APPENDIX C1 TRAFFIC ANALYSIS DESIGN YEAR TRAFFIC ANALYSIS

APPENDIX C1 TRAFFIC ANALYSIS DESIGN YEAR TRAFFIC ANALYSIS

DESIGN YEAR TRAFFIC ANALYSIS February 2018 Highway & Bridge Project PIN 6754.12 Route 13 Connector Road Chemung County

February 2018 Appendix C PIN 6754.12 Design Year Traffic Analysis Table of Contents C.1. Introduction... C-1 C.2. Design Year... C-2 C.3. Existing Traffic Conditions... C-2 C.3.1 Existing Traffic Volumes and Project Location... C-2 C.3.2 Existing Roadway System... C-4 C.3.3 Existing Intersections... C-4 C.3.4 Speed Data... C-5 C.3.5 AADT Volume Data... C-5 C.4. Trip Generation... C-6 C.5. Trip Distribution and Diversion... C-9 C.6. Future No-Build and Build Traffic Volumes... C-8 C.7. Level of Service Criteria... C-9 C.7.2 Existing and No Build Levels of Service...C-10 C.7.3 Build Levels of Service...C-11 C.8. Conclusions...C-13 Traffic Volume Figures C3.1... Existing Traffic Volumes C5.1... Existing Trip Distribution C5.2... ETC, ETC+10 No Build Primary Trips C5.3...ETC+20 No Build Primary Trips C5.4... Proposed Trip Distribution C5.5... ETC, ETC+10 Build Primary Trips C5.6... ETC+20 Build Primary Trips C5.7... Proposed Trip Diversion C5.8... Proposed Build Diverted Trips C6.1... ETC No Build Traffic Volumes C6.2... ETC+10 No Build Traffic Volumes C6.3... ETC+20 No Build Traffic Volumes C6.4... ETC Build Traffic Volumes C6.5... ETC+10 Build Traffic Volumes C6.6... ETC+20 Build Traffic Volumes

February 2018 Appendix C PIN 6754.12 C.1. Introduction The purpose of this traffic analysis is to document the existing traffic conditions of the study area and to evaluate the estimated future traffic conditions and impacts of the transportation network as a result of the projected growth of the Horseheads Sand and Transload (HOST) Terminal and the construction of the preferred alternative and subalternatives of the Route 13 Connector Road project. This analysis will evaluate the geometric and intersection control designs considered in the design alternatives. The following systematic procedure was used: 1. Conduct site visit to obtain roadway geometrics, observe traffic operations and perform sight distance inspection. 2. Obtain manual turning movement counts at six (6) existing study intersections: Hanover Square (Main Street,, Franklin Street) NYS Route 13 and E. Franklin Street and E Street and Ridge Road / Alex Drive North Main Street and 6 th Street NYS Route 14 and Wygant Road Wygant Road and A Street The counts were obtained in January 2017 on a typical weekday between 7:00 AM - 9:00 AM and 4:00 PM - 6:00 PM. 3. Determine the existing AM and PM peak hour turning movements at the study intersections. 4. Define trips generated and distributed by the projected growth of the Horseheads Sand and Transload (HOST) Terminal for the No Build and Build conditions at Estimated Time of Completion (ETC), ETC+10 years, and ETC+20 years. 5. Estimate projected traffic at the subject intersections. 6. Evaluate traffic operations at the subject intersections under: Existing (2017) conditions Future No Build ETC, ETC+10, and ETC+20 conditions Future Build ETC, ETC+10, ETC+20, and ETC+30 conditions The analyses and evaluations in this report have been performed using standard traffic engineering methodologies in accordance with the Institute of Transportation Engineers (ITE) Trip Generation, 7th Edition, Highway Capacity Manual (HCM), 6 th Edition, and the NYSDOT Highway Design Manual. Data used in this impact assessment has been collected from field investigations, field visits (including vehicular traffic counts), developer plans, and the NYSDOT Traffic Data Viewer on New York State s website. The exhibits that are printed in the main body of the design report follow the design report naming convention. Exhibits unique to this appendix begin with the letter C. C-1

February 2018 Appendix C PIN 6754.12 C.2. Design Year The following design years were selected in accordance with the NYSDOT Project Development Manual Appendix 5: Existing Conditions (2017) ETC (2020) Completion of preferred Alternative 2 ETC+10 (2030) ETC+20 (2040) ETC+30 (2050) The required design year for this project is ETC+20 (2040) as it the project work type is new construction. The ETC+10 design year scenario is used to analyze a gradual build-out of the HOST Terminal and important for understanding traffic patterns if it were never to become fully utilized. The ETC+30 (2050) scenario is the required design year for new bridge construction. This condition will only be analyzed as a segment at the location of the new bridge on the new connector road. C.3. Existing Traffic Conditions C.3.1 Existing Traffic Volumes and Project Location Erdman Anthony obtained manual turning movement counts at the six intersections within the study area on Wednesday, January 25th, 2017 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. Refer to Figure C3.1 in Appendix C2 for the existing peak hour traffic volumes at the subject intersections. Exhibit C.3.1 is a project location map of the study area which indicates the intersections and segments which traffic volume and tube counts were obtained. C-2

February 2018 Appendix C PIN 6754.12 Exhibit C.3.1 Project Location Map Project Study Area TURN COUNT LOCATION TUBE COUNT LOCATION C-3

February 2018 Appendix C PIN 6754.12 C.3.2 Existing Roadway System NYS Route 13 NYS Route 13 is a north-south urban principal arterial route located at the east terminus of the proposed connector road. NYS Route 13 provides normal two-way traffic flow with one lane in each direction. The profile of NYS Route 13 is relatively flat in the study area, and the alignment of the road is generally straight. The posted speed limit is 55 mph. Franklin Street Franklin Street is a major collector roadway located to the south of the HOST Terminal and extends between and NYS Route 13. Franklin Street provides normal two-way traffic flow with one lane in each direction. The posted speed limit is 40 mph. is an urban minor arterial roadway located to the east of the HOST Terminal and at the west terminus of the proposed connector road. provides normal two-way traffic flow with one lane in each direction. The posted speed limit is 45 mph. E Street E Street is a county-owned local road that provides access to the HOST Terminal to the east. E Street is an east-west roadway as it extends from Old Ithaca and changes to north-south providing normal twoway traffic flow adjacent to the HOST Terminal with one lane in each direction. Local posted speed limit is 30 mph. Main Street Main Street is an urban minor arterial roadway located to the west of the HOST Terminal. Main Street is a north-south two-lane roadway and provides normal two-way traffic flow with one lane in each direction. Local posted speed limit is 30 mph. Wygant Road Wygant Road is a minor arterial east-west roadway that runs between NYS Route 14 and Old Ithaca Road north of the HOST Terminal. Wygant Road is a two lane roadway and provides normal two-way traffic flow with one lane in each direction. The posted speed limit is 45 mph. A Street A Street is a north-south local roadway that serves as a driveway entrance north of the HOST Terminal. A Street is a two lane roadway and provides normal two-way traffic flow with one lane in each direction. Local speed limit is 30 mph. C.3.3 Existing Intersections NYS Route 13 and Franklin Street The NYS Route 13 and Franklin Street intersection operates as a single lane roundabout intersection with four approaches. All approaches provide a single shared lane in each direction. Main Street,, and Franklin Street (Hanover Square) Hanover Square is a five-legged intersection with four stop controlled approaches and one free flowing approach. The Main Street northbound approach is free flowing while the remaining approaches are stop controlled. The southbound Main Street approach provides a right only turn lane and a shared thru-left lane. The eastbound Franklin Street approach provides shared thru-right and a shared thru-left turn lane and the westbound approach provides a wide single shared lane. The south westbound approach provides a left only turn lane and shared thru-right lane. and E Street is free flowing in both directions at the intersection with E Street, which is stop controlled. All approaches consist of a single lane. and Ridge Road is free flowing in both directions at the intersection with E Street, which is stop controlled. All approaches consist of a single lane. C-4

