68.1 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)92 --588 - HCM Lane V/C Ratio 0.4 --0.047 - HCM Control Delay (s)68.1 --11.4 0 HCM Lane LOS F --B A HCM 95th %tile Q(veh)1.6 --0.1 - This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes (W/ Improvements)Peak AM Hour 7: Garden Lane & Crompond Road 06/08/2022 Synchro 11 Report Job# 21006314A - R.H.Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)1224 16 36 794 1 24 Future Volume (vph)1224 16 36 794 1 24 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 12 12 15 13 12 Grade (%)0%1%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.870 Flt Protected 0.998 0.998 Satd. Flow (prot)2022 0 0 1978 1657 0 Flt Permitted 0.710 0.998 Satd. Flow (perm)2022 0 0 1407 1657 0 Right Turn on Red Yes Yes Satd. Flow (RTOR)2 25 Link Speed (mph)45 45 30 Link Distance (ft)745 1084 732 Travel Time (s)11.3 16.4 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)3%15%3%5%2%4% Adj. Flow (vph)1288 17 38 836 1 25 Shared Lane Traffic (%) Lane Group Flow (vph)1305 0 0 874 26 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 0 13 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 1.00 1.01 0.89 0.95 0.99 Turning Speed (mph)9 15 15 9 Number of Detectors 2 1 2 2 Detector Template Left Leading Detector (ft)83 20 83 83 Trailing Detector (ft)-5 0 -5 -5 Detector 1 Position(ft)-5 0 -5 -5 Detector 1 Size(ft)40 20 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 Detector 1 Delay (s)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 NA Perm NA Prot Protected Phases 4 8 2 Permitted Phases 8 Detector Phase 4 8 8 2 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 Minimum Split (s)23.0 23.0 23.0 23.0 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes (W/ Improvements)Peak AM Hour 7: Garden Lane & Crompond Road 06/08/2022 Synchro 11 Report Job# 21006314A - R.H.Page 2 Lane Group EBT EBR WBL WBT NBL NBR Total Split (s)65.0 65.0 65.0 25.0 Total Split (%)72.2%72.2%72.2%27.8% Maximum Green (s)60.0 60.0 60.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.0 3.0 3.0 3.0 Recall Mode None None None Min v/c Ratio 0.82 0.79 0.17 Control Delay 10.8 11.7 16.7 Queue Delay 0.0 0.0 0.0 Total Delay 10.8 11.7 16.7 Queue Length 50th (ft)246 155 0 Queue Length 95th (ft)515 381 23 Internal Link Dist (ft)665 1004 652 Turn Bay Length (ft) Base Capacity (vph)1594 1108 453 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.82 0.79 0.06 Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 76.1 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Splits and Phases: 7: Garden Lane & Crompond Road This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes (W/ Improvements)Peak AM Hour 7: Garden Lane & Crompond Road 06/08/2022 Synchro 11 Report Job# 21006314A - R.H.Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h)1224 16 36 794 1 24 Future Volume (veh/h)1224 16 36 794 1 24 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1930 1678 1850 1893 2027 1919 Adj Flow Rate, veh/h 1288 17 38 836 1 25 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 15 3 5 2 4 Cap, veh/h 1453 19 78 1107 5 126 Arrive On Green 0.76 0.76 0.76 0.76 0.08 0.08 Sat Flow, veh/h 1900 25 25 1447 64 1606 Grp Volume(v), veh/h 0 1305 874 0 27 0 Grp Sat Flow(s),veh/h/ln 0 1925 1472 0 1734 0 Q Serve(g_s), s 0.0 31.6 9.7 0.0 0.9 0.0 Cycle Q Clear(g_c), s 0.0 31.6 41.3 0.0 0.9 0.0 Prop In Lane 0.01 0.04 0.04 0.93 Lane Grp Cap(c), veh/h 0 1473 1185 0 136 0 V/C Ratio(X)0.00 0.89 0.74 0.00 0.20 0.00 Avail Cap(c_a), veh/h 0 1810 1474 0 544 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 5.5 4.5 0.0 27.5 0.0 Incr Delay (d2), s/veh 0.0 4.9 1.5 0.0 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.4 1.4 0.0 0.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 10.4 6.0 0.0 28.2 0.0 LnGrp LOS A B A A C A Approach Vol, veh/h 1305 874 27 Approach Delay, s/veh 10.4 6.0 28.2 Approach LOS B A C Timer - Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 10.0 53.8 53.8 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 60.0 60.0 Max Q Clear Time (g_c+I1), s 2.9 33.6 43.3 Green Ext Time (p_c), s 0.1 12.6 5.5 Intersection Summary HCM 6th Ctrl Delay 8.9 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes (W/ Improvements)Peak PM Hour 7: Garden Lane & Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)1063 16 24 1178 8 23 Future Volume (vph)1063 16 24 1178 8 23 