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HomeMy WebLinkAbout20230773 182 Excelsior Site Plan Trip Generation1533 Crescent Road Clifton Park, NY 12065 Phone: 518.371.0799 mjelspc@mjels.com mjels.com New York, NY • Long Island, NY • Sewell, NJ • Fishkill, NY September 6, 2023 Revised November 28, 2023 Green Springs Capital Group, LLC c/o Brian Green PO Box 3207 Saratoga Springs, NY 12866 RE: 182 Excelsior Avenue Apartments City of Saratoga Springs MJ Project No. 1583 Dear Mr. Green, M.J. Engineering and Land Surveying, P.C. (MJ) has conducted a trip generation assessment for the proposed Excelsior Avenue apartment development located at 182 Excelsior Avenue in the City of Saratoga Springs. This project involves the subdivision and redevelopment of an existing parcel, deeding a total of 2.49 acres of land, that contains an existing main house with 6 apartment units and a carriage house with 4 units. The development would include relocating the existing main and carriage house onto its own parcel and redeveloping them into a total of six (6) condominiums and on a separate parcel the construction of four (4) 3,623 square foot three-story apartments with nine (9) units in each, resulting in 36 total units. Existing Conditions Pedestrian Accommodations There are a total of three (3) pedestrian crossings that front the project site. There are two (2) crossings on Excelsior Avenue, one at the intersection with Excelsior Spring Avenue and another at Veterans Way. These crossings provide access to the newly constructed Greenbelt Trail. The other crossing is located on Excelsior Spring Avenue heading west along Excelsior Avenue. There is signage that meets NYSDOT standards at each crossing location. There are also sidewalks along Excelsior Spring Avenue heading south to the Spring Run trail entrance. Roadway Segments Table 1 summarizes the functional classification, roadway cross-section, posted speed limit, and Average Annual Daily Traffic (AADT) volume for the key study area roadways. The AADT data included is based on the latest available data published by the New York State Department of Transportation (NYSDOT). See the location map in Appendix B. Green Springs Capital Group, LLC 182 Excelsior Avenue Apartments November 28, 2023 Page 2 of 6 TABLE 1 – STUDY AREA ROADWAYS Location Urban Functional Class Existing Configuration Posted Speed AADT 1 Excelsior Avenue Marion Avenue to Ormandy Lane Urban Local 2, 12 ft lanes 30 mph 3,650 (2019) Excelsior Avenue High Rock Avenue to Marion Avenue Urban Major Collector 2, 12 ft lanes 30 mph 7,871 (2019) Excelsior Spring Avenue Urban Local 2, 11 ft lanes 30 mph 1,785 (2019) Veterans Way Urban Local 2, 11-12 ft lanes 30 mph N/A 2 Marion Avenue Urban Major Collector 2, 12-14 ft lanes 30 mph 7,167 (2019) 1. Most recent Annual Average Daily Traffic (AADT) volume expressed in vehicles per day. 2. There is no available traffic data from NYSDOT for Veterans Way. Excelsior Avenue Excelsior Avenue is classified as an Urban Local Road providing east-west travel connecting Maple Avenue and High Rock Avenue leading to the downtown area of Saratoga Springs and to the east Excelsior Avenue terminates at Excelsior Park Apartments. Excelsior Avenue is a two-lane roadway with 12-foot-wide travel lanes in each direction without paved shoulders. The posted speed limit on Excelsior Avenue is 30 mph. There are sidewalks running along the majority of the north side of the roadway terminating approximately 1,000 feet from the Excelsior Avenue and Marion Avenue intersection. There are sidewalks along the south side of the roadway beginning at the Marion Avenue intersection and terminating 550 feet west of Excelsior Spring Avenue. Excelsior Spring Avenue Excelsior Spring Avenue is classified as an Urban Local Road providing north-south travel connecting Excelsior Avenue and Lake Avenue (NY 29). Excelsior Spring Avenue is a two-lane roadway with 11-foot-wide travel lanes in each direction with paved shoulders varying in width from 2 to 6 feet. The posted speed limit on Excelsior Spring Avenue is 30 mph. There are sidewalks running along the east side of the roadway. Veterans Way Veterans Way is classified as an Urban Local Road providing north-south travel between Excelsior Avenue and NY Route 50 for approximately 700 feet. Veterans Way is a two -lane roadway with 11-foot to 12-foot-wide travel lanes without paved shoulders. The posted speed limit on Veterans Way is 30 mph. There are sidewalks running along the west side of the roadway. Marion Avenue Marion Avenue is classified as a Major Collector providing north-south travel between Excelsior Avenue and NY Route 50 for approximately 550 feet. Marion Avenue is a two-lane roadway with travel lane widths varying from 11 to 14 feet without paved shoulders. The posted speed limit on Marion Avenue is 30 mph. There are sidewalks running along the west side of the roadway. Green Springs Capital Group, LLC 182 Excelsior Avenue Apartments November 28, 2023 Page 3 of 6 Intersections Table 2 summarizes the intersections within the study area. TABLE 2 – STUDY AREA INTERSECTIONS Description Type Excelsior Avenue / Excelsior Spring Avenue Unsignalized Intersection Excelsior Avenue / Veterans Way Unsignalized Intersection Excelsior Avenue / Marion Avenue Unsignalized Intersection Marion Avenue / NY Route 50 Signalized Intersection Veterans Way / NY Route 50 Signalized Intersection Excelsior Avenue / Excelsior Spring Avenue Excelsior Avenue / Excelsior Spring Avenue is a four-leg unsignalized intersection with stop control along the northbound Excelsior Spring Avenue approach and the Loughberry Road South southbound approach. All approaches to the intersection provide a single lane serving left/through/right movements. There are sidewalks located along the north side of the intersection and there are no marked crosswalks at the intersection. Excelsior Avenue / Veterans Way Excelsior Avenue / Veterans Way is a four-leg unsignalized intersection with stop control along all approaches to the intersection. All approaches to the intersection provide a single lane with left/through/right movement being permitted. There are sidewalks at the northwest and southeast corners of the intersection with no marked crosswalks. Excelsior Avenue / Marion Avenue Excelsior Avenue / Marion Avenue is a four-leg unsignalized intersection with stop control along all approaches to the intersection. All approaches to the intersection provide a single lane with left/through/right movements being permitted. There are sidewalks along all corners of the intersection with marked crosswalks along the eastbound, southbound, and westbound approaches. US Route 9 / Marion Avenue / NY Route 50 Marion Avenue / NY Route 50 is a four-leg signalized intersection. All approaches to the intersection contain three travel lanes, a left-turn, through and a right-turn lane. On NY Route 50, the right lane is for shared through/right- turn. There are sidewalks located at the northwest corner of the intersection as well as the southwest corner running down Marion Avenue with a short sidewalk at the northeast corner. There are pedestrian signals and marked crosswalks along the westbound and southbound approaches. Veterans Way / NY Route 50 / Gick Road Veterans Way / NY Route 50 is a four-leg signalized intersection. The eastbound and westbound approaches to the intersection contain three travel lanes, a left-turn, through and a shared through/right-turn lane. The northbound and southbound approaches contain a single travel lane for shared left/through/right movements. There are sidewalks located at the northwest and southwest corner of the intersection running down Veterans Way. There are pedestrian signals and a marked crosswalk along the eastbound approach. Green Springs Capital Group, LLC 182 Excelsior Avenue Apartments November 28, 2023 Page 4 of 6 Trip Generation Trip generation determines the quantity of traffic expected to exit and enter from the project site. To estimate the number of trips associated with the proposed zoning, the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 11th Edition was utilized. The number of vehicle trips generated was based on the following ITE Land Use Code (LUC): 220 Multi-Family Housing (Low Rise). Table 3 summarizes the trip generation for the AM and PM peak hours. TABLE 3 – OVERALL TRIP GENERATION Land Use Units AM Peak Hour PM Peak Hour Enter Exit Total Enter Exit Total LUC 220 Multifamily Housing – New Units 36 4 13 17 15 7 22 LUC 220 Multifamily Housing – New Units 6 1 1 2 2 1 3 Proposed Trips Sub-Total 42 5 14 19 17 8 25 LUC 220 Multifamily Housing – Existing Units 10 1 3 4 3 2 5 Total New Trips - 4 11 15 14 6 20 As shown in Table 3, the new development is expected to generate 15 new vehicle trips in the AM peak hour (four (4) entering and 11 exiting) and 20 new vehicle trips in the PM peak hour (14 entering and six (6) exiting). Trip Distribution and Assignment Based on existing historical traffic data, potential commuter routes, and destinations for vehicular traffic, a directional distribution was developed for the proposed sites new trips. Figure 1 in Appendix B illustrates the trip distribution and assignment through the study area network. Outside of the site driveway, the most trips anticipated on any single approach to an intersection is seven (7) vehicles on the westbound approach to the NY Route 50 intersection with Veterans Way and Gick Road and the southbound approach to the intersection of Excelsior Avenue with Veterans Way. Proposed Pedestrian Accommodations The proposed project will provide connectivity to the existing sidewalk and trail system s along Excelsior Avenue and Excelsior Spring Avenue. Sidewalks will be provided internally to each of the condominium and apartment entrances. Also, these sidewalks will connect to the existing sidewalks along both Excelsior Avenue and Excelsior Spring Avenue. These connections will allow residents to safely access by either foot or bicycle the Greenbelt Trail, the Spring Run Trail or travel along Excelsior Avenue (west and