February 2018 Appendix C PIN 6754.12 North Main Street and 6 th Street North Main Street is free flowing in both northbound and southbound directions at the intersection with 6 th Street. 6 th Street is a stop controlled entrance/exit to the HOST Terminal and was closed during the traffic data collection field study. NYS Route 14 (Watkins Road) and Wygant Road - NYS Route 14 and Wygant Road operates as a multiphase actuated signalized intersection with three approaches. The NYS Route 14 northbound approach provides a through lane and an exclusive right turn lane with an overlap phase. The southbound NYS Route 14 approach provides a through lane and an exclusive left turn lane with a protected left turn phase. The westbound Wygant Road approach provides a single shared lane with a wide shoulder that performs as an exclusive right turn lane and has a right turn overlap phase. Wygant Road and A Street Wygant Road is free flowing in both directions at the intersection with A Street, which is stop controlled. All approaches consist of a single lane. C.3.4 Speed Data Posted speed limits were obtained from field observation as well as review of the Code of the Village of Horseheads. Operating speeds for were obtained from NYSDOT s Speed Count Hourly Reports. Speed data is presented in Exhibit C3.4.1. Street Name Route 13 (0.4 mi. North of Franklin Street) (North of Franklin Street) E Street (West of ) North Main Street (Between Franklin St & North St) Wygant Road (0.5 mi East of Route 14) Ridge Road (Between and Wygant Road) Posted/ Regulatory Speed 55 mph 45 mph Exhibit C3.4.1 Speed Data Average Speed NB 58.6 mph SB 59.1 mph NB 42.1 mph SB 42.7 mph 50 th Percentile Speed NB 58.4 mph SB 58.9 mph NB 43.3 mph SB 43.4 mph 85 th Percentile Speed NB 63.5 mph SB 63.9 mph NB 48.7 mph SB 48.9 mph 30 mph N/A N/A N/A 30 mph NB 33.9 mph SB 32.6 mph NB 34.2 mph SB 33.0 mph NB 38.8 mph SB 37.6 mph 55 mph N/A N/A N/A 30 mph N/A N/A N/A C.3.5 AADT Volume Data Traffic volume projections were forecasted for No Build and Build scenarios at ETC (2020) and ETC+20 (2040) with growth rate of 1.0% (annually compounded) based on historical data. The results are summarized in Exhibits C3.5.1 and C3.5.2 below. Average Annual Daily Traffic (AADT) volumes for the study roadways were obtained from the NYSDOT Traffic Data Viewer and compared for consistency and accuracy. Hourly count reports and forecast calculations are contained in Appendix C2. C-5

February 2018 Appendix C PIN 6754.12 Route 13 (North of East Franklin Street) Segment (Between Hanover Square & E Street) North Main Street (Between Hanover Square & 6 th Street) Wygant Road (Between Watkins Rd. & A Street) Note: AM (PM) Exhibit C3.5.1 Traffic Data Forecast (Existing and No Build) Existing (2017) ETC (2020) ETC+10 (2030) ETC+20 (2040) AADT 8821 9088 10039 11089 DHV 847 (796) 852 (820) 1288 (1050) 1040 (1001) HV% 13.5% AADT 7460 12323 13127 16629 DHV 640 (673) 1082 (1086) 1151 (1159) 1459 (1468) HV% 9.0% AADT 5656 5827 6437 7110 DHV 438 (580) 451 (598) 498 (660) 551 (729) HV% 5.0% AADT 6640 8905 9621 11562 DHV 607 (628) 815 (841) 881 (909) 1055 (1095) HV% 4.0% Route 13 (North of East Franklin Street) Segment (Between Hanover Square & E Street) North Main Street (Between Hanover Square & 6 th Street) Wygant Road (Between Watkins Rd. & A Street) Connector Road Exhibit C3.5.2 Traffic Data Forecast (Build) ETC (2020) ETC+10 (2030) ETC+20 (2040) AADT 12120 13039 15749 DHV 1189 (977) 1288 (1050) 1525 (1294) HV% 13.5% AADT 8032 8814 9973 DHV 563 (776) 616 (852) 771 (1061) HV% 9.0% AADT 7038 7648 8982 DHV 560 (707) 607 (769) 714 (903) HV% 5.0% AADT 8185 8901 10433 DHV 753 (769) 819 (837) 960 (980) HV% 4.0% ETC (2020) ETC+10 (2030) ETC+20 (2040) ETC+30 1 (2050) AADT 5233 5441 7503 7757 DHV 446 (496) 463 (516) 632 (719) 653 (743) HV% 14.0% Note: AM (PM) 1. Build ETC+30 is shown for connector road bridge design year analysis only. Build ETC+30 volumes include background traffic added to Build ETC+20. C.4. Trip Generation The anticipated development at the HOST Terminal is expected to generate a significant increase in commuter and heavy vehicle traffic to the surrounding transportation network. The HOST Terminal provided information regarding the facility s current operations and plans for development into the future. The facility has a mix of manufacturing and industrial uses including 2 million square feet of warehousing space, and a Fed-Ex ground operation. The Institute of Transportation Engineers (ITE) Report, Trip Generation, 7th Edition, was utilized for the trip generation analysis of the land uses. ITE Land Use (LU) Codes 140 and 150 were used to predict the C-6