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 12 12 15 13 12 Grade (%)0%1%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.899 Flt Protected 0.999 0.988 Satd. Flow (prot)2024 0 0 2015 1545 0 Flt Permitted 0.969 0.988 Satd. Flow (perm)2024 0 0 1954 1545 0 Right Turn on Red Yes Yes Satd. Flow (RTOR)2 24 Link Speed (mph)45 45 30 Link Distance (ft)745 1084 732 Travel Time (s)11.3 16.4 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)3%7%9%3%2%18% Adj. Flow (vph)1119 17 25 1240 8 24 Shared Lane Traffic (%) Lane Group Flow (vph)1136 0 0 1265 32 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 0 13 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 1.00 1.01 0.89 0.95 0.99 Turning Speed (mph)9 15 15 9 Number of Detectors 2 1 2 2 Detector Template Left Leading Detector (ft)83 20 83 83 Trailing Detector (ft)-5 0 -5 -5 Detector 1 Position(ft)-5 0 -5 -5 Detector 1 Size(ft)40 20 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 Detector 1 Delay (s)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 NA Perm NA Prot Protected Phases 4 8 2 Permitted Phases 8 Detector Phase 4 8 8 2 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 Minimum Split (s)22.5 22.5 22.5 22.5 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes (W/ Improvements)Peak PM Hour 7: Garden Lane & Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 2 Lane Group EBT EBR WBL WBT NBL NBR Total Split (s)65.0 65.0 65.0 25.0 Total Split (%)72.2%72.2%72.2%27.8% Maximum Green (s)60.0 60.0 60.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.0 3.0 3.0 3.0 Recall Mode None None None Min v/c Ratio 0.71 0.83 0.21 Control Delay 7.4 11.6 20.2 Queue Delay 0.0 0.0 0.0 Total Delay 7.4 11.6 20.2 Queue Length 50th (ft)178 248 4 Queue Length 95th (ft)352 544 29 Internal Link Dist (ft)665 1004 652 Turn Bay Length (ft) Base Capacity (vph)1589 1533 422 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.71 0.83 0.08 Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 76.4 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Splits and Phases: 7: Garden Lane & Crompond Road This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 No-Build Traffic Volumes (W/ Improvements)Peak PM Hour 7: Garden Lane & Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h)1063 16 24 1178 8 23 Future Volume (veh/h)1063 16 24 1178 8 23 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1930 1796 1761 1924 2027 1708 Adj Flow Rate, veh/h 1119 17 25 1240 8 24 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 7 9 3 2 18 Cap, veh/h 1415 21 74 1392 36 109 Arrive On Green 0.75 0.75 0.75 0.75 0.08 0.08 Sat Flow, veh/h 1896 29 16 1865 430 1289 Grp Volume(v), veh/h 0 1136 1265 0 33 0 Grp Sat Flow(s),veh/h/ln 0 1925 1880 0 1773 0 Q Serve(g_s), s 0.0 21.6 4.5 0.0 1.0 0.0 Cycle Q Clear(g_c), s 0.0 21.6 29.5 0.0 1.0 0.0 Prop In Lane 0.01 0.02 0.24 0.73 Lane Grp Cap(c), veh/h 0 1437 1466 0 150 0 V/C Ratio(X)0.00 0.79 0.86 0.00 0.22 0.00 Avail Cap(c_a), veh/h 0 1952 1954 0 599 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 4.6 5.6 0.0 25.3 0.0 Incr Delay (d2), s/veh 0.0 1.6 3.3 0.0 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.3 3.6 0.0 0.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 6.2 8.9 0.0 26.0 0.0 LnGrp LOS A A A A C A Approach Vol, veh/h 1136 1265 33 Approach Delay, s/veh 6.2 8.9 26.0 Approach LOS A A C Timer - Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 10.0 49.2 49.2 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 60.0 60.0 Max Q Clear Time (g_c+I1), s 3.0 23.6 31.5 Green Ext Time (p_c), s 0.1 10.4 12.7 Intersection Summary HCM 6th Ctrl Delay 7.9 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes (W/ Improvements)Peak AM Hour 7: Garden Lane & Crompond Road 06/08/2022 Synchro 11 Report Job# 21006314A - R.H.Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)1224 17 37 794 6 26 Future Volume (vph)1224 17 37 794 6 26 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 12 12 15 13 12 Grade (%)0%1%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.890 Flt Protected 0.998 0.991 Satd. Flow (prot)2022 0 0 1978 1688 0 Flt Permitted 0.693 0.991 Satd. Flow (perm)2022 0 0 1374 1688 0 Right Turn on Red Yes Yes Satd. Flow (RTOR)2 27 Link Speed (mph)45 45 30 Link Distance (ft)745 1084 732 Travel Time (s)11.3 16.4 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)3%15%3%5%2%4% Adj. Flow (vph)1288 18 39 836 6 27 Shared Lane Traffic (%) Lane Group Flow (vph)1306 0 0 875 33 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 0 13 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 1.00 1.01 0.89 0.95 0.99 Turning Speed (mph)9 15 15 9 Number of Detectors 2 1 2 2 Detector Template Left Leading Detector (ft)83 20 83 83 Trailing Detector (ft)-5 0 -5 -5 Detector 1 Position(ft)-5 0 -5 -5 Detector 1 Size(ft)40 20 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 Detector 1 Delay (s)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 NA Perm NA Prot Protected Phases 4 8 2 Permitted Phases 8 Detector Phase 4 8 8 2 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 Minimum Split (s)23.0 23.0 23.0 23.0 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes (W/ Improvements)Peak AM Hour 7: Garden Lane & Crompond Road 06/08/2022 Synchro 11 Report Job# 21006314A - R.H.Page 2 Lane Group EBT EBR WBL WBT NBL NBR Total Split (s)65.0 65.0 65.0 25.0 Total Split (%)72.2%72.2%72.2%27.8% Maximum Green (s)60.0 60.0 60.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.0 3.0 3.0 3.0 Recall Mode None None None Min v/c Ratio 0.82 0.81 0.20 Control Delay 11.1 13.2 18.6 Queue Delay 0.0 0.0 0.0 Total Delay 11.1 13.2 18.6 Queue Length 50th (ft)251 165 3 Queue Length 95th (ft)534 #484 28 Internal Link Dist (ft)665 1004 652 Turn Bay Length (ft) Base Capacity (vph)1590 1080 462 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.82 0.81 0.07 Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 76.3 Natural Cycle: 120 Control Type: Actuated-Uncoordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 7: Garden Lane & Crompond Road This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes (W/ Improvements)Peak AM Hour 7: Garden Lane & Crompond Road 06/08/2022 Synchro 11 Report Job# 21006314A - R.H.Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h)1224 17 37 794 6 26 Future Volume (veh/h)1224 17 37 794 6 26 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1930 1678 1850 1893 2027 1919 Adj Flow Rate, veh/h 1288 18 39 836 6 27 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 15 3 5 2 4 Cap, veh/h 1455 20 79 1101 24 109 Arrive On Green 0.77 0.77 0.77 0.77 0.08 0.08 Sat Flow, veh/h 1898 27 26 1437 311 1397 Grp Volume(v), veh/h 0 1306 875 0 34 0 Grp Sat Flow(s),veh/h/ln 0 1925 1463 0 1760 0 Q Serve(g_s), s 0.0 31.6 10.1 0.0 1.2 0.0 Cycle Q Clear(g_c), s 0.0 31.6 41.7 0.0 1.2 0.0 Prop In Lane 0.01 0.04 0.18 0.79 Lane Grp Cap(c), veh/h 0 1475 1180 0 137 0 V/C Ratio(X)0.00 0.89 0.74 0.00 0.25 0.00 Avail Cap(c_a), veh/h 0 1799 1456 0 548 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 5.4 4.6 0.0 27.8 0.0 Incr Delay (d2), s/veh 0.0 4.9 1.6 0.0 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.4 1.5 0.0 0.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 10.4 6.2 0.0 28.8 0.0 LnGrp LOS A B A A C A Approach Vol, veh/h 1306 875 34 Approach Delay, s/veh 10.4 6.2 28.8 Approach LOS B A C Timer - Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 10.0 54.2 54.2 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 60.0 60.0 Max Q Clear Time (g_c+I1), s 3.2 33.6 43.7 Green Ext Time (p_c), s 0.1 12.6 5.5 Intersection Summary HCM 6th Ctrl Delay 9.0 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes (W/ Improvements)Peak PM Hour 7: Garden Lane & Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)1063 20 26 1178 11 24 Future Volume (vph)1063 20 26 1178 11 24 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Width (ft)15 12 12 15 13 12 Grade (%)0%1%-2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.909 Flt Protected 0.999 0.984 Satd. Flow (prot)2024 0 0 2014 1572 0 Flt Permitted 0.965 0.984 Satd. Flow (perm)2024 0 0 1946 1572 0 Right Turn on Red Yes Yes Satd. Flow (RTOR)2 25 Link Speed (mph)45 45 30 Link Distance (ft)745 1084 732 Travel Time (s)11.3 16.4 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)3%7%9%3%2%18% Adj. Flow (vph)1119 21 27 1240 12 25 Shared Lane Traffic (%) Lane Group Flow (vph)1140 0 0 1267 37 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)0 0 13 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 0.88 1.00 1.01 0.89 0.95 0.99 Turning Speed (mph)9 15 15 9 Number of Detectors 2 1 2 2 Detector Template Left Leading Detector (ft)83 20 83 83 Trailing Detector (ft)-5 0 -5 -5 Detector 1 Position(ft)-5 0 -5 -5 