east). Bike racks will be provided within the project site to accommodate storage for the residents. Green Springs Capital Group, LLC 182 Excelsior Avenue Apartments November 28, 2023 Page 5 of 6 Conclusions The proposed project for 182 Excelsior Avenue Apartments includes relocating the existing main and carriage house onto its own parcel and redeveloping them into a total of six (6) condominiums and on a separate parcel the construction of four (4) 3,623 square foot three-story apartments with nine (9) units in each, resulting in 42 total units. The proposed project is expected to generate 15 new vehicle trips for the AM peak hour and 20 new vehicle trips for the PM peak hour. A previous traffic impact study was conducted by GPI Engineering for the Excelsior Park Apartments project in October of 2020. The study is attached in this letter in Appendix C. The traffic study was completed to analyze the local traffic impacts caused by the new vehicle trips generated from 105 apartments, 18 townhomes, commercial space, and a 60-room hotel. Traffic count data was taken for five intersections adjacent to the project site including: • Excelsior Avenue / East Avenue • Excelsior Avenue / Marion Avenue • Excelsior Avenue / Excelsior Spring Avenue • Excelsior Avenue / Veterans Way • NY Route 50 / Veterans Way Summarized in Table 4 is a comparison between the number of new proposed trips being added to the roadway network with the total traffic volume for each intersection collected for the 2020 GPI study. TABLE 4 – PROPOSED TRIP PERCENTAGE COMPARISON Intersection AM Peak Hour PM Peak Hour New Trips Intersection volume % New Trips Intersection volume % Excelsior Avenue / Marion Avenue 5 678 0.7% 7 1,047 0.7% Excelsior Avenue / Excelsior Spring Avenue 13 431 3.0% 18 607 3.0% Excelsior Avenue / Veterans Way 8 395 2.0% 11 585 1.9% NY Route 50 / Veterans Way 8 2,189 0.3% 11 2,853 0.4% As shown in Table 4 the highest percentage of vehicles being added into an intersection in the study area is 3.0% for the AM peak hour and 3.0% for the PM peak hour. Traffic volumes historically fluctuate 10% from day to day during commuter peak hours. The highest percentage of vehicles being added into any intersection is 3.0%, which is approximately 1/3 of the daily fluctuation, and caused little to no traffic impact. A capacity analysis was conducted as part of the Excelsior Park study for the existing conditions (2020), No-Build (2030), and Build (2030) scenarios. See the attached study for the level of service (LOS) summaries for the study Green Springs Capital Group, LLC 182 Excelsior Avenue Apartments November 28, 2023 Page 6 of 6 intersections. All approaches to the five (5) study intersections are projected to operate at LOS D or better except the westbound left-turn lane at the NY Route 50 / Veterans Way / Gick Road intersection and the eastbound approach to the Excelsior Avenue and Marion Avenue intersection. The mitigation for these intersections was proposed to be an extension of the left-turn lane on NY Route 50 westbound and installation of a traffic signal at the Marion Avenue intersection. These mitigation measures proposed under the Excelsior Park Apartments project will accommodate the new trips generated by the 182 Excelsior Avenue Apartments. Based on the low number of trips generated from the 182 Excelsior Avenue Apartments (15 AM trips and 20 PM trips) project, the distribution of those trips throughout the network of intersections, and a review of the capacity analysis from the Excelsior Park Apartments project, it is concluded that the proposed development will have little to no impact on the operating conditions at adjacent intersections. Please reach out to Chad Schneider at cschneider@mjels.com should you have any questions. Sincerely, Chad W. Schneider, P.E., PTOE Senior Traffic Engineer M.J. Engineering and Land Surveying, P.C. Trip Generation, 182 Excelsior Saratoga Springs, Saratoga County, NY Appendix A Location Map PROPOSED SITE KEY INTERSECTIONS M.J. Engineering and Land Surveying, P.C. Trip Generation, 182 Excelsior Saratoga Springs, Saratoga County, NY Appendix B Trip Figures M.J. Engineering and Land Surveying, P.C. Trip Generation, 182 Excelsior Saratoga Springs, Saratoga County, NY Appendix C Excelsior Park Apartments Report GPI Engineering I Design I Planning I Construction Management Traffic Impact Study October 2020 EXCELSIOR PARK • Saratoga Springs, New York OWNER: Witt Construction 563 N. Broadway Saratoga Springs, NY 12866 7- 7,/ „ zi,„„,,..„_„---------- r NI MI n\ 4 s...*; ,. Biot#1\ 4t41\ 5 F1. d 1µrI., I ltir it ' Ii— E rt' Ili FL:KI .] _.....•. ms ' I: r- .-,.a w1U1 Iti OS 1 MENEM M!I r1 SIN—wr c IIW:N WV EP I :- I .._ tl- l aVf".".' r.: I I p r r Mr SETCWIPCUES A I 2 1 l N A. IAr I r. P.AJNI,r r.-4 :14'71..'_,__—_•r }}}..l l w f—VIII w r i=. IN—:w Als s t— ill II.. tt,L ,'Ili h IJ' > rIL VI 1 1 'lir ' y,. i 6l F.20.lP 3 in•NFk1 PnVa01t; L P i- F.-,..% I r.-•eE t----J 9M€, N M.vapMi 5Y ;:Z+I r•Pr4.rr I Sacam " L ,' N' ii WARNING: The alteration of this material in any way, unless under the direction of a comparable professional, i.e. a Professional Engineer, is a violation of the New York State Education Law and/or Regulations and is a Class 'A' misdemeanor.80 Wolf Road I Suite 300, Albany, NY 12205 1518.453.9431 I gpinet.com Excelsior Park I Saratoga Springs, New York Table of Contents 1.0 Introduction 1 2.0 Site/Description / Project Area 1 3.0 2020 Existing Conditions 2 3.1 Roadway Network 2 3.2 Data Collection/Existing Traffic Volumes 3 4.0 Proposed Traffic Conditions 5 4.1 Future No-Build Traffic Volumes 5 4.2 Site Generated Traffic 5 4.3 Trip Distribution 7 4.4 Future Build Condition Traffic Volumes 7 5.0 Operating Conditions 7 5.1 Capacity Analysis Description 7 5.2 Results of Analysis 8 6.0 Special Use Permit Requirements Revisited 12 7.0 Findings and Conclusion 16 Appendices: A - Site Plan and Overview Map B - Traffic Volumes Figures C - Traffic Count Data D - Capacity and Traffic Analysis Sheets Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page I i Excelsior Park I Saratoga Springs, New York List of Tables Table 1 Trip Generation for Recent Developments (2018-2020) 4 Table 2 Trip Generation Summary for Additional Buildout 6 Table 3 External Trips or Additional Buildout 6 Table 4 Level of Service Criteria 8 Table 5 Level of Service Summary 8 Table 6 Excelsior Ave & Marion Ave — 2030 Build Condition Signalized LOS Summary 11 Table 7 NYS Route 50 & Veterans Way— 2020 Build w/ Improvements LOS Summary 12 Table 8 Special Use Permit Recommended Changes 15 Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page I ii Excelsior Park I Saratoga Springs, New York 1 .0 Introduction Excelsior Park is a multi-phased mixed-use development at the eastern end of Excelsior Avenue in the City of Saratoga Springs, New York. This development was initiated in 2002, at which time the City issued a Special Use Permit that governed the mitigation improvements required as the development grew and set trip generation thresholds were triggered. As it has been 18 years since the issuance of that permit, and actual traffic growth and patterns may have varied from the projections since that time, Greenman-Pedersen, Inc I GPI was retained by Witt Construction to evaluate current traffic operations, as well as future full-buildout traffic operations, to determine if the improvement requirements of the 2002 Special Use Permit are still applicable and if any other improvements would be necessary to address the impacts of the Excelsior Park development. This evaluation is detailed in the following traffic impact study. 2.0 Site Description/Project Area Development of the Excelsior Park site began in 2002 with the Phase 1 construction of a 100-room hotel and 30 condominiums. This was followed by Phase 2 development, which was recently completed, and included 105 apartments and 18 townhomes (four of which will also have studio apartments. Under future phases of construction, it is planned to add up to 179 additional residential units (townhomes, condominiums and apartments), commercial space (specialty shopping, office space, restaurants, etc.) and a 60-room hotel. The complete buildout concept is shown on the Proposed Master Plan shown in Appendix A. The Excelsior Park site is located at the eastern terminus of Excelsior Avenue and generally has two access points, both of which intersection with Excelsior Avenue east of the Veterans Way. The project area selected to evaluate the impacts of the current and future development of the site includes the following intersections. Excelsior Ave and East Ave Excelsior Ave and Marion Ave Excelsior Ave and Excelsior Spring Ave Excelsior Ave and Veterans Way NYS Route 50 and Veterans Way These intersections will be described in more detail in Section 3.1 of this report. See Site Location Map found in Appendix A for a depiction of the project area. Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page I 1 Excelsior Park I Saratoga Springs, New York 3.0 2020 Existing Conditions 3. 