February 2018 Appendix C PIN 6754.12 total number of trips generated anticipated by the manufacturing and warehousing capacity within the HOST Terminal. The trip generation analyses were performed using standard traffic engineering methodologies in accordance with the ITE Trip Generation Handbook. Trips generated by the HOST Terminal will consist of primary trips. Primary trips are a direct result of the HOST Terminal growth and represent new traffic to the surrounding transportation system. For the ETC/ETC+10 design year scenarios it is expected that 20% of the warehousing land use will be utilized and all other parcels would be 100% utilized. For ETC+20 design year, it is projected that the warehousing land use would increase to 90% utilization and all other parcels would remain at 100% utilization. The traffic generated by each parcel due to the HOST Terminal is shown in Exhibit C.4.1. Exhibit C.4.2 summarizes the entering and exiting trips for the ETC/ETC+10 and ETC+20 design year scenarios. C-7

February 2018 Appendix C PIN 6754.12 C-8

February 2018 Appendix C PIN 6754.12 Exhibit C.4.2 Weekday Peak Hour Trips Generated by HOST Terminal Existing ETC, ETC+10 ETC+20 Total Projected Trips Generated 99 (89) 773 (746) 1187 (1179) Trips Entering 67 (36) 595 (263) 934 (371) Trips Exiting 32 (57) 178 (483) 253 (808) Note: AM (PM) C.5. Trip Distribution and Diversion The projected traffic volumes calculated during the trip generation phase were distributed onto the roadway system based on existing and proposed traffic patterns of the surrounding roadways of the HOST Terminal. The distribution percentages represent a portion of total generated trips that are likely to approach and depart the HOST Terminal. Separate distribution patters have been developed for both No Build and Build conditions since the proposed Build condition would provide a more desirable route to the HOST Terminal. The No Build and Build trip distribution percentages for the peak hours are shown in Figures C5.1 and C5.4. The trip assignment is a result of multiplying the corresponding trip distribution percentage by the projected trips generated. The No Build primary trip assignments are shown in Figures C5.2 and C5.3 for the ETC/ETC+10 and ETC+20 design year scenarios, respectively. The Build primary trip assignments are shown in Figures C5.5 and C5.6 contained in Appendix C1. For this traffic analysis, it is assumed that once the new connector road is constructed (Alternative 2), a percentage of vehicles would utilize the new route and bypass Hanover Square. Therefore, a percentage of traffic from the north and south of this intersection (along South Main Street and ) would be redirected to the proposed connector road. These trips are known as trip diversions. Refer to Figure C5.7 in Appendix C1 for the proposed build trip diversion percentages. The diverted trips at each turning movement are shown in Figure C5.8 in Appendix C1. Diverted trips do not represent new traffic in the system and the diversion distribution percentages are applied to the existing traffic volumes at the Hanover Square intersection in the Build scenarios only. C.6. Future No-Build and Build Traffic Volumes The No Build traffic volumes represent the traffic impact on the study area if the preferred alternative (and sub-alternatives) in this report were not constructed. The 2017 existing peak hour volumes were increased by 1% (annually compounded growth rate) for design year scenarios of ETC (2020), ETC+10 (2030), and ETC+20 (2040) to represent background traffic growth. The total projected No Build traffic volumes are the sum of the existing traffic volumes shown in Figure C3.1 with background traffic and primary trips in Figures C5.2 and C5.3. The No Build traffic volumes for ETC, ETC+10 and ETC+20 are shown in figures C6.1, C6.2, and C6.3, respectively. The Build traffic volumes represent the traffic impact on the study area if the preferred alternative (Alternative 2) and sub-alternatives (Alternatives A2 and B2) were constructed. The total projected Build traffic volumes are the sum of the existing traffic volumes shown in Figure C3.1 with background traffic, primary trips in figures C5.5 and C5.6, and diverted trips in Figure C5.8. The Build traffic volumes for ETC, ETC+10 and ETC+20 are shown in figures C6.4, C6.5, and C6.6, respectively. C.7. Level of Service Criteria Roadway Segment LOS Roadway segment level of service (LOS) is a qualitative measure describing motorist satisfaction within a traffic stream in terms of various factors influencing traffic congestion including travel time, speed, maneuverability, and comfort. The methodology for performing capacity analyses and determining level of service is documented in the Highway Capacity Manual (HCM), 6 th Edition, Transportation Research Board, 2016. HCS 7 software implements HCM methodologies for roadway segment analyses Intersection LOS Intersection LOS analysis determines the ability of an intersection to accommodate traffic volumes. The analysis is based on intersection street geometrics, traffic controls and traffic movements. The analysis C-9

February 2018 Appendix C PIN 6754.12 produces an indication of the level of service at which an intersection is functioning or is expected to function for existing and future conditions. The intersection LOS procedures are provided in the Highway Capacity Manual (HCM) published by the Transportation Research Board, 2010. Version 9.0 of Synchro implements the methods of HCM and was utilized to determine the LOS for the study intersections with the exception of the roundabout intersections. Synchro implements the methods of the HCM for signalized and unsignalized intersection analyses. Due to the unusual geometry of the Hanover Square intersection, the five legged; four stop controlled legs with one free leg cannot be analyzed in Synchro alone and requires a modified method of analysis. The modified analysis is contained in Appendix C2. SIDRA 7 modeling software was used to determine the LOS for the roundabout intersections as this software uses revised capacity equations as published in the HCM based on the latest research for roundabouts. HCS 7 Roundabouts software was also used to supplement SIDRA 7. The level of service results were compared and verified for consistency. LOS is defined by letter characters that range from A to F, with A representing the best traffic operating conditions that have little or no delay and F characterizing the worst conditions that have significant delay. LOS A through D are usually considered acceptable and LOS E is usually considered representative of conditions where improvements are needed. LOS F operating conditions are typically unacceptable, and improvements are needed in the form of traffic control, geometric changes or a combination of both. LOS for signalized, unsignalized, and roundabout intersections are identified by the average control delay experienced by vehicles in seconds/vehicle. LOS for signalized intersections is determined for each traffic movement and the total intersection. The range of seconds of delay defining level of service is different for signalized and unsignalized intersections, so the LOS results should not be compared to one another. Detailed levels of service results for the study signalized and unsignalized intersections are included in Appendix C2. C.7.2. Existing and No Build Levels of Service Existing and No Build scenario levels of service results for roadway segments within the study area are provided in Exhibit C7.2.1. These values are determined using forecasted traffic data from Exhibit C3.5.1 above. Exhibit C7.2.1 Segment LOS Summary (Existing and No Build) Segment Existing ETC ETC+10 ETC+20 Route 13 (0.23 mi from Franklin St to Connector Rd) C (C) C (D) C (D) D (D) (0.6 mi from Hanover Square to E Street) B (B) C (D) C (C) C (E) North Main Street (0.3 mi from Hanover Square to 6 th Street) B (C) B (C) B (C) B (C) Wygant Road (0.17 mi from NYS Route 14 to A Street) B (C) B (D) B (D) C (D) Note: AM (PM) The segment operations during the peak hours for the Existing and No Build scenarios are projected to operate acceptably from LOS A to D through the design year of ETC+20 with the exception of Old Ithaca Road during the PM peak hour during design year ETC+20, which is project to operate with LOS E. It is anticipated that the shift in traffic volume under the Build scenarios will improve the LOS E to an acceptable level of service. Detailed level of service analysis results are contained in Appendix C2. Existing and No Build scenario levels of service results for intersections within the study area are provided in Exhibit C7.2.2. The study intersections are projected to operate with acceptable levels of service ranging from LOS A to D throughout the design year with the exception of Old Ithaca and E Street, Hanover Square, and Wygant Road and A Street. A detailed level of service table consisting of individual movements and analysis results are contained in Appendix C2. C-10