Detector 1 Size(ft)40 20 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s)0.0 0.0 0.0 0.0 Detector 1 Queue (s)0.0 0.0 0.0 0.0 Detector 1 Delay (s)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 NA Perm NA Prot Protected Phases 4 8 2 Permitted Phases 8 Detector Phase 4 8 8 2 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 Minimum Split (s)23.0 23.0 23.0 23.0 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes (W/ Improvements)Peak PM Hour 7: Garden Lane & Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 2 Lane Group EBT EBR WBL WBT NBL NBR Total Split (s)65.0 65.0 65.0 25.0 Total Split (%)72.2%72.2%72.2%27.8% Maximum Green (s)60.0 60.0 60.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s)3.0 3.0 3.0 3.0 Recall Mode None None None Min v/c Ratio 0.72 0.83 0.24 Control Delay 7.6 12.1 21.5 Queue Delay 0.0 0.0 0.0 Total Delay 7.6 12.1 21.5 Queue Length 50th (ft)184 256 5 Queue Length 95th (ft)364 #586 33 Internal Link Dist (ft)665 1004 652 Turn Bay Length (ft) Base Capacity (vph)1586 1525 429 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.72 0.83 0.09 Intersection Summary Area Type:Other Cycle Length: 90 Actuated Cycle Length: 76.6 Natural Cycle: 100 Control Type: Actuated-Uncoordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 7: Garden Lane & Crompond Road This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2026 Build Traffic Volumes (W/ Improvements)Peak PM Hour 7: Garden Lane & Crompond Road 06/07/2022 Synchro 11 Report Job# 21006314A - R.H.Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h)1063 20 26 1178 11 24 Future Volume (veh/h)1063 20 26 1178 11 24 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1930 1796 1761 1924 2027 1708 Adj Flow Rate, veh/h 1119 21 27 1240 12 25 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %3 7 9 3 2 18 Cap, veh/h 1412 26 75 1389 47 99 Arrive On Green 0.75 0.75 0.75 0.75 0.08 0.08 Sat Flow, veh/h 1888 35 17 1858 564 1176 Grp Volume(v), veh/h 0 1140 1267 0 38 0 Grp Sat Flow(s),veh/h/ln 0 1923 1875 0 1787 0 Q Serve(g_s), s 0.0 21.8 5.3 0.0 1.2 0.0 Cycle Q Clear(g_c), s 0.0 21.8 29.8 0.0 1.2 0.0 Prop In Lane 0.02 0.02 0.32 0.66 Lane Grp Cap(c), veh/h 0 1439 1464 0 150 0 V/C Ratio(X)0.00 0.79 0.87 0.00 0.25 0.00 Avail Cap(c_a), veh/h 0 1939 1937 0 601 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 4.6 5.6 0.0 25.5 0.0 Incr Delay (d2), s/veh 0.0 1.7 3.4 0.0 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.3 3.6 0.0 0.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 6.3 9.0 0.0 26.4 0.0 LnGrp LOS A A A A C A Approach Vol, veh/h 1140 1267 38 Approach Delay, s/veh 6.3 9.0 26.4 Approach LOS A A C Timer - Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 10.0 49.5 49.5 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 60.0 60.0 Max Q Clear Time (g_c+I1), s 3.2 23.8 31.8 Green Ext Time (p_c), s 0.1 10.5 12.7 Intersection Summary HCM 6th Ctrl Delay 8.0 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Traffic Impact Study |Appendices Appendix E | Traffic Signal Warrant Analysis Traffic Impact Study Major Street:Crompond Road (US Rte 202/ NYS Rte 35)Number of Lanes For Moving Traffic By Approach Minor Street:Garden Lane Major Street (Excluding Auxiliary Lanes) = 1 Minor Street (Including Auxiliary Lanes) =1 Location:Town of Yorktown, Westchester County, New York Major Street Speed Date:85TH Percentile Speed >= 40 mph (Y or N): 45 Volume Basis:2022 Existing Traffic Volumes Community Population Community < 10,000 (Y or N): N Condition:Typical Weekday Not Satisfied -- No Signal Not Satisfied -- No Signal Not Applicable Not Satisfied -- No Signal Not Satisfied -- No Signal Not Applicable Not Applicable Not Applicable Not Applicable Warrant 9 Satisfied: Not Applicable Warrant 5 Satisfied: Not Applicable Warrant 6 - Coordinated Signal System Warrant 6 Satisfied: Not Applicable Warrant 7 - Crash Experience Warrant 7 Satisfied: Not Applicable Warrant 8 - Roadway Network 6/8/2022 Condition B - Traffic Volume Warrant Peak Hour Volume Warrant 9 - Intersection Near a Grade Crossing Condition A - Distance to Rail Warrant 2 Satisfied: NO Warrant 3 Satisfied: NO Warrant 4 - Pedestrian Volume Warrant Condition A - Pedestrian Four-Hour Volume Condition B - Pedestrian Peak Hour Volume Warrant 4 Satisfied: Not Applicable Warrant 5 - School Crossing Condition B - Minimum Vehicular Interruption