1 Roadway Network The study area for this project includes two roadways; Excelsior Ave and Veterans Way, and the five intersection listed above. A description of each is below: Excelsior Avenue This is a two-lane collector road (with some added turn lanes) that runs east-west through the project area. To the west, it connects with Maple Ave and High Rock Ave leading to the downtown area and to the east it terminates at Excelsior Park. The roadway is partially curbed and has bike lanes between East Ave and Marion Ave, but bicycles are required to share the road outside of that. The road generally consists of one 12-foot lane in each direction and no shoulders there are numerous curb cuts for driveway access along this roadway. There are sidewalks running along most of the northern side of the road, but less that half the study area length has sidewalks on the southern side of the road. The City of Saratoga Springs is currently in the design phase of a project that will add a multi use path along the north side of Excelsior Ave and complete the sidewalk network on the south side. This project is scheduled for construction in 2021. The posted speed limit on the roadway is 30 mph. Veterans Way This is a short (approximately 700 feet) roadway segment that connects Excelsior Ave and NYS Route 50. It is a two-lane roadway (1-12' lane each direction) with no shoulders and a sidewalk running along the western side of the roadway. It is posted with s 30 mph speed limit. Excelsior Ave and East Ave Intersection This 4-legged intersection has single lane approaches northbound and southbound along East Ave, but left turn lanes are included for the eastbound and westbound Excelsior Ave approaches. The intersection is controlled by a 2-phase traffic signal (east-west moves then north-south moves, no turn phases). There are pedestrian signals and crosswalks crossing the eastern and southern legs of the intersection Excelsior Ave and Marion Ave Intersection Although there is a short two-way left turn lane (TWLTL) between East Ave and this location, the road tapers down such that no turn lanes exist at this 4-legged intersection. This is likely due to the land south of the roadway being owned by national grid and possibly being a potential brownfield site, which would limit the ability to widen into that area. The northern leg of this intersection is Marion Ave, which leads to NYS Route 50. The southern leg is the driveway access to a retail store. Traffic is controlled at this location by all-way stop signs. There is a slight offset between the north and south approaches of this intersection. There are crosswalks crossing the east, west and north approaches, but there are no pedestrian signals or warning signs. Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page 1 2 Excelsior Park I Saratoga Springs, New York Excelsior Ave and Excelsior Spring Ave/Loughberry Rd South This 4-legged intersection also has only single lane approaches for each direction. The southbound approach (Loughberry Rd S) is a dead-end roadway, with very little vehicle traffic. Both the northbound and southbound approaches are stop sign controlled. The east-west Excelsior Ave approaches are both uncontrolled and do not have to stop at this intersection. Although there is a sidewalk running along the north side of the roadway at this intersection. It is disjointed crossing the roadway and no crosswalk is striped. Excelsior Ave and Veterans Way This intersection leads to the Excelsior Park location and all Excelsior Park traffic travels through it. It is a 4-legged intersection with the eastern leg leading to Excelsior Park and the southern leg providing access to the V.F.W. The northern leg is Veterans Way and leads to NY Route 50. This location is an all-way stop controlled intersection, and although there are sidewalks approaching on the southeast and northwest, there are no crosswalks at the intersection. NYS Route 50 and Veterans Way/ Gick Rd This is a busy 4-legged intersection along a major arterial (NYS Route 50), which connects Northway (1-87) Exit 15 with downtown Saratoga Springs. The northbound Veterans Way approach and southbound Gick Rd approach are both single lane, but the NYS Route 50 approaches have multiple lanes, with one left turn lane and two through lanes in each direction. Traffic at the intersection is controlled by a traffic signal. Phasing for the signal includes protected left turn movements for the NYS Route 50 approaches and a protected left turn movement on the southbound approach that activates if needed at the end of the northbound-southbound through phase with permissive left turns. This intersection is under the jurisdiction of the NY State Department of Transportation. 3.2 Data Collection/Existing Traffic Volumes Traffic count data for this study was compiled from counts taken previously for other projects. At the NYS Route 50 and Veterans Way intersection, the traffic counts were from 2015, collected for a preceding supplemental traffic analysis performed for the Excelsior Park development. Counts for the other locations were collected in 2018 as part of the Saratoga Greenbelt Downtown Connector project. These counts were taken during the periods of 7:00-9:00 AM and 3:00-6:00 PM to capture the weekday commuter peak hours, which are the hours of most congestion and are the primary concern to determining improvement necessary to mitigate development. If traffic can be accommodated during these hours, they should be accommodated for all hours of a typical weekday. See Appendix C for the traffic count worksheets. To develop the 2020 existing traffic volumes from this data, a background growth rate was determined then applied to the traffic volume data, then trip generation estimates for developments constructed within the corridor between 2018 and 2020 were added to the network. Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page 1 3 Excelsior Park I Saratoga Springs, New York To determine the background growth rate, historic traffic volume data along US Route 9 in the downtown area was examined. Based on the data, background traffic growth resulting from overall regional development is generally about 1% per year in this area. This was determined as part of the traffic analysis for the Greenbelt Downtown Connector project, and to be consistent, will be carried through for this study as well. A worksheet showing how the 1% growth was derived as part of the Greenbelt project is included in Appendix C for reference purposes. After applying the background growth to the network, a review of development occurring in the corridor since 2018 was conducted. It was determined that the following developments have been constructed and have added new trips to the roadway over the last two years: The Hamlet Phase 2 (77 Excelsior); 90 units/1,440 sf commercial Excelsior Park Phase 2 (1 of 3 buildings); 35 units (previous two Phase 2 buildings were constructed before counts were taken, this one is currently occupied, but was not at the time of the counts) Excelsior Park Phase 2A; 18 townhouses/4 studio apartments (not occupied yet but close) 9 Mile East Restaurant/Golf School (former Starks Garage); 3,285 sf restaurant/3,285 sf golf instruction facility Winery/tasting room (old Fed Ex) Using data from ITE's Trip Generation Manual, 10th Edition, vehicle trips generated by these five developments were estimated and assigned to the project intersections. Table 1 below shows the trip generation estimates that were added to the roadway. TABLE 1 TRIP GENERATION FOR RECENT DEVELOPMENT (2018-2020) AM Peak Hour PM Peak Hour ITE Development LUC* Enter Exit Total Enter Exit Total The Hamlet Phase 2 221 &820 10 23 33 27 19 46 Excelsior Park Phase 2 221 7 22 29 23 15 38 and Phase 2A 9 Mile East 930 &432 6 2 8 26 24 50 Restaurant/Golf School Winery/tasting room 925 4 1 5 18 10 28 LUC=Land Use Code(221=Mid-rise Multi-family Housing;820=Shopping Center;925=Drinking Place;930= Fast Casual Restaurant;432=Golf Driving Range) Note:Golf school is open 9am-5pm and will likely have very little peak hour traffic,but to be conservative the trips for a 3-bay driving range was included in the trip generation estimate. Distributing these trips to the project network, along with the background growth to account for other miscellaneous area developments, and the 2020 Existing Condition Peak Hour Traffic Volumes as shown on Figures 1 & 2 in Appendix B were developed. Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page 1 4 Excelsior Park I Saratoga Springs, New York 4.0 Proposed Traffic Conditions 4. 1 Future No-Build Traffic Volumes To determine the impacts of fully building out the Excelsior Park development, future traffic volumes without the development must first be analyzed to set a baseline. As the Excelsior Park project is projected to be fully complete within 10 years, 2030 was selected as the future design years for comparison purposes and 2030 No-build traffic volumes were developed. To do this, a 1% annual growth rate (as previously discussed) over 10 years was applied to the 2020 traffic volumes (a 10% increase). In addition, 28 AM peak hour trips and 40 PM peak hour trips were added to the network to account for the planned Workforce project at the old brewery site, which will likely add 76 apartments & 1,600 sf commercial space to the area. The 2030 No-build Condition Peak Hour Traffic Volumes are shown on Figures 3 & 4 in Appendix B. 4.2 Site Generated Traffic To estimate the number of peak hour vehicle trips that the proposed development is expected to generate, data contained in the Trip Generation Manual, 10th Edition, published by the Institute of Transportation Engineers (ITE) was used. This publication contains data from various case studies on many different types of land uses. For the purposes of this study, three different Land Use Codes (LUC) were considered to estimate the number of trips for the proposed site; LUC 220 — Multifamily Housing (Low Rise), LUC 310 — Hotel and LUC 820 — Shopping Center. The commercial development on-site will be a mixture of retail and office uses, but since the exact mix is not known at the time, a conservative approach was taken and the shopping center land use, which has the higher trip generation rate was used for all commercial space. It should also be noted that although full buildout could add as many as 179 residential units, some of the proposed building space is flexible and could be converted to either residential or commercial in the final build configuration. The traffic study will review trip generation for the highest possible trip generation scenario which max's out the on-site commercial space at 37,600 Square Feet (SF) and reduces the number of residential units to 155. This is the most conservative approach, as the shopping center land use generates much more traffic per square foot of building space than does residential. To summarize, this study assumes full buildout of the Excelsior Park site will add the following land use mix to the current site: 155 Low-Rise Residential Units (townhomes and apartments) 37,600 SF of