February 2018 Appendix C PIN 6754.12 Exhibit C7.2.2 Intersection LOS/Average Delay Summary (No Build) Intersection Geometry/Control Type Existing ETC ETC+10 ETC+20 Route 13 & East Franklin Street 4 leg Single Lane Roundabout B (B) 11.5 (10.1) B (B) 13.1 (10.7) C (B) 17.9 (13.0) D (C) 29.5 (16.9) & E Street Old Ithaca & Ridge Road / Alex Drive Hanover Square N. Main Street & 6 th Street 3 leg C (B) 1 Stop on E Street 1 16.8 (12.1) 4 Leg 1 Stop on Ridge Road 1 1 Stop on Alex Drive 1 5 leg 1 Free on S. Main Street EBL: B (B) 11.5 (10.8) WBL: B (B) 13.6 (14.6) B (B) 13.3 (13.1) F (F) >300 (207) EBL: B (B) 13.0 (11.9) WBL: C (C) 15.9 (17.9) C (C) 15.7 (17.7) F (F) >300 (270) EBL: B (B) 13.6 (12.3) WBL: C (C) 17.4 (19.7) C (C) 17.1 (20.2) 3 leg 1 Stop on 6 th Street 1 6 th Street Closed F (F) >300 (>300) EBL: B (B) 15.7 (13.7) WBL: C (C) 21.1 (24.7) D (E) 31.7 (38.1) Wygant Road & A Street 3 leg C (B) 1 Stop on A Street 1 17.0 (13.9) C (D) 20.5 (26.4) D (D) 30.3 (31.7) E (F) 35.6 (151.2) NYS Route 14 & Wygant Road 3 leg Signalized B (C) 18.7 (21.6) B (B) 18.5 (17.8) C (B) 21.3 (19.4) C (C) 21.3 (24.1) Note: AM (PM) 1. Level of service for critical left movements (stop approach) are displayed for two-way stop control. and E Street Assuming no improvements, during the AM and PM peak hours, the overall intersection level of service is projected to operate at LOS F with significant delay throughout all the design years. A traffic signal with northbound and southbound exclusive left turn lanes (Subalternative A2) or a single lane modern roundabout (Subalternative B2) is recommended for the Build Condition to mitigate the projected traffic delays at this intersection. A traffic signal warrant analysis was prepared to determine if a signal installation is justified at the intersection of and E Street under the No Build and Build scenarios since this intersection experiences unacceptable levels of service. The Old Ithaca Road and E Street intersection meets three of the nine warrants under both No Build and Build scenarios, therefore, a signalized intersection is justified. The signal warrant analysis was prepared in accordance with the FHWA Manual on Uniform Traffic Control Devices 2009, 2nd Edition, Chapter 4C and is contained in Appendix C2 Hanover Square During the PM peak hour of the No Build ETC+20 condition, Hanover Square is projected to operate at an overall LOS E. It is expected that during the Build Condition a significant traffic volume will shift from this intersection to the proposed connector road thus reducing delay and no mitigation would be necessary at this intersection. Wygant Road and A Street Without improvements, during the AM and PM peak hours, the overall intersection level of service is projected to operate at LOS E and F, respectively, at the No Build ETC+20 design year. It is expected that during the Build Condition significant traffic volume will shift from this intersection to the proposed connector road thus reducing delay and no mitigation would be necessary. C.7.3. Build Levels of Service Build scenario levels of service results for roadway segments within the study area are provided in Exhibit C7.3.1. These values are determined using forecasted traffic data from Exhibit C3.5.2. All roadway segments are anticipated to operate acceptable with level of service of D or better throughout the design years. C-11

February 2018 Appendix C PIN 6754.12 Exhibit C7.3.1 Segment LOS Summary (Build) Segment ETC ETC+10 ETC+20 ETC+30 1 Connector Road (Between Route 13 & ) C (C) C (C) C (C) C (C) Route 13 (0.4 mi. North of Franklin Street) D (D) D (D) D (D) -------- (North of East Franklin Street) B (D) B (D) B (D) -------- North Main Street (Between & E Street) B (D) B (D) B (D) -------- Wygant Road (Between 5 th Street & Schlumberger) B (D) B (D) C (D) -------- Note: AM (PM) 1. Build ETC+30 is shown for connector road bridge design year analysis only. Build scenario levels of service results for intersections within the study area are provided in Exhibit C7.3.2 below. The study intersections and proposed intersections under Alternative 2 and Subalternatives A2 & B2 are projected to operate with acceptable levels of service ranging from LOS A to D throughout the design year with the exception of Route 13 and Franklin Street and Wygant Road and A Street. A detailed level of service table consisting of individual movements is provided in Appendix C2. Exhibit C7.3.2 Intersection LOS/ Average Delay Summary (Build) Intersection Geometry/Control Type ETC ETC+10 ETC+20 Route 13 & E. Franklin St. Route 13 & Connector Rd. Old Ithaca & E Street / Connector Rd. Old Ithaca & Ridge Road / Alex Drive Hanover Square N. Main St. & 6 th St. NYS Route 14 & Wygant Road Wygant Rd. & A St. Route 13 & Old Ithaca Rd. 4 Leg Single Lane Roundabout Alternative 2 3 Leg Single Lane Roundabout Subalternative A2 4 Leg Signalized Subalternative B2 4 Leg single lane Roundabout 4 Leg 1 Stop on Ridge Road 1 1 Stop on Alex Drive 1 5 Leg 1 Free on Main St. NB C-12 C (C) 21.3 (18.8) B (A) 10.9 (9.6) B (B) 17.6 (17.6) B (A) 10.6 (9.0) EBL: B (B) 13.0 (12.0) WBL: C (C) 16.0 (18.5) B (B) 14.7 (14.5) 3 Leg B (B) 1 Stop on 6 th Street 1 11.5 (13.7) 3 Leg Signalized 3 Leg 1 Stop on A Street 4 Leg Single Lane Roundabout B (B) 19.0 (16.6) C (C) 19 (19.9) D (D) 33.8 (27.0) B (B) 13.7 (10.7) B (B) 18.8 (18.8) B (A) 12.0 (9.8) EBL: B (B) 13.7 (12.4) WBL: C (C) 17.6 (20.7) C (C) 16.4 (15.8) B (B) 11.8 (14.3) C (B) 20.2 (18.0) C (C) 21.1 (22.4) - - F (F) 67.3 (59.0) D 2 (C) 28.1 (15.2) C 3 (C) 31.7 (32.2) D 4 (C) 30.0 (17.0) EBL: C (B) 16.5 (13.9) WBL: C (C) 22.8 (25.4) C (C) 19.5 (20.3) B (C) 13.2 (18.6) C (C) 21.8 (21.8) D (E) 5 31.2 (49.4) C (D) 22.4 (27.3) Note: AM (PM) 1. Level of service for critical left movements (stop approach) are displayed for two-way stop control. 2. Southbound approach operates at LOS E with 48.1 seconds of delay.