of Continous Traffic TABLE TSW-1 SIGNAL WARRANTS ANALYSIS CROMPOND ROAD AT GARDEN LANE WARRANT ANALYSIS SUMMARY INTERSECTION DATA Warrant 7 Satisfied: Not Applicable Warrant 1 - Eight-Hour Vehicular Volume Condition A - Minimum Vehicular Volume WARRANT ANALYSIS SUMMARY Condition A & B Combined Condition Warrant 2 - Four-Hour Vehicular Volume Four-Hour Vehicular Volume Warrant 3 - Peak Hour Warrant 1 Satisfied: NO R:\Projects\2021\21006314A\Reports\Traffic\Excel\Traffic Signal Warrants\220608RH_SignalWarrant EX 6/8/2022 Page 1 |5 Major Street:Crompond Road (US Rte 202/ NYS Rte 35)Number of Lanes For Moving Traffic By Approach Minor Street:Garden Lane Major Street (Excluding Auxiliary Lanes) = 1 Minor Street (Including Auxiliary Lanes) = 1 Location:Town of Yorktown, Westchester County, New York Major Street Speed Date:85TH Percentile Speed >= 40 mph (Y or N):Y Volume Basis:2022 Existing Traffic Volumes Community Population Community < 10,000 (Y or N): N Condition:Typical Weekday Major Street Minor Street Major Street Minor Street Major Street Minor Street Major Street Minor Street Major Street Minor Street 1A 1B 129 2 350 105 525 53 280 84 420 42 NO NO N/A N/A 64 1 350 105 525 53 280 84 420 42 NO NO N/A N/A 63 1 350 105 525 53 280 84 420 42 NO NO N/A N/A 62 1 350 105 525 53 280 84 420 42 NO NO N/A N/A 172 3 350 105 525 53 280 84 420 42 NO NO N/A N/A 480 9 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,303 23 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,936 24 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,859 33 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,574 28 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,351 24 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,617 17 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,693 18 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,697 18 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,894 20 350 105 525 53 280 84 420 42 NO NO N/A N/A 2,071 21 350 105 525 53 280 84 420 42 NO NO N/A N/A 2,023 21 350 105 525 53 280 84 420 42 NO NO N/A N/A 2,011 38 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,833 19 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,240 13 350 105 525 53 280 84 420 42 NO NO N/A N/A 850 9 350 105 525 53 280 84 420 42 NO NO N/A N/A 575 6 350 105 525 53 280 84 420 42 NO NO N/A N/A 405 4 350 105 525 53 280 84 420 42 NO NO N/A N/A 241 3 350 105 525 53 280 84 420 42 NO NO N/A N/A Total Hours Meeting Warrants 0000 Total Hours Needed to Satisfy 8 8 8* 8* WARRANT 1 SUMMARY Warrant 1 Condition A - Minimum Vehicular Volume Not Satisfied -- No Signal Warrant 1 Condition B - Interruption of Continuous Traffic Not Satisfied -- No Signal Warrant 1A & 1B Combined Condition Not Applicable *Note: For Combined Warrant Both Conditions 1A & 1B Must Be Satisfied for a Minimum of 8 Hours. 1:00 PM 12:00 PM 11:00 AM 10:00 AM 9:00 AM 8:00 AM 7:00 AM 6:00 AM 11:00 PM 10:00 PM 9:00 PM 8:00 PM 7:00 PM 3:00 AM 5:00 AM 4:00 AM 6:00 PM 5:00 PM 4:00 PM 3:00 PM 2:00 PM Combined 6/8/2022 12:00 AM 1:00 AM 2:00 AM CROMPOND ROAD AT GARDEN LANE TABLE TSW-1 SIGNAL WARRANTS ANALYSIS WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Volumes Warrant Met?Warrant 1 Condition A & B Warrant 1 Condition A Warrant 1 Condition B Condition BCondition A WARRANT ANALYSIS INTERSECTION DATA Time of Day Warrant 1B Warrant 1A R:\Projects\2021\21006314A\Reports\Traffic\Excel\Traffic Signal Warrants\220608RH_SignalWarrant EX 6/8/2022 Page 2 |5 Major Street:Crompond Road (US Rte 202/ NYS Rte 35)Number of Lanes For Moving Traffic By Approach Minor Street:Garden Lane Major Street (Excluding Auxiliary Lanes) = 1 Minor Street (Including Auxiliary Lanes) = 1 Location:Town of Yorktown, Westchester County, New York Major Street Speed Date:6/8/2022 85TH Percentile Speed >= 40 mph (Y or N):Y Volume Basis:2022 Existing Traffic Volumes Community Population Community < 10,000 (Y or N): N Condition:Typical Weekday Major Street Minor Street Major Street Minor Street Major Street Minor Street Warrant 2 Warrant 3 129 2 NO NO 64 1 NO NO 63 1 NO NO 62 1 NO NO 172 3 NO NO 480 9 NO NO 1,303 23 NO NO 1,936 24 NO NO 1,859 33 NO NO 1,574 28 NO NO 1,351 24 NO NO 1,617 17 NO NO 1,693 18 NO NO 1,697 18 NO NO 1,894 20 NO NO 2,071 21 NO NO 2,023 21 NO NO 2,011 38 NO NO 1,833 19 NO NO 1,240 13 NO NO 850 9 NO NO 575 6 NO NO 405 4 NO NO 241 3 NO NO Total Hours Meeting Warrants 0 0 Total Hours Needed to Satisfy 4 1 WARRANTS 2 & 3 SUMMARY Warrant 2 - Four Hour Vehicular Volume Not Satisfied -- No Signal Warrant 3 - Peak Hour Volume Not Satisfied -- No Signal Notes: 1)Volumes for Warrants 2 & 3 are compared to attached MUTCD Figures 4C-2 and 4C-4, respectively. 