Commercial Space (mixture of office and retail, but all retail is assumed for analysis) 60-Room Hotel (with typical amenities such as spa, restaurant, community space and meeting rooms) Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page 1 5 Excelsior Park I Saratoga Springs, New York Table 2 Trip Generation Summary for Additional Buildout AM Peak Hour PM Peak Hour Land Use Size Enter Exit Total Enter Exit Total LUC 220— Low Rise Multifamily Housing 155 Units 17 55 72 55 32 87 LUC 820— Shopping Center 37.6 kSF 22 13 35 69 74 143 LUC 330 - Hotel 60 Rooms 17 11 28 18 18 36 It should be noted that Table 2 represents the Gross number of trips before any adjustments are made to account for trips that remain internal to the site. As discussed in ITE's Trip Generation Handbook, development with multiple land uses will tend to capture some trips internal to a site, where one user may visit 2 or more of the on-site land uses, or where a trip would both start and finish within the site (i.e. someone living within Excelsior Park traveling to an on-site store or restaurant). The handbook defines a procedure to estimate the number of trips internally captured based on the land uses and their sizes on site. Using these procedures, internal capture rates can be calculated for various development scenarios. Worksheets showing the internal capture rate calculations for the future development on Excelsior Park are included in Appendix B. As these worksheets show, there is the potential for 3% of the AM peak hour trips and 23% of the PM peak hour trips to remain internal to the site. Given that this calculation doesn't include any of the existing on-site development, these percentages could be even higher for the overall site, but to be conservative, they were actually reduced to 0% internal capture in the AM peak hour and 15% internal capture in the PM peak hour for the analysis. The number of internal capture trips and the resulting number of external trips (trips projected onto the roadway network) are shown in Table 3. TABLE 3 EXTERNAL TRIPS FOR ADDITIONAL BUILDOUT AM Peak Hour PM Peak Hour Land Use Enter Exit Total Enter Exit Total Gross Trip Generation (from Table 2) 56 79 135 142 124 266 Internal Capture Trips (0%AM / 15% PM) 0 0 0 -21 -19 -40 Total External Trips 56 79 135 121 105 226 Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page 1 6 Excelsior Park I Saratoga Springs, New York 4.3 Trip Distribution Based on existing traffic patterns, potential commuter routes and likely origins & destinations, a directional distribution was developed for new site trips. This distribution assumes half of the site traffic will travel to and from the Northway (1-87) Exit 15 area via NYS Route 50 and the remaining traffic would disperse fairly evenly throughout the Excelsior Avenue corridor. Below is a summary of the assumed percentages. They are graphically represented on Figure 5 in Appendix B. 50% to/from Northway Exit 15 area via NYS Route 50 5% to/from the west via NYS Route 50 20% to/from the west via Excelsior Avenue 10% to/from the south via East Avenue 5% to/from the north/west via East Avenue 5% to/from the north/west via Marion Avenue 5% to/from the south via Excelsior Spring Avenue These percentages were applied to the additional trips generated by the future buildout of the Excelsior Park site to assign new site traffic to the road network. Figure 6 in Appendix A details these trip assignments. 4.4 Future Build Condition Traffic Volumes The 2030 No-build traffic volumes were combined with the estimated site generated traffic to develop the 2030 Future Build Condition Traffic Volumes for the AM and PM peak hours. These volumes are shown on Figures 7 & 8 in Appendix B for the AM and PM peak hours respectively. 5.0 Operating Conditions 5. 1 Capacity Analysis Description The operating conditions of transportation facilities are evaluated based on the relationship of existing or projected traffic volumes to the theoretical capacity of the highway facility. Various factors affect capacity including traffic volume, travel speed, roadway geometry, grade, number and width of travel lanes and intersection control. The current standards for evaluating capacity and operating conditions are contained in the Highway Capacity Manual, 6th edition (HCM 6), published by the Transportation Research Board. The procedures describe operating conditions in terms of Level of Service (LOS). In general, "A" represents the best operating condition and "F" represents the worst. LOS C or better is generally desirable, but LOS D is typically acceptable during peak periods, and in some circumstanced LOS E could be acceptable at unsignalized intersection when the volume is below capacity. Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page 1 7 Excelsior Park 1 Saratoga Springs, New York Table 4 below presents the LOS criteria for both signalized and unsignalized intersections. TABLE 4 LEVEL OF SERVICE CRITERIA LOS Signalized Intersection Unsignalized Intersection Delay Per Vehicle(sec.)Delay Per Vehicle(sec.) A 10.0 10.0 B 10.0 and < 20.0 10.0 and < 15.0 C 20.0 and < 35.0 15.0 and <25.0 D 35.0 and < 55.0 25.0 and < 35.0 E 55.0 and <80.0 35.0 and < 50.0 F 80.0 50.0 5.2 Results of Analysis To determine the impact of the proposed project on the operations of the adjacent transportation system, traffic operations were analyzed for the weekday AM and PM peak hours under 2020 existing conditions and 2030 future No-build and build conditions. The results of these analyses are summarized in Table 5 and computation worksheets for each of the analyses are provided in Appendix D. Traffic operations at each intersection are discussed after the summary table. TABLE 5 LEVEL OF SERVICE SUMMARY AM Peak Hour PM Peak Hour 2020 2030 2030 2020 2030 2030 Intersection Approach Existing No-Build Build Existing No-Build Build Eastbound B(11.2) B(11.5) B(11.7) B(14.2) B(15.3) B(16.0) Westbound B(12.1) B(12.7) B(13.1) B(13.4) B(14.8) B(16.1) Excelsior Ave & East Ave. Traffic Signal) Northbound B(14.0) B(14.7) B(14.8) A (9.6) B(10.5) B(10.4) Southbound B(11.0) B(11.3) B(11.5) B(13.5) B(13.9) B(14.2) Overall B(12.2) B(12.8) B(13.0) B(13.0) B(14.1) B(14.8) Eastbound B(12.3) B(14.4) C(15.8) D(30.7) F (59.4) F (91.1) Westbound B(10.4) B(11.6) B(12.8) B(12.1) B(14.1) C(16.6) Excelsior Ave & Marion Ave All-way Stop Control) Northbound A (9.8) B(10.3) B(10.5) B(10.4) B(11.2) B(11.8) Southbound B(10.9) B(12.1) B(12.7) B(13.2) C(15.6) C(17.0) Overall B(11.3) B(12.8) B(13.9) C(21.6) E(36.9) F(53.5) Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page 1 8 Excelsior Park 1 Saratoga Springs, New York TABLE 5 LEVEL OF SERVICE SUMMARY (CONTINUED) AM Peak Hour PM Peak Hour 2020 2030 2030 2020 2030 2030 Intersection Approach Existing No-Build Build Existing No-Build Build Westbound Left A (7.6) A (7.7) A (7.8) A (8.0) A (8.1) A (8.3) Excelsior Ave & Excelsior Northbound B(11.9) B(12.7) B(13.6) B(12.9) B(14.1) C(15.7) Spring Ave/ Loughberry Rd S. Two-way Stop Control)* Southbound B(10.9) B(11.4) B(12.1) A (9.2) A (9.4) A (9.6) Overall A (3.5) A (3.6) A (3.5) A (2.2) A (2.3) A (2.3) Eastbound A (9.3) A (9.9) B(10.9) B(11.3) B(12.6) C(17.4) Westbound A (7.7) A (7.9) A (9.0) A (8.3) A(8.6) B(10.7) Excelsior Ave &Veterans Way All-way Stop Control) Northbound A (7.9) A (8.1) A (8.6) A (8.4) A(8.6) A (9.5) Southbound A (8.9) A (9.3) B(10.8) A (9.4) B(10.2) B(13.8) Overall A (8.9) A (9.3) B(10.4) B(10.2) B(11.2) B(14.7) Eastbound C(31.2) D(36.5) D(38.4) C(34.6) D(43.7) D(47.9) Westbound C(30.0) D(37.0) D(39.6) C(28.1) D(37.9) NYS Route 50&Veterans Way Traffic Signal) Northbound A (6.4) A(6.7) A (8.2) C(24.5) C(27.1) C(29.0) Southbound D(40.5) D(50.6) E(55.3) D(39.7) D(45.4) D(46.4) Overall C(30.2) D(36.5) D(38.6) C(31.2) D(39.6) D(49.1) Uncontroller intersection movements not included in table,as HCM methodologies assume zero delay for these movements. Red Text indicated that the volume for one or more movements on an approach exceed capacity. Excelsior Ave and East Ave Intersection This intersection is currently signalized and in 2020 operates at LOS B in both the AM and PM peak hours. This level of service continues through 2030, under both the Build and No-Build conditions. No improvements will be required at this intersection to accommodate future traffic from the Excelsior Park site. Excelsior Ave and Marion Ave Intersection This all-way stop intersection currently operates at an overall level of service of LOS B in the AM peak hour and LOS C in the PM peak hour. Generally, there are no significant capacity issues at this location under 2020 existing conditions, but the eastbound Excelsior Ave approach does see some congestion in the PM peak hour with the traffic volume being about 85% of capacity V/C=0.85) and maximum queues of more than 225 feet. Under 2030 future conditions, the AM peak hour level of service remain LOS B, but the PM peak hour traffic operations for the eastbound approach hit capacity in the No-Build condition and exceed capacity in the Build condition. In both cases the approach operates at LOS F. Because of the need for future improvements at this location to improve capacity, traffic signal warranting conditions were reviewed. This warrant analysis was based on criteria detailed in Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page 1 9 Excelsior Park I Saratoga Springs, New York Chapter 4 of the Manual on Uniform Traffic Control Devices (MUTCD, 2009 Edition) and the warrants considered at this location were as follows: Warrant 1 — 8-Hour Vehicular Volume Warrant 2 — 4-Hour Vehicular Volume Warrant 3 — Peak Hour Volume There are six additional warranting conditions that could justify a traffic signalization at a particular location. These warrants cover conditions from high pedestrian traffic and school zones, to safety and traffic flow needs, but none of these conditions generally apply at this intersection, so they were considered not applicable. Results of the analysis is summarized below and detailed in worksheets that can be found in Appendix D. Warrant 1 — 8-hour