February 2018 Appendix C PIN 6754.12 3. Northbound left turn operates at LOS E with 71.3 seconds of delay. 4. Southbound approach operates at LOS F with 58.3 seconds of delay. 5. SimTraffic predicts 18 seconds of delay (LOS C) and a 95 th percentile queue of 140 ft. NYS Route 13 and Franklin Street During the AM and PM peak hours of the Build ETC+20 condition, the overall intersection level of service is projected to operate at LOS F with delay of 67 seconds and 59 seconds, respectively. Since this intersection is not within the construction limits of this project it is recommended that this intersection be monitored throughout the ETC+20 design year. At some point, it may be recommended to install pocket northbound and southbound right turn lanes in order to mitigate delays. NYS Route 13 and Connector Road According to the detailed level of service table contained in Appendix C2, the southbound approach of the AM Build ETC+20 Roundabout condition is projected to operate at LOS E with 48 seconds of delay. It is recommended that this intersection be monitored throughout the ETC+20 design year and Connector Road According to the detailed level of service table contained in Appendix C2, the northbound left turn movement of the AM Build ETC+20 signalized condition operates at LOS E with 71.3 seconds of delay. Additionally, the southbound approach of the AM Build ETC+20 Roundabout condition is projected to operate at LOS E with 58 seconds of delay. It is recommended that this intersection be monitored throughout the ETC+20 design year for both alternatives. Possible mitigation could include a separate left turn phase for Subalternative A2 (Signal) and the installation of a pocket southbound right turn lane for Subalternative B2 (Roundabout) to mitigate these delays. NYS Route 14 and Wygant Road As it exists today, the westbound approach includes a right turn overlap and right turning vehicles were observed developing an improvised right turn lane by using the shoulder. For this traffic analysis, the westbound approach was modeled with an exclusive right turn lane to correctly demonstrate field conditions. Modeling the westbound approach without the exclusive right turn lane results in levels of service that range from LOS E to LOS F with extensive vehicle delay for all design year scenarios. It is recommended that an exclusive right turn lane of approximately 150 be installed on the westbound approach to appropriately accommodate motorists turning right onto NYS Route 14 north. This would improve right turning vehicles from waiting for queued left turning vehicles in the westbound shared left-right lane. Wygant Road and A Street During the PM peak hour of the Build ETC+20 condition, the northbound left is projected to operate at LOS E with 49 seconds of delay. In general, the Synchro model overestimates stop sign delays for TWSC (two way stop control) intersections where the major road is a two lane highway and does not have a no center two way left turn lane. The SimTraffic model simulates traffic flow indicates/predicts less delay and better LOS as shown in the footnote of the table. Field observations have found that often times actual delays fall between that predicted by Synchro and by SimTraffic. C.8. Conclusions This traffic analysis has evaluated the existing traffic conditions of the study area and the estimated future traffic conditions and impacts of the surrounding roadway network as a result of the HOST Terminal growth and the construction of the preferred alternatives. The following results were determined from the analysis: Existing traffic information and turning movement count data was obtained for the study roads and intersections listed below: o NYS Route 13 and Franklin Street o Main Street,, and Franklin Street (Hanover Square) o and E Street o and Ridge Road o North Main Street and 6 th Street o NYS Route 14 (Watkins Road) and Wygant Road o Wygant Road and A Street C-13

February 2018 Appendix C PIN 6754.12 The Existing (2017) peak hour traffic operations at the subject intersections range from LOS A to C overall according to the software modeling analysis. Future HOST Terminal traffic was generated and distributed on to the study roadway network for No Build and Build scenarios throughout the design years. Future generated and background traffic is expected to have significant impact at the Hanover square, Old Ithaca and E Street, and Wygant and A Street intersections under the No Build scenario. Under the Build scenario, the study intersections and proposed intersections under Alternative 2 and Subalternatives A2 & B2 are projected to operate with acceptable levels of service ranging from LOS A to D throughout the design year with the exception of Route 13 and Franklin Street and Wygant Road and A Street. o It is recommended that the intersection of Route 13 and Franklin Street be monitored throughout the ETC+20 design year and mitigation provided if necessary. o At the intersection of Wygant and A Street, SimTraffic predicts acceptable delay compared to Synchro, which typically overestimates stop sign delay. The results of this traffic analysis have determined that the preferred alternative, Alternative 2, and its subalternatives, Subalternative A2 and B2, provide adequate capacity for the projected traffic volumes throughout the design year. C-14

West Palm Beach, FL (93) 103 (230) 332 139 (121) 259 (175) 360 (237) 2 (1) Wygant Rd. (322) 191 (10) 18 131 (247) 184 (324) A Street 5 (14) 0 (2) HOST TERMINAL TRIP GENERATOR (6) 3 (3) 6 (64) 109 Ridge Rd. 3 (8) 253 (167) 5 (6) N. Main St. (0) 0 (171) 191 0 (0) 0 (0) 6th Street 0 (0) 102 (235) E Street (10) 15 (31) 12 7 (7) 377 (248) (18) 40 (376) 211 (103) 50 (247) 147 (9) 14 5 (4) 0 (2) 3 (6) Alex Drive 521 (361) 2 (7) NY Route 13 7 (2) 65 (47) W. Franklin St. E. Franklin St. 14 (8) 242 (76) HANOVER SQUARE (11) 8 (75) 36 (15) 9 (407) 274 (218) 50 S. Main St. (17) 19 29 (27) 234 (153) 122 (99) 4 (2) (121) 151 (73) 73 (15) 10 (46) 36 8 (12) 17 (21) 34 (15) 11 (10) (27) 15 (100) 70 26 (40) 154 (266) (31) 14 (32) 18 107 (250) 9 (30) EXISTING TRAFFIC VOLUMES (2017) LEGEND: AM (PM) PEAK HOUR FIGURE NO. C3.1 Rochester, NY Albany, NY - SCALE: - Harrisburg, PA- Buffalo, NY NO SCALE DATE: FEBRUARY 2017 PEAK HOUR TURNING MOVEMENTS N.Y.S. ROUTE 13 CONNECTOR ROAD CHEMUNG COUNTY