9:00 PM 10:00 PM 11:00 PM TABLE TSW-1 Time of Day 12:00 AM 1:00 AM Warrant Met?Warrant 31Warrant 21Volumes See Figure 4C-48:00 AM See Figure 4C-2WARRANT ANALYSIS INTERSECTION DATA WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME & WARRANT 3 - PEAK HOUR 2:00 AM 3:00 AM 8:00 PM 9:00 AM 10:00 AM 11:00 AM 12:00 PM 1:00 PM 2:00 PM 3:00 PM 4:00 PM 5:00 PM 6:00 PM 7:00 PM SIGNAL WARRANTS ANALYSIS 4:00 AM 5:00 AM 6:00 AM 7:00 AM CROMPOND ROAD AT GARDEN LANE R:\Projects\2021\21006314A\Reports\Traffic\Excel\Traffic Signal Warrants\220608RH_SignalWarrant EX 6/8/2022 Page 3 |5 R:\Projects\2021\21006314A\Reports\Traffic\Excel\Traffic Signal Warrants\220608RH_SignalWarrant EX6/8/2022 Page 4 |5050100150200250Minor Street Higher Volume Approach (VPH)Major Street - Total Both Approaches (VPH)Table TSW-1Figure 4C-2IntersectionWarrant 2 - Four Hour Vehicular Warrant (70% Factor)(Community Less than 10,000 Population or 85th Percentile Speed Above 40 MPH on Major Street)1 Lane Major & 1 Lane Minor2 Lanes Major & 1 Lane Minor1 Lane Major & 2 Lanes Minor2 Lanes Major & 2 Lanes MinorIntersection Volumes R:\Projects\2021\21006314A\Reports\Traffic\Excel\Traffic Signal Warrants\220608RH_SignalWarrant EX6/8/2022 Page 5 |5050100150200250300350Minor Street Higher Volume Approach (VPH)Major Street - Total Both Approaches (VPH)Table TSW-1Figure 4C-4IntersectionWarrant 3 - Peak Hour Warrant (70% Factor)(Community Less than 10,000 Population or 85th Percentile Speed Above 40 MPH on Major Street)1 Lane Major & 1 Lane Minor2 Lanes Major & 1 Lane Minor1 Lane Major & 2 Lanes Minor2 Lanes Major & 2 Lanes MinorIntersection Volumes Major Street:Crompond Road (US Rte 202/ NYS Rte 35)Number of Lanes For Moving Traffic By Approach Minor Street:Garden Lane Major Street (Excluding Auxiliary Lanes) = 1 Minor Street (Including Auxiliary Lanes) =1 Location:Town of Yorktown, Westchester County, New York Major Street Speed Date:85TH Percentile Speed >= 40 mph (Y or N): 45 Volume Basis:2026 Build Traffic Volumes Community Population Community < 10,000 (Y or N): N Condition:Typical Weekday Not Satisfied -- No Signal Not Satisfied -- No Signal Not Applicable Not Satisfied -- No Signal Not Satisfied -- No Signal Not Applicable Not Applicable Not Applicable Not Applicable Four-Hour Vehicular Volume Warrant 3 - Peak Hour Warrant 1 Satisfied: NO Warrant 1 - Eight-Hour Vehicular Volume Condition A - Minimum Vehicular Volume WARRANT ANALYSIS SUMMARY Condition A & B Combined Condition Warrant 2 - Four-Hour Vehicular Volume TABLE TSW-2 SIGNAL WARRANTS ANALYSIS CROMPOND ROAD AT GARDEN LANE WARRANT ANALYSIS SUMMARY INTERSECTION DATA 6/8/2022 Condition B - Traffic Volume Warrant Peak Hour Volume Warrant 9 - Intersection Near a Grade Crossing Condition A - Distance to Rail Warrant 2 Satisfied: NO Warrant 3 Satisfied: NO Warrant 4 - Pedestrian Volume Warrant Condition A - Pedestrian Four-Hour Volume Condition B - Pedestrian Peak Hour Volume Warrant 4 Satisfied: Not Applicable Warrant 5 - School Crossing Condition B - Minimum Vehicular Interruption of Continous Traffic Warrant 9 Satisfied: Not Applicable Warrant 5 Satisfied: Not Applicable Warrant 6 - Coordinated Signal System Warrant 6 Satisfied: Not Applicable Warrant 7 - Crash Experience Warrant 7 Satisfied: Not Applicable Warrant 8 - Roadway Network Warrant 7 Satisfied: Not Applicable R:\Projects\2021\21006314A\Reports\Traffic\Excel\Traffic Signal Warrants\220608RH_SignalWarrant Build 6/8/2022 Page 1 |5 Major Street:Crompond Road (US Rte 202/ NYS Rte 35)Number of Lanes For Moving Traffic By Approach Minor Street:Garden Lane Major Street (Excluding Auxiliary Lanes) = 1 Minor Street (Including Auxiliary Lanes) = 1 Location:Town of Yorktown, Westchester County, New York Major Street Speed Date:85TH Percentile Speed >= 40 mph (Y or N):Y Volume Basis:2026 Build Traffic Volumes Community Population Community < 10,000 (Y or N): N Condition:Typical Weekday Major Street Minor Street Major Street Minor Street Major Street Minor Street Major Street Minor