Vehicular Traffic: This warrant is the strongest justification for signalization when satisfied. In the 2020 existing condition for the Marion Ave intersection, criteria is met for only 4 hours of the day, and in the 2030 No-build condition criteria is met for 6 hours of the day, neither of which satisfy this warrant. However, under 2030 Build conditions, the criteria is met for 10 hours of the day and the Warrant is satisfied. In doing a sensitivity analysis, it appears that generation of approximately 75 new peak hour trips within the corridor, on top of general background growth, would likely be sufficient to trigger this warrant. Warrant 2 — 4-hour Vehicular Traffic: This warrant is also a strong indicator that a signal is justified when it is satisfied. Based on the analysis, this warrant is not satisfied in the 2020 existing condition, with criteria only being met for 3 hours of a typical day. However, the criteria is met for 5 hours of the day in both the 2030 future No-build and Build conditions, indicating these conditions will warrant a signal. Conducting a sensitivity review for the analysis, it appears that only about a 5% increase in traffic, over existing conditions would trigger this warrant. This suggests that Warrant 2 will likely be satisfied within 5 years, with or without future development of the Excelsior Park site. Warrant 3 — Peak Hour Traffic: Satisfaction of this warrant along is not as strong a signal justification as the others, as alternative actions could be taken in a single hour to mitigate congestion. However, when satisfied in conjunction with Warrants 1 or 2, it adds a strong confirmation that a signal is justified. At the Marion Ave intersection, the 202 existing conditions does not satisfy this warrant, but both 2030 conditions, No-build and Build, do. In the No-build condition, a single hour of the day does minimally meet warranting criteria, for the Build condition, there is still only one hour of the day that meets criteria, but to a more significant level than in the No-build condition. Overall, a signal at this location is not currently warranted, but it is near the threshold of needing a signal. Any new development resulting in 75 or more additional peak hour trips within the corridor would likely trigger this warrant and justify the installation of a signal at this location. Additionally, development of any size after the year 2025 would also trigger this improvement, as background growth is generally about 1% per year within the corridor and a 5% increase in traffic Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page I 1 0 Excelsior Park I Saratoga Springs, New York will likely cause this warrant to be satisfied. With a traffic signal in place, the overall intersection level of service will be LOS B in the PM peak hour and no approach will operate worse than LOS C. See Table 6 for a summary of 2030 Build condition operations at this location with a traffic signal in place. TABLE 6 EXCELSIOR AVE AND MARION AVE 2030 BUILD CONDITION SIGNALIZED LOS SUMMARY Intersection Approach AM Peak PM Peak Eastbound A (8.6) B(16.4) Westbound A (5.4) A (5.5) Excelsior Ave &Marion Ave Traffic Signal) Northbound B(16.8) B(17.1) Southbound A (9.5) C(22.7) Overall A (7.9) B(15.3) Excelsior Ave and Excelsior Spring Ave/Loughberry Rd South Turning traffic at this location is fairly light and new development at the Excelsior Park will likely not contribute any significant turn traffic in the future. This intersection currently operates at LOS A during both the AM and PM peak hours and that will continue through the 2030 No-build and Build conditions. No improvements will be required at this intersection to accommodate future traffic from the Excelsior Park site. Excelsior Ave and Veterans Way This intersection currently operates at LOS A in the AM peak hour and LOS B in the PM peak hour with the all-way stop control in place. It operates at the same level of service in the 2030 No-build condition and only slightly worse, with an LOS B for both the AM and PM peak hours, in the 2030 Build condition. Under all conditions, queues are also not an issue. Even in the future Build conditions, the eastbound queue is not expected to exceed 120 feet long and the southbound queue is not expected to exceed 75 feet long with the existing single lane per approach configuration. No improvements will be required at this intersection to accommodate future traffic from the Excelsior Park site. NYS Route 50 and Veterans Way/ Gick Rd Although overall existing traffic operations appear acceptable at this intersection, at LOS C in both peak hours, the westbound left turn movement experiences a poor level of service (LOS E) and has approximately a 250 feet maximum queue length that extends outside the 100 foot long turn lane in the peak hours, causing times when the turn queue blocks the leftmost through movement travel lane, which is a safety concern. This condition gets worse in the future, with the westbound left turn level of service falling to LOS F in both the 2030 No-build and Build PM peak hours. In the Build condition PM peak hour the westbound left turn movement will operate overcapacity, which will result in the left turn queue extending back 470 feet or more. Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page I 1 1 Excelsior Park I Saratoga Springs, New York To eliminate this safety concern and improve capacity and operations, analysis was run with optimized signal timings, the addition of a northbound right turn lane and the extension of the westbound left turn lane out to 325 feet. The results of that analysis showed that these improvements would yield an overall LOS C during both the AM and PM peak hours of the 2030 build condition and would eliminate any failing or overcapacity movements. Additionally, it would result in westbound left turn queue staying within 325 feet long and would reduce the northbound queue as well. See Table 7 for a summary of 2030 Build condition operations at this location with the discussed improvements in place. TABLE 7 NYS ROUTE 50 AND VETERANS WAY/GICK RD 2030 BUILD CONDITION WITH IMPROVEMENTS LOS SUMMARY Intersection Approach AM Peak PM Peak Eastbound C(30.9) D(37.9) Westbound C(27.8) C(26.9) NYS Route 50&Veterans Way Traffic Signal) Northbound A (7.6) B(14.5) Southbound D(49.4) D(47.3) Overall C(30.1) C(31.1) The analysis indicates that an extension of the westbound left turn lane out to 250 feet is already warranted under existing conditions and this will need to be extended even further to 325 feet in the future to accommodate the additional traffic generated Excelsior Park as represented in the 2030 Build condition traffic volumes. In addition, a 100-foot long northbound right turn lane would reduce the potential for overcapacity conditions and improve overall level of service. 6.0 Special Use Permit Requirements Revisited When the Excelsior Park development was originally approved for construction by the City, back in 2002, a special use permit was put in place to govern phased improvements that should be made in response to on-site development. Over the years, some of these improvements have been made, others have been waived to date, and others are due to be made. However, 18 years have passed since issuance of that permit, much longer than anticipated for full-build out, and background traffic growth due to other corridor developments is having a more significant impact on road capacity than when this project was initiated. Because of this, a review of the special use permit requirements was performed and recommendations for adjusting these requirements, based on Excelsior Park's fair and equitable share of capacity impact, are made below. 1. Installation of a Traffic Signal at Excelsior Ave and East Ave — This improvement has been made and is no longer applicable, as the analysis shows traffic operations at this intersection will be acceptable under the 2030 Build Conditions, so no further improvements are needed at this location.. Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page I 1 2 Excelsior Park I Saratoga Springs, New York 2. Extend westbound left turn lane from 100' to 200' at the NYS Route 50 and Veterans Way/Gick Rd intersection — The need for this improvement was triggered by site volumes already, but this requirement is currently waived by the planning board for Phase 2 development. Extension of the left turn lane to 250'is warranted by current traffic conditions. Additionally, the length should be extended to 325 feet to accommodate future traffic, opposed to the 200 feet listed in the original special use permit for Excelsior Park. As the original special use permit required an extension of 100 feet for the Excelsior Park development's contribution to traffic and 225 feet of additional length is required, it is recommended that Excelsior Park contribute 45% to this improvement, with the remainder of the cost being the responsibility of the City and funds collected from other area developments. 3. Construct northbound right turn lane on Veterans way at the NYS Route 50 intersection — The special use permit volume threshold for this improvement has not yet been reached, but will be triggered with any new development on-site. The analysis shows that this lane is needed to add intersection capacity to accommodate the 2030 Build condition traffic volumes, but is not yet necessary to for existing capacity needs. The build condition volumes show that Excelsior Park is not expected to contribute more than 35% of the AM peak hour traffic in this lane or more than 25% of the PM peak hour traffic in this lane. This improvement should be made in conjunction with the westbound left turn lane extension discussed in item 2 above, initiated with any new development within the Excelsior Avenue corridor. Since Excelsior Park contributes less than 35% of the daily traffic using this lane, it would be more than reasonable to allocate 45% of the construction cost for this improvement to the Excelsior Park site, the same share as recommended for the westbound left turn lane improvement at this intersection. 