West Palm Beach, FL (8%) 12% 6% (10%) 10% (15%) 3% (3%) Wygant Rd. (28%) 27% 15% (20%) A Street 0% (3%) 16% (25%) HOST TERMINAL TRIP GENERATOR Ridge Rd. 10% (19%) N. Main St. 10% (19%) (18%) 47% Alex Drive 6th Street E Street (18%) 47% (54%) 37% (50%) 60% NY Route 13 W. Franklin St. E. Franklin St. HANOVER SQUARE S. Main St. 24% (33%) 13% (21%) (14%) 19% 41% (36%) EXISTING TRIP DISTRIBUTION (2017) LEGEND: AM (PM) PEAK HOUR FIGURE NO. C5.1 Rochester, NY Albany, NY - SCALE: - Harrisburg, PA- Buffalo, NY NO SCALE DATE: FEBRUARY 2017 PEAK HOUR TURNING MOVEMENTS N.Y.S. ROUTE 13 CONNECTOR ROAD CHEMUNG COUNTY

West Palm Beach, FL (21) 71 11 (48) 18 (72) 18 (8) Wygant Rd. (74) 161 89 (53) A Street 28 (121) 0 (14) HOST TERMINAL TRIP GENERATOR Ridge Rd. 60 (50) N. Main St. 60 (50) (87) 84 Alex Drive 6th Street E Street (87) 84 (261) 66 (132) 357 NY Route 13 W. Franklin St. E. Franklin St. HANOVER SQUARE S. Main St. 43 (159) 23 (101) (37) 113 244 (95) ETC, ETC+10 NO BUILD PRIMARY TRIPS LEGEND: AM (PM) PEAK HOUR FIGURE NO. C5.2 Rochester, NY Albany, NY - SCALE: - Harrisburg, PA- Buffalo, NY NO SCALE DATE: FEBRUARY 2017 PEAK HOUR TURNING MOVEMENTS N.Y.S. ROUTE 13 CONNECTOR ROAD CHEMUNG COUNTY

West Palm Beach, FL (30) 112 15 (81) 25 (121) 28 (11) Wygant Rd. (104) 252 140 (74) A Street 40 (202) 0 (24) HOST TERMINAL TRIP GENERATOR Ridge Rd. 93 (70) N. Main St. 93 (70) (145) 119 Alex Drive 6th Street E Street (145) 119 (436) 94 (186) 560 NY Route 13 W. Franklin St. E. Franklin St. HANOVER SQUARE S. Main St. 61 (267) 33 (170) (52) 177 383 (134) ETC+20, ETC+30 NO BUILD PRIMARY TRIPS LEGEND: AM (PM) PEAK HOUR FIGURE NO. C5.3 Rochester, NY Albany, NY - SCALE: - Harrisburg, PA- Buffalo, NY NO SCALE DATE: FEBRUARY 2017 PEAK HOUR TURNING MOVEMENTS N.Y.S. ROUTE 13 CONNECTOR ROAD CHEMUNG COUNTY

West Palm Beach, FL (27%) 24% (6%) 7% 5% (6%) 10% (9%) 4% (6%) Wygant Rd. (19%) 17% 10% (13%) A Street 3% (3%) 15% (15%) HOST TERMINAL TRIP GENERATOR Ridge Rd. 17% (16%) N. Main St. (6%) 6% 5% (6%) 9% (16%) 6th Street 15% (12%) 17% (16%) E Street (10%) 18% (44%) 44% (6%) 6% (6%) 7% (10%) 18% 34% (35%) Alex Drive CONNECTOR RD 36% (35%) 4% (5%) NY Route 13 (4%) 4% (40%) 40% 5% (4%) (31%) 29% 5% (4%) W. Franklin St. E. Franklin St. HANOVER SQUARE S. Main St. 4% (3%) 2% (3%) (10%) 5% (6%) 6% (2%) 3% (2%) 2% 5% (4%) 12% (10%) PROPOSED TRIP DISTRIBUTION (2017) LEGEND: AM (PM) PEAK HOUR FIGURE NO. C5.4 Rochester, NY Albany, NY - SCALE: - Harrisburg, PA- Buffalo, NY NO SCALE DATE: FEBRUARY 2017 PEAK HOUR TURNING MOVEMENTS N.Y.S. ROUTE 13 CONNECTOR ROAD CHEMUNG COUNTY

West Palm Beach, FL (71) 143 (16) 42 9 (29) 18 (43) 24 (16) Wygant Rd. (50) 101 60 (34) A Street 27 (72) 5 (14) HOST TERMINAL TRIP GENERATOR Ridge Rd. 101 (42) N. Main St. (16) 36 9 (29) 16 (77) 6th Street 89 (32) 101 (42) E Street (48) 32 (213) 78 (29) 11 (16) 42 (48) 32 202 (92) Alex Drive CONNECTOR RD 64 (169) 7 (24) NY Route 13 (19) 7 (193) 71 30 (11) (82) 173 30 (11) W. Franklin St. E. Franklin St. HANOVER SQUARE S. Main St. 7 (14) 4 (14) (48) 9 (29) 11 (5) 18 (5) 12 30 (11) 71 (26) ETC, ETC+10 BUILD PRIMARY TRIPS LEGEND: AM (PM) PEAK HOUR FIGURE NO. C5.5 Rochester, NY Albany, NY - SCALE: - Harrisburg, PA- Buffalo, NY NO SCALE DATE: FEBRUARY 2017 PEAK HOUR TURNING MOVEMENTS N.Y.S. ROUTE 13 CONNECTOR ROAD CHEMUNG COUNTY

West Palm Beach, FL (100) 224 (22) 65 13 (48) 25 (73) 37 (22) Wygant Rd. (70) 159 93 (48) A Street 38 (121) 8 (24) HOST TERMINAL TRIP GENERATOR Ridge Rd. 159 (59) N. Main St. (22) 56 13 (48) 23 (129) 6th Street 140 (45) 159 (59) E Street (81) 46 (356) 111 (48) 15 (22) 65 (81) 46 318 (130) Alex Drive CONNECTOR RD 91 (283) 10 (40) NY Route 13 (32) 10 (323) 101 47 (15) (115) 271 47 (15) W. Franklin St. E. Franklin St. HANOVER SQUARE S. Main St. 10 (24) 5 (24) (81) 13 (48) 15 (7) 28 (7) 19 47 (15) 112 (37) ETC+20, ETC+30 BUILD PRIMARY TRIPS LEGEND: AM (PM) PEAK HOUR FIGURE NO. C5.6 Rochester, NY Albany, NY - SCALE: - Harrisburg, PA- Buffalo, NY NO SCALE DATE: FEBRUARY 2017 PEAK HOUR TURNING MOVEMENTS N.Y.S. ROUTE 13 CONNECTOR ROAD CHEMUNG COUNTY