Street Major Street Minor Street 1A 1B 135 3 350 105 525 53 280 84 420 42 NO NO N/A N/A 66 1 350 105 525 53 280 84 420 42 NO NO N/A N/A 65 1 350 105 525 53 280 84 420 42 NO NO N/A N/A 64 1 350 105 525 53 280 84 420 42 NO NO N/A N/A 179 4 350 105 525 53 280 84 420 42 NO NO N/A N/A 499 11 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,356 28 350 105 525 53 280 84 420 42 NO NO N/A N/A 2,015 35 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,936 41 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,639 34 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,407 28 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,685 22 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,764 22 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,768 22 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,973 25 350 105 525 53 280 84 420 42 NO NO N/A N/A 2,159 26 350 105 525 53 280 84 420 42 NO NO N/A N/A 2,111 26 350 105 525 53 280 84 420 42 NO NO N/A N/A 2,100 45 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,912 25 350 105 525 53 280 84 420 42 NO NO N/A N/A 1,295 17 350 105 525 53 280 84 420 42 NO NO N/A N/A 888 12 350 105 525 53 280 84 420 42 NO NO N/A N/A 601 7 350 105 525 53 280 84 420 42 NO NO N/A N/A 423 5 350 105 525 53 280 84 420 42 NO NO N/A N/A 252 3 350 105 525 53 280 84 420 42 NO NO N/A N/A Total Hours Meeting Warrants 0000 Total Hours Needed to Satisfy 8 8 8* 8* WARRANT 1 SUMMARY Warrant 1 Condition A - Minimum Vehicular Volume Not Satisfied -- No Signal Warrant 1 Condition B - Interruption of Continuous Traffic Not Satisfied -- No Signal Warrant 1A & 1B Combined Condition Not Applicable *Note: For Combined Warrant Both Conditions 1A & 1B Must Be Satisfied for a Minimum of 8 Hours. CROMPOND ROAD AT GARDEN LANE TABLE TSW-2 SIGNAL WARRANTS ANALYSIS WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Volumes Warrant Met?Warrant 1 Condition A & B Warrant 1 Condition A Warrant 1 Condition B Condition BCondition A WARRANT ANALYSIS INTERSECTION DATA Time of Day Warrant 1B Warrant 1A Combined 6/8/2022 12:00 AM 1:00 AM 2:00 AM 3:00 AM 5:00 AM 4:00 AM 6:00 PM 5:00 PM 4:00 PM 3:00 PM 2:00 PM 11:00 PM 10:00 PM 9:00 PM 8:00 PM 7:00 PM 1:00 PM 12:00 PM 11:00 AM 10:00 AM 9:00 AM 8:00 AM 7:00 AM 6:00 AM R:\Projects\2021\21006314A\Reports\Traffic\Excel\Traffic Signal Warrants\220608RH_SignalWarrant Build 6/8/2022 Page 2 |5 Major Street:Crompond Road (US Rte 202/ NYS Rte 35)Number of Lanes For Moving Traffic By Approach Minor Street:Garden Lane Major Street (Excluding Auxiliary Lanes) = 1 Minor Street (Including Auxiliary Lanes) =1 Location:Town of Yorktown, Westchester County, New York Major Street Speed Date:6/8/2022 85TH Percentile Speed >= 40 mph (Y or N):Y Volume Basis:2026 Build Traffic Volumes Community Population Community < 10,000 (Y or N): N Condition:Typical Weekday Major Street Minor Street Major Street Minor Street Major Street Minor Street Warrant 2 Warrant 3 135 3 NO NO 66 1 NO NO 65 1 NO NO 64 1 NO NO 179 4 NO NO 499 11 NO NO 1,356 28 NO NO 2,015 35 NO NO 1,936 41 NO NO 1,639 34 NO NO 1,407 28 NO NO 1,685 22 NO NO 1,764 22 NO NO 1,768 22 NO NO 1,973 25 NO NO 2,159 26 NO NO 2,111 26 NO NO 2,100 45 NO NO 1,912 25 NO NO 1,295 17 NO NO 888 12 NO NO 601 7 NO NO 423 5 NO NO 252 3 NO NO Total Hours Meeting Warrants 0 0 Total Hours Needed to Satisfy 4 1 WARRANTS 2 & 3 SUMMARY Warrant 2 - Four Hour Vehicular Volume Not Satisfied -- No Signal Warrant 3 - Peak Hour Volume Not Satisfied -- No Signal Notes: 1)Volumes for Warrants 2 & 3 are compared to attached MUTCD Figures 4C-2 and 4C-4, respectively. SIGNAL WARRANTS ANALYSIS 4:00 AM 5:00 AM 6:00 AM 7:00 AM CROMPOND ROAD AT GARDEN LANE 8:00 PM 9:00 AM 10:00 AM 11:00 AM 12:00 PM 1:00 PM 2:00 PM 3:00 PM 4:00 PM 5:00 PM 6:00 PM 7:00 PM TABLE TSW-2 Time of Day 12:00 AM 1:00 AM Warrant Met?Warrant 31Warrant 21Volumes See Figure 4C-48:00 AM See Figure 4C-2WARRANT ANALYSIS INTERSECTION DATA WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME & WARRANT 3 - PEAK HOUR 2:00 AM 3:00 AM 9:00 PM 10:00 PM 11:00 PM R:\Projects\2021\21006314A\Reports\Traffic\Excel\Traffic Signal Warrants\220608RH_SignalWarrant Build 6/8/2022 Page 3 |5 R:\Projects\2021\21006314A\Reports\Traffic\Excel\Traffic Signal Warrants\220608RH_SignalWarrant Build6/8/2022 Page 4 |5050100150200250Minor Street Higher Volume Approach (VPH)Major Street - Total Both Approaches (VPH)Table TSW-2Figure 4C-2IntersectionWarrant 2 - Four Hour Vehicular Warrant (70% Factor)(Community Less than 10,000 Population or 85th Percentile Speed Above 40 MPH on Major Street)1 Lane Major & 1 Lane Minor2 Lanes Major & 1 Lane Minor1 Lane Major & 2 Lanes Minor2 Lanes Major & 2 Lanes MinorIntersection Volumes R:\Projects\2021\21006314A\Reports\Traffic\Excel\Traffic Signal Warrants\220608RH_SignalWarrant Build6/8/2022 Page 5 |5050100150200250300350Minor Street Higher Volume Approach (VPH)Major Street - Total Both Approaches (VPH)Table TSW-2Figure 4C-4IntersectionWarrant 3 - Peak Hour Warrant (70% Factor)(Community Less than 10,000 Population or 85th Percentile Speed Above 40 MPH on Major Street)1 Lane Major & 1 Lane Minor2 Lanes Major & 1 Lane Minor1 Lane Major & 2 Lanes Minor2 Lanes Major & 2 Lanes MinorIntersection Volumes Traffic Impact Study |Appendices Colliers Engineering & Design is a trusted provider of multi-discipline engineering, design and consulting services providing customized solutions for public and private clients through a network of offices nationwide. For a full listing of our office locations, please visit colliersengineering.com Civil/Site • Traffic/Transportation • Governmental • Survey/Geospatial Infrastructure • Geotechnical/Environmental • Telecommunications • Utilities/Energy 1 877 627 3772 400 Columbus Avenue Suite 180E Valhalla New York 10595 Main: 877 627 3772 colliersengineering.com Memorandum To: Kevney Moses From: Philip Grealy, Ph.D., P.E. Date: May 14, 2024 Subject: Fieldhome - 2300 Catherine Street – TIS Comment Response Project No.: 21006314A Below are our responses to the comments we received on April 30, 2024 regarding our Traffic Study. Comment 1: Croton Avenue can be used to access Catherine Street when traveling from West to East on Route 202. Response: Croton Avenue, which has a signalized intersection with Route 202, is an alternate route that can be used by traffic traveling to and from the site from the west. During certain times of the day when Route 202 is congested, this route, even though slightly longer distance wise, would accommodate some vehicles traveling to and from the site from Peekskill or from the Bear Mountain Parkway Extension. The route would be from Route 202 along Croton Avenue and past Walter Panas High School to Jacob Street to Catherine Street to the site and the reverse. Since Croton Avenue has a signalized intersection with Route 202 and has turning lanes, this is a good alternate route for travel. The analysis prepared in the traffic study did not take a significant credit for this use due to its longer travel distance, but any additional volume can easily be accommodated. Comment 2: Most recommendations involve sight distances. Should any other recommendations be considered? Response: With the exception of Route 202 (see Item 3 below) the other intersections do not have any capacity issues based on the analysis. However, based on field conditions, the recommendations in our report focused on sight distance improvements due to poor visibility at certain intersections due to excess vegetation. These, together with minor striping and signing improvements are recommended, with or without the project traffic. Other driveway access related improvements, including resurfacing, curbing, etc. would also be normal for this type of project and would be addressed during the site plan review with the Highway Superintendent. Comment 3: The intersection at Garden Lane & 202 will get worse, both in no build and build conditions. The project is adding to the poor functioning of this intersection and no mitigation is proposed. Please provide an explanation as to how the DOT warrants are not met and improvement is not necessary. Project No. 21006314A May 14, 2024 Page 2 | 2 Response: The intersection of Garden Lane and Route 35 is an intersection that currently experiences delays due to the lack of a turning lane or traffic signal on Route 35. The project is expected to add minimal traffic to this location. A review of the NYSDOT 8-Hour Traffic Signal Warrant criteria indicates that a traffic signal is not warranted at this location under the No-Build or Build Traffic Volumes (see attached). R:\Projects\2021\21006314A\Correspondence\OUT\240514PJG_Responses to Traffic Study Comments.docx