4. Traffic calming measures at the Excelsior Spring Ave and Victoria Ln/Audrey Ln intersection — Stop signs have already been installed at this location. However, the special use permit also specified the needs to narrow the lanes through the use of curbing (some installed but not all), stripe a crosswalk across Excelsior Springs Ave, and install a concrete pad in one quadrant of the intersection for use by children as a bus stop. These improvements were to be triggered at 200 new peak hour site trips. Current Phase 1 and 2 development generates about 150 trips. Given the low number of site trips traveling, or expected to travel, this roadway (no more than 11 peak hour trips added to this roadway in the 2030 build condition), Excelsior Park site traffic does not pose any additional safety issue for this intersection, but as these safety improvements were committed to under the original application, it is expected they should be made. Given the trips generated by Phase 1 & 2 of the site already. These improvements should be made when an additional 50 new site trips are projected to be generated. 5. Installation of a traffic signal at Excelsior Ave and Marion Ave — Originally scheduled to be triggered at 250 peak hour site generated trips, this improvement would not be Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page I 1 3 Excelsior Park I Saratoga Springs, New York theoretically triggered until another 100 site trips are added. However, background traffic growth and the amount of time it has been since the approval of the application has brought traffic operations at this intersection closer to threshold conditions than originally projected for the current level of site development. Signal warranting conditions will most likely be met within the next 5 years, with or without additional Excelsior Park development because of traffic growth from other developments in the area. Any development within the corridor resulting in 75 new peak hour trips, or development of any size after the year 2025 would result in the need for a traffic signal at this location. Reviewing background growth at this intersection, there were 880 entering vehicles in the 2002 PM peak hour, 1,046 entering vehicles in the 2020 PM peak hour and an estimated 1,270 vehicles in the 2030 PM peak hour. That is a traffic increase of 390 vehicles. Of that, it is estimated that the Excelsior Park site is currently generating about 70 of those trips and is expected to add 85 more trips in full buildout. Based on this, 40% of the traffic growth at this intersection since 2002 can be attributed to the Excelsior Park site. It is recommended that Excelsior Park contribute 40% of the signal construction cost as this intersection when the City deems a signal is warranted as a result of corridor development. 6. Follow-up traffic analysis, which may trigger modification to the mitigation requirements — Although not scheduled until another 100 peak hour trips are generated by the site, this traffic study is being performed now because of the 18 year length of time since the original approval. The results are as discussed throughout this report. No further study should be required unless development is not completed by 2030. 7. Widen Veterans Way at Excelsior Ave to provide a southbound right turn lane — This improvement was to be triggered at the generation of 300 peak hour site trips (150 higher than existing). However, Analysis of the currently projected traffic conditions at the intersection, with the all-way stop control, show the southbound approach operating at LOS B with a queue no longer that 75 feet. Constructing the southbound right turn lane would provide minimal benefits and would conflict with the planned downtown connector multi-use path currently being planned by the City. The analysis shows that this improvement is not necessary, and it is recommended that it not be constructed. 8. In Phase 2, construct a paved pedestrian/bike path from site to Spring Run Trail — This improvement has been made and is no longer applicable. A summary of the special use permit original requirements and recommended changes is shown in Table 8. Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page I 1 4 Excelsior Park I Saratoga Springs, New York TABLE 8 SPECIAL USE PERMIT RECOMMENDED CHANGES Recommended Old Trigger Trigger Improvement Threshold Threshold Current Status or Recommendation Installation of traffic signal at the Improvement Complete (No Further Excelsior Ave and East Ave intersection 100 n/a Action Required). Change length requirement to 325'to Any New Extend westbound left turn lane from 100'to accommodate 2030 Build Traffic Corridor 200'at the Route 50&Gick Rd/Veterans Way 100 Volumes. Excelsior Park should pay 45% Development intersection of construction costs for their fair and After 2020 equitable share. Any New Needed to provide enough capacity for Construct northbound right turn lane on Corridor 2030 Build Traffic Volumes. Excelsior Veterans Way at its intersection with Route 50 150 Development Park should pay 45%of construction costs After 2020 for their fair and equitable share. Still required is more curbing to narrow Traffic calming measures at the Excelsior roadway, crosswalk striping and Springs Ave and Victoria Ln/Audrey Ln 200 50* installation of Concrete bus pad. intersection Concrete pad not yet installed. Excelsior Park should pay 40%of traffic 75* (or any Installation of a traffic signal at the signal construction costs for their fair and 250 development Excelsior Ave and Marion Ave intersection equitable share, once a signal is after 2025) warranted at this location. the year 2030, Follow-up traffic analysis,which may trigger if development 250 See Information in the Report. modification to the mitigation requirements not yet complete The analysis shows the intersection Widen Veterans Way at ExcelisiorAve to operating very well with all-way stop provide a southbound right turn only lane 300 n/a operations in the future. Lane is not required for acceptable operations. In Phase II, construct paved ped./bike path Improvement Complete (No Further from projects main Street to Spring Run Trail 0 n/a Action Required). Recommended threshold with regards to new trips generated by Excelsior Park after 2020. Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page I 1 5 Excelsior Park I Saratoga Springs, New York 7.0 Findings and Conclusion This traffic study examined the existing traffic operations along Excelsior Avenue and at five project intersection in relation to the current and projected trip generation for the Excelsior Park Mixed Use Development in the City of Saratoga Springs, New York. Findings and recommendations resulting from the analysis in this report include the following: 1. 2020 Traffic volumes were developed from 2018 counts collected as part of the Saratoga Greenbelt Downtown Connector project, using a background growth rate of 1% annually and trip generation estimates from several new developments that opened in the corridor since that time. 2. It is estimated that the remaining development to fully build out the Excelsior Park site will generate 135 external trips (56 entering/79 exiting) in the AM peak hour and 226 external trips (121 entering/105 exiting) in the PM peak hour. 3. Based on the analysis, all intersection will operate acceptably under the 2030 Build Conditions, except for the following: a. NYS Route 50 and Veterans Way/Gick Rd — This intersection, will have an acceptable level of service for the intersection as a whole, but the westbound left turn movement routinely extends past its 100 foot turn bay length in the existing condition and this will occur more frequently and with longer queues in the future. This poses a safety concern with left turn vehicles stopped in the through movement lane. Additionally, LOS for this movement is LOS F under both the 2030 Future No-build and Build Condition. This can be alleviated with the following improvements: i. Extend the westbound left turn lane from 100 feet to 325 feet of storage length. ii. Construct a northbound right turn lane, 100 feet in length. iii. Optimize signal timings for the new lane geometry b. Excelsior Ave and Marion Ave — This intersection is 4-way stop controlled that operated adequately in the existing condition, but future traffic, even without development, will cause level of service failures and congestion for the eastbound approach by the year 2025. A traffic signal is not currently warranted at this location, but is within 5% of the threshold that would satisfy such warrants. It is recommended that a signal be installed at this location to accommodate 2030 Build Condition Traffic Volumes. 4. The special use permit issued for Excelsior Park in 2002 was reviewed and based on the analysis modifications to the permit requirements are recommended. These modifications are discussed in detail in Section 6 of this report and include the following: Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page I 1 6 Excelsior Park I Saratoga Springs, New York a. Extend the westbound left turn lane to 325 feet and construct a 100-foot northbound right turn lane at the NYS Route 50 & Veterans Way/Gick Rd intersection if any new development (after 2020) occurs within the Excelsior Avenue corridor. Excelsior Park should be responsible for 45% of the construction costs for this improvement as their fair and equitable share. b. Install a traffic signal at the Excelsior Ave and Marion Ave intersection if 75 peak hour trips are generated at the Excelsior Park site before 2025, or if any trips are generated after 2025. Excelsior Park should be responsible for 40% of the construction costs for this improvement as their fair and equitable share. c. Install the remaining traffic calming measures at the Excelsior Spring Ave & Victoria Ln/Audrey Ln intersection once 50 additional peak hour site trips are generated by the Excelsior Park site. d. Do not construct a new southbound right turn lane at Excelsior Ave & Veterans Way. Given the all-way stop control and the projected traffic, it is not needed for capacity purposes. With the recommended improvements and modifications to the special use permit. The Excelsior Park site full buildout traffic can be accommodated by the adjacent roadway system without little to no change in level of service or safety. Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 page I 1 7 Excelsior Park I Saratoga Springs, New York APPENDIX A Site Plan and Overview Map Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 kg The LA GROUP Landscape Architecture&Engineering P.C. Pp/e.Pawl.PAce. EXISTING TRAIL 40 Long Alley F.518-587-8100 Saratoga Springs 3 518-587-0180 NY 12866 www.thelegroup.com UneumorDed alteranon or addle on r0 thts Neat York Stare Edownon La^tion 7209 of Me 4.Y.the LA Group 2014 lit_m ore ,-Paren to 0•! e Excelsior Park, LLC t 1. 7 qL 4 loo' 563 North Broadway, ri -1. No Cs AR LIMIT Saratoga Springs,N.Y.12866 1 Iii II NI I i Alk F,,,,,,, \ ll"IIC'C R I I 1 1 u lNHISTLER COURT I— — — I0 111:I I i 11 I I POTENTIAL LOCATION® ( FOR PUBLIC ART I _ BUILDING SETBACK_ 1 mow,,,-,7r __ I NATIONALGRID EASEMENT I I D 4IBSON COURT / I( I 1J fl I_l _/ / NATIONAL GRID EASEMENT 1— ans IIMMIiIMMI.ImmmImI —r/BUILDING SETBACK Mlllllln IIIJI I ml I I I_I I // T I PROPOSED 1 I I TOWNHOUSES:15 11111111 k°°/I __ PARKIN fifr IIII :II SPACE yORMANDY LANE PROPOSED I1__ 1 In TOWNHOUSES'.3 C,^ MEM .iI'PROPOSED 0 SF 1 TOWNHOUSES'.9 OR) I , PUMP STATION& I UTILITY CONNECTIONS POTENTIAL LOCATION 4 EKA FOR PUBLIC ART A. EXCELSIOR PARK PRESERVE RAIL a e Un7act Title Excelsior Park,I N._ 2 Special Use Permit Excelsior Avenue, Saratoga Springs,NY 12866 J WETLAND I I moi 1SPRINGRUNCREEKI I I ~ LAN 1 f I \•• 1•Prolett No.: 2016046 l Desgn'. DK I Draw,,. KMK Cli k'd: DRC ym. I. f Date: 11/09/2017 Scale'. 1"=100' 1_ \ Rev: Desai prion'. Date' S....\.... D rawing Title 4 Proposed Masterplan D rawing No. GRAPHIC SCALE IW 0 50 100 200 L-02 1 inch=100 feet r ay,..,.,, s `. f r ak. a I 444;.: rod r ti abs T, ay c R Gi r 441, a 4'; r fit'" rte° q 4 '.. 0„,-,,..\,,.:1",,„, 4'...:' 4. 4'.... ,. .. f. I." c,„ r-i r . ' t.,,..,,,,-0. 2'' y I C% ryes OL r V r G y.ter 96, Q '. e •• r . c r 4F? cw .. K' -.1""50'ir.g Ritn initf, cur - '.. N F 4 1 f S F Letferis St t qVo:-:.(Q.,, a t ' ',, , r;: c,k .;North :- ...sr, C - m - J w . m o w ,. e v Y S., r,-- I..7. 1..;:---- r a F LSi F / po" A:r yHICNfS 9 . i L . s # r ' " . j.,loiCieAea m 4 5 ! x_.' 1' y 4t _ -- --1 ? rc., LB kBL AvEtaaF ca • a,. f f' sr _ 1 ii . •.Q @7. r q••1i °' Yb aa { L c n yy c Earth P. tiisAl VS.' . la Greenman-Pedersen T KEY: CONSULTING ENGINEERS EXCELSIOR PARK 0 STUDY AREA INTERSECTION GPI CITY OF SARATOGA SPRINGS 80 Wolf COUNTY, NEW YORK d Suite 300 JOB NO. A1bany,NY 12205 2020106.00 Excelsior Park I Saratoga Springs, New York APPENDIX B Traffic Volume Figures Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 N M0 4 1r. ONi I‘1,1-. NY ROUTE 50 i 19-b 639 10- o m 1m 7o D D zJ zCI) Z D m ANO AL25 0 CT)NJ L42 ANCO Z1 OOJ t r I I Lo. 4—1355 EXCELSIOR AVE y 4—441 I- i 37 161 1 t 119—. 'I t I 1177 11 t—+135 22 11—+ ,7:Na 5-4, oao 29—+ co J 0—+ O mX0mr to Cn c 0 1 70 L m m z 6) D m Greenman-Pedersen T CONSULTING ENGINEERS EXCELSIOR PARK GPI CITY OF SARATOGA SPRINGS 2020 80 Wolf COUNTY, NEW YORK d Site 300 JOB NO. Alban.NY 12205 2020106.00 N 230 000 at I1L, .— NY ROUTE 50 i 38- 4, 1108 14- N m 1m 70 D D 7:1 z Z D m CO Wca— L26 wmti L56 iv00 '-0 wom At 1-1 l` 1-+-M Lo.854 EXCELSIOR AVE r Y 1 366 1 t I 233 11 t i+ 257 "1 t56—+248 49 35—+ rn A.—+ 36—4, 0 CI 58—+ NN) 0 0 W mXC)mr m Cn c o I 20 L m x z 63 D m Greenman-Pedersen T CONSULTING ENGINEERS EXCELSIOR PARK GPI CITY OF SARATOGA SPRINGS 2020 80 Wolf COUNTY, NEW YORK d Suite 300 JOB NO. Albany,NY 12205 2020106.00 N 230 N at 1L, .— NY ROUTE 50 i 21- in 706 11—+ m 1m 70 D D 7:1 zCI) Z D m Cpm AL 28 j 'qg ANW +-1 Co 1-1 l` 1-+-0 Y EXCELSIOR AVE Y r 1` 1 181 1 t I 1136—. +I t i+ 139 "1 t41—+158 25 12—+ Ncuo 6-4, -ao 32—+ CSA 0—+ CO cn mxnmr to cn c o a 70 L m z 6) D m Greenman-Pedersen T CONSULTING ENGINEERS EXCELSIOR PARK GPI CITY OF SARATOGA SPRINGS 20` 80 Wolf Road SARATOGA COUNTY, NEW YORK AM PES Suite 300 JOB NO. Albany,NY 12205 2020106.00 N F) o 230 Cil CD 1L, .— NY ROUTE 50 i 42- 1224-1. 15— w m 1m 70 D D 7J zO Z D m NJ AtW429AL64W NJ CD CD I N)0 l` r 140 I 1 L EXCELSIOR AVE 1 r 34$ 1 1 816111tI267—. +I t i+ 292 "1 t 2 4 55 39—+ mArn—+ 40—4, T..,0.,--.1 64—+ Cr) . 0 mXC)mr m cn o I 20 L m M z 63 D m Greenman-Pedersen T CONSULTING ENGINEERS EXCELSIOR PARK GPI CITY OF SARATOGA SPRINGS 20` 80 Wolf Road SARATOGA COUNTY, NEW YORK PM PES Suite 300 JOB NO. Albany,NY 12205 2020106.00 NY ROUTE 50 10%- 1 N m m7J D D 3J ZIn Z D Gm cn 5% o 01 1—20% L 5% 1—40% C r 10% 35% EXCELSIOR AVE r 5% 20%—IN.35%—11. 40%-- 45%— cn m C-)mrcn o rm z 6) D mm KEY: Greenman-Pedersen T CONSULTING ENGINEERS EXCELSIOR PARK 1- OUTBOUND TRIP PERCENTAGE GPI CITY OF SARATOGA SPRINGS DIRT INBOUND TRIP PERCENTAGE GPI SARATOGA COUNTY, NEW YORK 80 Wolf Road Suite 300 JOB NO. Albany,NY 12205 2020106.00 N 00 NY ROUTE 50 3(6)-i 1-1 mmmm D D JZI CI)Z Z D Gm w w L 4(5) o am 16(21) L4(5) 1-4(5)2) I` t r 8(11) 1—28(37) EXCELSIOR AVE 7 11(24)19(42) 22(48) 25(54)-10. cn rn N v mXC)mr m cn c o rm z 63 D mm KEY: Greenman-Pedersen CONSULTING ENGINEERS EXCELSIOR PARK XXX(XXX)=AM(PM)NEW SITE TRIPS GPT CITY OF SARATOGA SPRINGS awrR l SARATOGA COUNTY, NEW YORK 8Suite 300 JOB NO. Albany,NY 12205 2020106.00 N 10 230 NN I 1L, .— NY ROUTE 50 i 21- 706-1. 14 cn m 1m 70 D D zJ zn Z D m* AtWVNAL32vJA `rj3 ANfI. 0 `1 000 Y r 164 Y EXCELSIOR AVE Y +- I- 1 192 1 t I 155—. +I t i+ 161 "1 t41—+158 50 12—+6-4, dao 32—+ C 0—+ c.c, mxnmr to cn c o a 70 L m 23 z 6) D mm Greenman-Pedersen T CONSULTING ENGINEERS EXCELSIOR PARK GPI CITY OF SARATOGA SPRINGS 2 80 Wolf Road SARATOGA COUNTY, NEW YORK AM PES Suite 300 JOB NO. Albany,NY 12205 2020106.00 N 10 230 CT,CD 1L, .— NY ROUTE 50 i 42- in 1224 21- m m 1m 70 D D 77 zCy) Z D m NtAtwA-` AL34 NJmj L69 NOO +-0 NGo 1-1,i,I-. 1—+— '- 11 Aj 1,Y +- EXCELSIOR AVE I,I,Lo.A-1,1,I-. i 435 1 t I 309_. +I t r' 340 281" 1 t 109 39—+ mA,I—+ 40—4, INwJ 64—+ 0) 0 0 N O., mXC)mr m cn c o I 23 L m M z 0 D m Greenman-Pedersen T CONSULTING ENGINEERS EXCELSIOR PARK GPI CITY OF SARATOGA SPRINGS 2 80 Wolf Road SARATOGA COUNTY, NEW YORK PM PE Suite 300 JOB NO. Albany,NY 12205 2020106.00 Excelsior Park I Saratoga Springs, New York APPENDIX C Traffic Count Data Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 Greenman-Pedersen, Inc. 80 Wolf Road, Suite 300 Albany, NY 12205 518.453.9431 Saratoga Greenbelt DC File Name : Excelsior Ave + East Ave - AM Peak 0700-0900 - 03.20.18 Saratoga Springs, NY 12866 Site Code : Project No. 2017166.00 Start Date : 3/20/2018 Page No : 1 Groups Printed-Cars-Trucks East Ave Excelsior Ave East Ave Excelsior Ave From North From East From South From West Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int.Total 07:00 AM 6 13 2 1 2 33 13 0 16 7 3 0 4 16 6 0 122 07:15 AM 8 10 4 0 2 38 12 0 28 15 3 0 2 20 3 0 145 07:30 AM 4 19 0 0 2 49 23 0 29 15 4 0 1 36 7 0 189 07:45 AM 11 11 3 0 7 66 32 0 25 27 4 0 1 39 9 0 235 Total 29 53 9 1 13 186 80 0 98 64 14 0 8 111 25 0 691 08:00 AM 3 9 4 0 4 43 15 0 17 29 9 0 3 36 8 0 180 08:15 AM 5 15 5 0 5 44 24 0 23 26 1 0 1 34 11 0 194 08:30 AM 9 14 2 0 4 46 16 0 26 32 1 0 3 33 5 0 191 08:45 AM 14 17 7 0 4 67 26 0 21 26 4 0 1 29 3 0 219 Total 31 55 18 0 17 200 81 0 87 113 15 0 8 132 27 0 784 Grand Total 60 108 27 1 30 386 161 0 185 177 29 0 16 243 52 0 1475 Apprch% 30.6 55.1 13.8 0.5 5.2 66.9 27.9 0 47.3 45.3 7.4 0 5.1 78.1 16.7 0 Total% 4.1 7.3 1.8 0.1 2 26.2 10.9 0 12.5 12 2 0 1.1 16.5 3.5 0 Cars 60 104 26 1 28 379 149 0 176 176 29 0 14 235 52 0 1429 Cars 100 96.3 96.3 100 93.3 98.2 92.5 0 95.1 99.4 100 0 87.5 96.7 100 0 96.9 Trucks 0 4 1 0 2 7 12 0 9 1 0 0 2 8 0 0 46 Trucks 0 3.7 3.7 0 6.7 1.8 7.5 0 4.9 0.6 0 0 12.5 3.3 0 0 3.1 East Ave Excelsior Ave East Ave Excelsior Ave From North From East From South From West Start Time Right I Thru Left Peds App.Iota! Right I Thru Left Peds App.Total Right I Thru Left Peds App.Total Right I Thru Left Peds App.Total Int.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 11 11 3 0 25 7 66 32 0 105 25 27 4 0 56 1 39 9 0 49 235 08:00 AM 3 9 4 0 16 4 43 15 0 62 17 29 9 0 55 3 36 8 0 47 180 08:15 AM 5 15 5 0 25 5 44 24 0 73 23 26 1 0 50 1 34 11 0 46 194 08:30 AM 9 14 2 0 25 4 46 16 0 66 26 32 1 0 59 3 33 5 0 41 191 Total Volume 28 49 14 0 91 20 199 87 0 306 91 114 15 0 220 8 142 33 0 183 800 App.Total 30.8 53.8 15.4 0 6.5 65 28.4 0 41.4 51.8 6.8 0 4.4 77.6 18 0 PHF .636 .817 .700 .000 .910 .714 .754 .680 .000 .729 .875 .891 .417 .000 .932 .667 .910 .750 .000 .934 .851 Greenman-Pedersen, Inc. 80 Wolf Road, Suite 300 Albany, NY 12205 518.453.9431 Saratoga Greenbelt DC File Name : Excelsior Ave + East Ave - PM Peak 1600-1800 - 03-18-18 Saratoga Springs, NY 12866 Site Code : Project No. 2017166.00 Start Date : 3/20/2018 Page No : 1 Groups Printed-Cars-Trucks East Ave Excelsior Ave East Ave Excelsior Ave From North From East From South From West Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int.Total 04:00 PM 4 20 5 0 29 6 51 25 0 82 30 15 1 1 47 5 77 7 0 89 247 04:15 PM 5 23 9 0 37 3 46 28 0 77 28 19 2 0 49 3 66 4 0 73 236 04:30 PM 11 30 9 0 50 9 54 29 0 92 32 16 3 0 51 4 77 9 0 90 283 04:45 PM 9 30 9 0 48 4 67 31 3 105 32 13 1 2 48 1 91 5 1 98 299 Total 29 103 32 0 164 22 218 113 3 356 122 63 7 3 195 13 311 25 1 350 1065 05:00 PM 7 31 10 0 48 6 56 32 2 96 37 23 2 1 63 9 85 18 0 112 319 05:15 PM 6 22 9 0 37 7 57 33 3 100 35 14 6 0 55 4 98 10 0 112 304 05:30 PM 11 15 2 0 28 3 59 22 1 85 38 14 3 0 55 11 96 11 0 118 286 05:45 PM 11 15 5 1 32 7 66 17 4 94 22 15 3 2 42 2 63 13 0 78 246 Total 35 83 26 1 145 23 238 104 10 375 132 66 14 3 215 26 342 52 0 420 1155 Grand Total 64 186 58 1 309 45 456 217 13 731 254 129 21 6 410 39 653 77 1 770 2220 Apprch% 20.7 60.2 18.8 0.3 6.2 62.4 29.7 1.8 62 31.5 5.1 1.5 5.1 84.8 10 0.1 Total% 2.9 8.4 2.6 0 13.9 2 20.5 9.8 0.6 32.9 11.4 5.8 0.9 0.3 18.5 1.8 29.4 3.5 0 34.7 Cars 64 185 58 1 308 45 452 208 13 718 254 128 21 6 409 39 649 77 1 766 2201 Cars 100 99.5 100 100 99.7 100 