West Palm Beach, FL (+30%) +30% Wygant Rd. A Street HOST TERMINAL TRIP GENERATOR (-10%) -10% Ridge Rd. -25% (-25%) N. Main St. 6th Street E Street -35% (-35%) +35% (+35%) (-10%) -10% (+10%) +10% (+20%) +20% +30% (+30%) +10% (+10%) (+10%) +10% Alex Drive CONNECTOR RD +35% (+35%) NY Route 13 (+10%) +10% (+35%) +35% +10% (+10%) -10% (-10%) (+30%) +30% W. Franklin St. E. Franklin St. HANOVER SQUARE S. Main St. -35% (-35%) -30% (-30%) PROPOSED BUILD TRIP DIVERSION LEGEND: AM (PM) PEAK HOUR FIGURE NO. C5.7 Rochester, NY Albany, NY - SCALE: - Harrisburg, PA- Buffalo, NY NO SCALE DATE: FEBRUARY 2017 PEAK HOUR TURNING MOVEMENTS N.Y.S. ROUTE 13 CONNECTOR ROAD CHEMUNG COUNTY

West Palm Beach, FL (+80) +47 Wygant Rd. A Street HOST TERMINAL TRIP GENERATOR (-10) -13 Ridge Rd. -30 (-25) N. Main St. 6th Street E Street -43 (-35) +43 (+35) (-38) -22 (+38) +22 (+27) +16 (+53) +31 +47 (+80) +54 (+38) Alex Drive CONNECTOR RD +43 (+35) NY Route 13 (+38) +22 (+35) +43 +54 (+38) -54 (-38) (+80) +47 W. Franklin St. E. Franklin St. HANOVER SQUARE S. Main St. -43 (-35) -47 (-80) PROPOSED BUILD DIVERTED TRIPS LEGEND: AM (PM) PEAK HOUR FIGURE NO. C5.8 Rochester, NY Albany, NY - SCALE: - Harrisburg, PA- Buffalo, NY NO SCALE DATE: FEBRUARY 2017 PEAK HOUR TURNING MOVEMENTS N.Y.S. ROUTE 13 CONNECTOR ROAD CHEMUNG COUNTY

West Palm Beach, FL (117) 178 (237) 343 155 (173) 285 (253) 371 (245) 21 (10) Wygant Rd. (332) 197 (85) 180 224 (308) 190 (334) A Street 0 (17) 34 (136) HOST TERMINAL TRIP GENERATOR (7) 4 (4) 7 (66) 113 Ridge Rd. 4 (9) 321 (223) 6 (7) N. Main St. (0) 0 (177) 197 0 (0) 0 (0) 6th Street 0 (0) 106 (243) E Street (98) 100 (293) 79 68 (58) 389 (256) (151) 399 (388) 218 (107) 52 (10) 15 (342) 236 6 (5) 0 (3) 4 (7) Alex Drive 15 (9) 537 (372) 3 (8) NY Route 13 W. Franklin St. E. Franklin St. 8 (3) 67 (49) 250 (79) HANOVER SQUARE S. Main St. (12) 9 (78) 38 (18) 20 (16) 10 (420) 283 (225) 52 30 (28) 285 (317) 149 (203) 5 (3) (48) 38 (16) 11 (125) 156 (76) 76 9 (13) 18 (22) 36 (16) 12 (11) (28) 16 (141) 186 (32) 15 (33) 19 27 (42) 403 (370) 111 (258) 10 (31) NO BUILD ETC (2020) TRAFFIC VOLUMES LEGEND: AM (PM) PEAK HOUR FIGURE NO. C6.1 Rochester, NY Albany, NY - SCALE: - Harrisburg, PA- Buffalo, NY NO SCALE DATE: FEBRUARY 2017 PEAK HOUR TURNING MOVEMENTS N.Y.S. ROUTE 13 CONNECTOR ROAD CHEMUNG COUNTY

West Palm Beach, FL (127) 189 (262) 378 170 (186) 313 (272) 410 (270) 21 (10) Wygant Rd. (367) 218 (86) 182 239 (335) 210 (369) A Street 34 (137) 0 (17) HOST TERMINAL TRIP GENERATOR (7) 4 (4) 7 (73) 125 Ridge Rd. 4 (10) 348 (241) 6 (7) N. Main St. (0) 0 (195) 218 0 (0) 0 (0) 6th Street 0 (0) 117 (268) E Street (99) 102 (297) 80 68 (58) 430 (283) (153) 403 (428) 241 (118) 57 (11) 16 (369) 252 6 (5) 0 (3) 4 (7) Alex Drive 16 (10) 593 (411) 3 (8) NY Route 13 W. Franklin St. E. Franklin St. 8 (3) 74 (54) 276 (87) HANOVER SQUARE S. Main St. (13) 10 (86) 41 (20) 22 (18) 11 (464) 312 (249) 57 (53) 41 34 (31) 310 (334) 162 (214) 5 (3) (18) 12 (138) 172 (84) 84 10 (14) 20 (24) 39 (18) 13 (12) (31) 18 (151) 193 (36) 16 (37) 21 30 (46) 420 (398) 122 (285) 11 (35) NO BUILD ETC+10 (2030) TRAFFIC VOLUMES LEGEND: AM (PM) PEAK HOUR FIGURE NO. C6.2 Rochester, NY Albany, NY - SCALE: - Harrisburg, PA- Buffalo, NY NO SCALE DATE: FEBRUARY 2017 PEAK HOUR TURNING MOVEMENTS N.Y.S. ROUTE 13 CONNECTOR ROAD CHEMUNG COUNTY

West Palm Beach, FL (147) 242 (290) 418 190 (234) 351 (342) 453 (298) 31 (13) Wygant Rd. (405) 241 (117) 275 305 (385) 232 (408) A Street 47 (220) 0 (27) HOST TERMINAL TRIP GENERATOR (8) 4 (4) 8 (81) 138 Ridge Rd. 4 (11) 412 (280) 7 (8) N. Main St. (0) 0 (215) 241 0 (0) 0 (0) 6th Street 0 (0) 129 (296) E Street (158) 138 (475) 110 102 (79) 474 (312) (209) 611 (473) 266 (130) 63 (12) 18 (456) 304 7 (6) 0 (3) 4 (8) Alex Drive 18 (11) 655 (454) 3 (9) NY Route 13 W. Franklin St. E. Franklin St. 9 (3) 82 (60) 305 (96) HANOVER SQUARE S. Main St. (14) 11 (95) 46 (22) 24 (19) 12 (512) 345 (275) 63 37 (34) 356 (460) 187 (295) 6 (3) (58) 46 (19) 13 (153) 190 (92) 92 11 (16) 22 (27) 43 (19) 14 (13) (34) 19 (178) 266 (39) 18 (41) 23 33 (51) 577 (469) 135 (315) 12 (38) NO BUILD ETC+20 (2040) TRAFFIC VOLUMES LEGEND: AM (PM) PEAK HOUR FIGURE NO. C6.3 Rochester, NY Albany, NY - SCALE: - Harrisburg, PA- Buffalo, NY NO SCALE DATE: FEBRUARY 2017 PEAK HOUR TURNING MOVEMENTS N.Y.S. ROUTE 13 CONNECTOR ROAD CHEMUNG COUNTY

West Palm Beach, FL (112) 149 (237) 343 153 (154) 285 (224) 371 (245) 27 (18) Wygant Rd. (332) 197 (61) 120 195 (289) 190 (334) A Street 33 (87) 5 (17) HOST TERMINAL TRIP GENERATOR (7) 4 (4) 7 (56) 99 Ridge Rd. 4 (9) 331 (189) 6 (7) N. Main St. (16) 36 (177) 197 9 (29) 16 (77) 6th Street 89 (32) 106 (243) E Street (59) 48 (213) 78 (61) 24 109 (50) 345 (220) 45 (37) (35) 84 (349) 195 (40) 23 (358) 216 (10) 15 (134) 68 49 (83) 202 (92) 56 (40) 6 (5) 0 (3) 4 (7) Alex Drive CONNECTOR RD 15 (9) 646 (577) 10 (32) NY Route 13 (59) 30 (230) 116 86 (51) 498 (349) (165) 222 (433) 298 W. Franklin St. E. Franklin St. 38 (14) 67 (49) 250 (79) HANOVER SQUARE S. Main St. (12) 9 (78) 38 (18) 20 (16) 10 (573) 474 (225) 52 (48) 38 (16) 11 (173) 165 (105) 87 30 (28) 249 (172) 86 (80) 5 (3) 9 (13) 18 (22) 36 (16) 12 (11) (33) 34 (109) 85 (32) 15 (33) 19 27 (42) 141 (203) 182 (284) 10 (31) BUILD ETC (2020) TRAFFIC VOLUMES LEGEND: AM (PM) PEAK HOUR FIGURE NO. C6.4 Rochester, NY Albany, NY - SCALE: - Harrisburg, PA- Buffalo, NY NO SCALE DATE: FEBRUARY 2017 PEAK HOUR TURNING MOVEMENTS N.Y.S. ROUTE 13 CONNECTOR ROAD CHEMUNG COUNTY

West Palm Beach, FL (122) 160 (262) 378 168 (167) 313 (243) 410 (270) 27 (18) Wygant Rd. (367) 218 (62) 122 210 (316) 210 (369) A Street 33 (88) 5 (17) HOST TERMINAL TRIP GENERATOR (7) 4 (4) 7 (62) 110 Ridge Rd. 4 (10) 355 (204) 6 (7) N. Main St. (16) 36 (195) 218 9 (29) 16 (77) 6th Street 89 (32) 117 (268) E Street (60) 50 (213) 78 (65) 25 109 (50) 381 (243) 49 (40) (37) 88 (385) 216 (44) 26 (148) 76 (390) 235 (11) 16 54 (92) 202 (92) 62 (44) 6 (5) 0 (3) 4 (7) Alex Drive CONNECTOR RD 16 (10) 706 (620) 10 (32) NY Route 13 (63) 33 (233) 120 92 (55) 550 (385) (174) 227 (478) 329 W. Franklin St. E. Franklin St. 38 (14) 74 (54) 276 (87) HANOVER SQUARE S. Main St. (13) 10 (86) 41 (20) 22 (18) 11 (626) 509 (249) 57 (53) 41 (18) 12 (186) 181 (113) 95 34 (31) 274 (189) 94 (87) 5 (3) 10 (14) 20 (24) 39 (18) 13 (12) (36) 36 (119) 92 (36) 16 (37) 21 30 (46) 152 (223) 193 (311) 11 (35) BUILD ETC+10 (2030) TRAFFIC VOLUMES LEGEND: AM (PM) PEAK HOUR FIGURE NO. C6.5 Rochester, NY Albany, NY - SCALE: - Harrisburg, PA- Buffalo, NY NO SCALE DATE: FEBRUARY 2017 PEAK HOUR TURNING MOVEMENTS N.Y.S. ROUTE 13 CONNECTOR ROAD CHEMUNG COUNTY

West Palm Beach, FL (139) 195 (290) 418 188 (201) 351 (294) 453 (298) 40 (24) Wygant Rd. (405) 241 (83) 182 258 (359) 232 (408) A Street 45 (139) 8 (27) HOST TERMINAL TRIP GENERATOR (8) 4 (4) 8 (68) 121 Ridge Rd. 4 (11) 440 (238) 7 (8) N. Main St. (22) 56 (215) 241 13 (48) 23 (129) 6th Street 140 (45) 129 (296) E Street (94) 65 (356) 111 (87) 31 168 (68) 420 (268) 55 (45) (45) 116 (425) 238 (48) 28 (164) 83 (459) 270 (12) 18 60 (101) 318 (130) 68 (48) 7 (6) 0 (3) 4 (8) Alex Drive CONNECTOR RD 18 (11) 801 (781) 13 (49) NY Route 13 (80) 38 (368) 156 115 (63) 608 (425) (216) 331 (529) 364 W. Franklin St. E. Franklin St. 56 (18) 82 (60) 305 (96) HANOVER SQUARE S. Main St. (14) 11 (95) 46 (22) 24 (19) 12 (713) 628 (275) 63 (58) 46 (19) 13 (234) 203 37 (34) 305 (217) 105 (105) 6 (3) (140) 107 11 (16) 22 (27) 43 (19) 14 (13) (41) 47 (133) 108 (39) 18 (41) 23 33 (51) 182 (249) 247 (352) 12 (38) BUILD ETC+20 (2040) TRAFFIC VOLUMES LEGEND: AM (PM) PEAK HOUR FIGURE NO. C6.6 Rochester, NY Albany, NY - SCALE: - Harrisburg, PA- Buffalo, NY NO SCALE DATE: FEBRUARY 2017 PEAK HOUR TURNING MOVEMENTS N.Y.S. ROUTE 13 CONNECTOR ROAD CHEMUNG COUNTY