99.1 95.9 100 98.2 100 99.2 100 100 99.8 100 99.4 100 100 99.5 99.1 Trucks 0 1 0 0 1 0 4 9 0 13 0 1 0 0 1 0 4 0 0 4 19 Trucks 0 0.5 0 0 0.3 0 0.9 4.1 0 1.8 0 0.8 0 0 0.2 0 0.6 0 0 0.5 0.9 East Ave Excelsior Ave East Ave Excelsior Ave From North From East From South From West Start Time Right Thru Peds App.Total Right Thru Peds App.Total Right Thru Peds App.Total Right Thru Peds App.Total Int.Total Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 9 30 9 0 48 4 67 31 3 105 32 13 1 2 48 1 91 5 1 98 299 05:00 PM 7 31 10 0 48 6 56 32 2 96 37 23 2 1 63 9 85 18 0 112 319 05:15 PM 6 22 9 0 37 7 57 33 3 100 35 14 6 0 55 4 98 10 0 112 304 05:30 PM 11 15 2 0 28 3 59 22 1 85 38 14 3 0 55 11 96 11 0 118 286 Total Volume 33 98 30 0 161 20 239 118 9 386 142 64 12 3 221 25 370 44 1 440 1208 App.Total 20.5 60.9 18.6 0 5.2 61.9 30.6 2.3 64.3 29 5.4 1.4 5.7 84.1 10 0.2 PHF .750 .790 .750 .000 .839 .714 .892 .894 .750 .919 .934 .696 .500 .375 .877 .568 .944 .611 .250 .932 .947 Total Vehicles Southbound Westbound Northbound Eastbound Start Time U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds Int.Total Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns 07:00 0 9 0 24 6 0 0 22 5 1 0 0 0 1 0 0 14 16 1 0 99 7:15 AM 0 4 1 26 0 0 1 22 14 0 0 0 0 1 0 0 27 18 1 1 116 7:30 AM 0 10 1 33 2 0 1 43 10 0 0 0 1 1 0 0 31 27 0 0 160 7:45 AM 0 12 2 43 3 0 0 49 10 0 0 2 0 00 0 30 32 1 0 184 8:00 AM 0 7 0 29 1 0 1 29 9 0 0 0 0 0 0 0 34 25 0 0 135 8:15 AM 0 5 3 34 2 0 1 34 13 0 0 2 3 0 0 0 31 25 1 0 154 8:30 AM 0 2 1 36 0 0 1 27 9 0 0 1 1 0 0 0 34 21 0 0 133 8:45 AM 0 4 3 47 0 0 1 37 17 0 0 2 0 1 0 0 24 20 5 0 161 9:00 AM 0 8 0 48 4 0 3 29 15 0 0 4 2 2 0 0 29 27 1 0 172 9:15 AM 0 7 2 43 2 0 0 30 9 0 0 1 0 0 0 0 32 30 4 0 160 9:30 AM 0 10 3 38 1 0 3 27 10 0 0 5 3 1 0 0 29 22 4 0 156 9:45 AM 0 10 2 33 2 0 1 22 11 0 0 0 1 3 0 0 43 21 3 0 152 10:00 AM 0 8 2 34 2 0 2 22 5 0 0 4 2 2 0 0 24 31 3 1 142 10:15 AM 0 7 0 37 2 0 5 23 8 0 0 2 3 1 0 0 31 23 5 0 147 10:30 AM 0 7 2 30 1 0 1 17 12 0 0 4 7 1 0 0 34 16 8 0 140 10:45 AM 0 4 6 38 0 0 2 14 9 0 0 5 3 2 0 0 34 27 2 0 146 11:00 AM 0 5 2 40 0 0 0 11 14 0 0 4 1 0 0 0 24 23 3 0 127 11:15 AM 0 14 3 42 1 0 1 22 10 0 0 2 2 1 0 0 31 30 2 0 161 11:30 AM 0 12 3 45 1 0 0 22 10 0 0 2 2 4 0 0 36 34 2 0 173 11:45 AM 0 11 2 33 0 0 1 17 11 0 0 4 4 1 1 0 34 52 8 0 179 12:00 PM 0 9 5 33 0 0 0 22 8 0 0 3 1 1 0 0 38 33 4 0 157 12:15 PM 0 10 4 47 7 0 1 21 11 0 0 2 3 5 0 0 48 33 6 0 198 12:30 PM 0 12 5 44 2 0 1 23 8 0 0 0 6 1 1 0 41 43 2 0 189 12:45 PM 0 8 5 48 1 0 0 33 11 0 0 1 3 4 0 0 37 33 3 0 187 1:00 PM 0 3 6 24 3 0 5 21 4 0 0 3 6 2 0 0 29 25 4 0 135 1:15 PM 0 7 4 24 2 0 1 20 11 0 0 3 10 8 0 0 40 30 7 0 167 1:30 PM 0 8 3 49 0 0 1 23 9 0 0 5 6 0 0 0 51 59 8 0 222 1:45 PM 0 7 1 37 7 0 2 18 13 1 0 2 0 1 0 0 36 19 3 0 147 2:00 PM 0 13 2 29 1 0 3 21 13 0 0 6 5 1 0 0 63 36 3 0 196 2:15 PM 0 14 3 28 0 0 4 16 9 0 0 5 4 7 0 0 42 29 9 0 170 2:30 PM 0 11 3 54 2 0 1 23 13 0 0 2 2 5 0 0 43 37 5 0 201 2:45 PM 0 14 1 42 0 0 3 23 15 0 0 3 2 4 1 0 48 36 4 0 196 3:00 PM 0 15 3 35 1 0 4 24 13 0 0 4 5 5 0 0 49 28 11 0 197 3:15 PM 0 11 6 39 3 0 4 23 15 0 0 2 4 5 0 0 46 51 5 0 214 3:30 PM 0 42 2 15 0 0 2 32 13 0 0 4 7 4 0 0 42 51 8 0 222 3:45 PM 0 9 6 39 0 0 5 27 11 0 0 9 6 5 0 0 38 37 5 0 197 4:00 PM 0 18 2 31 0 0 3 23 6 0 0 9 4 2 0 0 41 46 7 0 192 4:15 PM 0 20 2 32 0 0 3 30 11 0 0 3 2 4 0 0 45 44 3 0 199 4:30 PM 0 13 2 48 0 0 3 21 13 0 0 6 6 7 0 0 47 49 10 0 225 4:45 PM 0 14 2 51 0 0 3 33 16 0 0 4 2 2 0 0 60 45 5 0 237 5:00 PM 0 14 1 37 1 0 4 36 15 0 0 3 2 9 0 0 54 52 11 0 239 5:15 PM 0 14 3 41 1 0 2 34 15 0 0 5 6 5 0 0 49 58 4 0 237 5:30 PM 0 12 2 37 1 0 0 27 11 0 0 2 1 5 1 0 63 41 10 1 214 5:45 PM 0 14 2 43 1 0 2 23 11 1 0 5 3 4 0 0 43 31 3 1 187 6:00 PM 0 10 1 35 0 0 1 30 8 0 0 2 1 3 0 0 44 34 4 0 173 6:15 PM 0 10 5 36 0 0 4 23 7 0 0 5 4 3 0 0 33 32 3 0 165 6:30 PM 0 13 0 39 2 0 2 17 10 0 0 1 3 3 0 0 30 45 3 0 168 6:45 PM 0 10 1 34 1 0 2 13 5 0 0 4 0 3 0 0 32 26 2 0 133 7:00 PM 0 10 0 18 0 0 0 19 5 0 0 1 4 1 1 0 42 27 1 0 129 7:15 PM 0 2 0 16 0 0 0 12 7 0 0 0 1 0 0 0 30 28 1 0 97 7:30 PM 0 8 1 22 0 0 0 14 7 0 0 1 0 0 0 0 22 26 0 0 101 7:45 PM 0 7 3 17 0 0 0 13 3 0 0 0 3 1 0 0 25 12 1 0 85 Peak Hour Summary Excelsior Ave+Marion Ave Count Date: 03.20.18 Marion Ave Excelsior Ave Business Parkinglot Excelsior Ave Southbound Westbound Northbound Eastbound Start Time U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds Int.Total Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns AM Peak Hour: From 7:45 AM to 8:45 AM 7:45 AM 0 12 2 43 3 0 0 49 10 0 0 2 0 0 0 0 30 32 1 0 184 8:00 AM 0 7 0 29 1 0 1 29 9 0 0 0 0 0 0 0 34 25 0 0 135 8:15 AM 0 5 3 34 2 0 1 34 13 0 0 2 3 0 0 0 31 25 1 0 154 8:30 AM 0 2 1 36 0 0 1 27 9 0 0 1 1 0 0 0 34 21 0 0 133 Total Vol. 0 26 6 142 6 0 3 139 41 0 0 5 4 0 0 0 129 103 2 0 606 PHF 0.54 0.50 0.83 0.50 0.75 0.71 0.79 0.63 0.33 0.95 0.80 0.50 0.82 Trucks 0 5 2 12 0 0 0 7 4 0 0 2 0 0 0 0 4 5 0 0 41 Trucks 19.2% 33.3% 8.5% 0.0% 0.0% 5.0% 9.8% 40.0% 0.0% 3.1% 4.9% 0.0% 6.8% Marion Ave Excelsior Ave Business Parkinglot Excelsior Ave Southbound Westbound Northbound Eastbound Start Time U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds Int.Total Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns PM Peak Hour: From 5:00 PM to 6:00 PM 5:00 PM 0 14 1 37 1 0 4 36 15 0 0 3 2 9 0 0 54 52 11 0 239 5:15 PM 0 14 3 41 1 0 2 34 15 0 0 5 6 5 0 0 49 58 4 0 237 5:30 PM 0 12 2 37 1 0 0 27 11 0 0 2 1 5 1 0 63 41 10 1 214 5:45 PM 0 14 2 43 1 0 2 23 11 1 0 5 3 4 0 0 43 31 3 1 187 Total Vol. 0 54 8 158 4 0 8 120 52 1 0 15 12 23 1 0 209 182 28 2 877 PHF 0.96 0.67 0.92 1.00 0.50 0.83 0.87 0.25 0.75 0.50 0.64 0.25 0.83 0.78 0.64 0.50 0.92 Trucks 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 2 0 0 5 Trucks 0.0% 0.0% 0.0% 0.0% 0.0% 2.5% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 1.1% 0.0% 0.0% 0.6% Greenman-Pedersen, Inc. 80 Wolf Road, Suite 300 Albany, NY 12205 518.453.9431 Saratoga Greenbelt DC File Name : Excelsior Ave + Excelsior Springs/Loughberry Rd S - AM Peak Saratoga Springs, NY 12866 Project No. 2017166.00 Start Date : 3/20/2018 Page No : 1 Groups Printed-Cars-Trucks Loughberry Road S Excelsior Ave Excelsior Spring Ave Excelsior Ave From North From East From South From West Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int.Total 07:00 AM 0 0 2 0 0 18 2 0 7 0 8 0 9 17 0 0 63 07:15 AM 0 1 0 0 1 29 9 0 8 0 14 0 6 24 0 0 92 07:30 AM 1 0 0 0 1 47 19 1 9 0 10 0 7 31 0 0 126 07:45 AM 2 2 0 0 0 39 15 0 9 0 9 0 14 31 0 0 121 Total 3 3 2 0 2 133 45 1 33 0 41 0 36 103 0 0 402 08:00 AM 0 0 0 0 0 31 9 0 10 1 12 0 6 23 0 0 92 08:15 AM 0 0 2 0 0 30 6 0 7 0 12 0 4 23 0 0 84 08:30 AM 0 0 1 0 1 23 8 0 9 0 15 0 3 24 0 0 84 08:45 AM 0 0 3 3 0 35 10 0 6 0 17 0 5 23 1 0 103 Total 0 0 6 3 1 119 33 0 32 1 56 0 18 93 1 0 363 Grand Total 3 3 8 3 3 252 78 1 65 1 97 0 54 196 1 0 765 Apprch% 17.6 17.6 47.1 17.6 0.9 75.4 23.4 0.3 39.9 0.6 59.5 0 21.5 78.1 0.4 0 Total% 0.4 0.4 1 0.4 0.4 32.9 10.2 0.1 8.5 0.1 12.7 0 7.1 25.6 0.1 0 Cars 3 3 8 3 3 245 77 1 65 1 94 0 53 191 1 0 748 Cars 100 100 100 100 100 97.2 98.7 100 100 100 96.9 0 98.1 97.4 100 0 97.8 Trucks 0 0 0 0 0 7 1 0 0 0 3 0 1 5 0 0 17 Trucks 0 0 0 0 0 2.8 1.3 0 0 0 3.1 0 1.9 2.6 0 0 2.2 Loughberry Road S Excelsior Ave Excelsior Spring Ave Excelsior Ave From North From East From South From West Start Time Right I Thru Left Peds App.Iota! Right I Thru Left Peds App.Total Right I Thru Left Peds App.Total Right I Thru Left Peds App.Total Int.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 1 0 0 1 1 29 9 0 39 8 0 14 0 22 6 24 0 0 30 92 07:30 AM 1 0 0 0 1 1 47 19 1 68 9 0 10 0 19 7 31 0 0 38 126 07:45 AM 2 2 0 0 4 0 39 15 0 54 9 0 9 0 18 14 31 0 0 45 121 08:00 AM 0 0 0 0 0 0 31 9 0 40 10 1 12 0 23 6 23 0 0 29 92 Total Volume 3 3 0 0 6 2 146 52 1 201 36 1 45 0 82 33 109 0 0 142 431 App.Total 50 50 0 0 1 72.6 25.9 0.5 43.9 1.2 54.9 0 23.2 76.8 0 0 PHF .375 .375 .000 .000 .375 .500 .777 .684 .250 .739 .900 .250 .804 .000 .891 .589 .879 .000 .000 .789 .855 Greenman-Pedersen, Inc. 80 Wolf Road, Suite 300 Albany, NY 12205 518.453.9431 Saratoga Greenbelt DC File Name : Excelsior Ave + Excelsior Springs/Loughberry Rd S - PM Peak Saratoga Springs, NY 12866 Project No. 2017166.00 Start Date : 3/20/2018 Page No : 1 Groups Printed-Cars-Trucks Loughberry Road S Excelsior Ave Excelsior Spring Ave Excelsior Ave From North From East From South From West Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int.Total 04:00 PM 0 0 0 0 0 0 27 5 0 32 11 0 4 18 33 45 1 0 0 46 111 04:15 PM 0 0 2 0 2 0 38 16 0 54 8 0 5 13 26 47 0 0 0 47 129 04:30 PM 0 0 0 0 0 0 20 8 0 28 5 0 14 17 36 56 1 0 0 57 121 04:45 PM 0 0 0 0 0 0 39 6 0 45 5 0 13 14 32 41 0 0 0 41 118 Total 0 0 2 0 2 0 124 35 0 159 29 0 36 62 127 189 2 0 0 191 479 05:00 PM 1 0 0 0 1 0 36 4 0 40 8 1 11 15 35 63 1 0 0 64 140 05:15 PM 1 0 0 0 1 0 38 8 0 46 7 0 11 8 26 67 1 0 0 68 141 05:30 PM 0 0 0 1 1 0 37 10 0 47 16 0 5 15 36 51 1 1 0 53 137 05:45 PM 0 0 0 0 0 0 30 7 0 37 10 0 11 10 31 37 0 0 0 37 105 Total 2 0 0 1 3 0 141 29 0 170 41 1 38 48 128 218 3 1 0 222 523 Grand Total 2 0 2 1 5 0 265 64 0 329 70 1 74 110 255 407 5 1 0 413 1002 Apprch% 40 0 40 20 0 80.5 19.5 0 27.5 0.4 29 43.1 98.5 1.2 0.2 0 Total% 0.2 0 0.2 0.1 0.5 0 26.4 6.4 0 32.8 7 0.1 7.4 11 25.4 40.6 0.5 0.1 0 41.2 Cars 2 0 2 1 5 0 261 64 0 325 70 1 74 110 255 407 1 1 0 409 994 Cars 100 0 100 100 100 0 98.5 100 0 98.8 100 100 100 100 100 100 20 100 0 99 99.2 Trucks 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 4 0 0 4 8 Trucks 0 0 0 0 0 0 1.5 0 0 1.2 0 0 0 0 0 0 80 0 0 1 0.8 Loughberry Road S Excelsior Ave Excelsior Spring Ave Excelsior Ave From North From East From South From West Start Time Right Thru Peds App.Total Right Thru Peds App.Total Right Thru Peds App.Total Right Thru Peds App.Total Int.Total Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 0 0 0 0 0 39 6 0 45 5 0 13 14 32 41 0 0 0 41 118 05:00 PM 1 0 0 0 1 0 36 4 0 40 8 1 11 15 35 63 1 0 0 64 140 05:15 PM 1 0 0 0 1 0 38 8 0 46 7 0 11 8 26 67 1 0 0 68 141 05:30 PM 0 0 0 1 1 0 37 10 0 47 16 0 5 15 36 51 1 1 0 53 137 Total Volume 2 0 0 1 3 0 150 28 0 178 36 1 40 52 129 222 3 1 0 226 536 App.Total 66.7 0 0 33.3 0 84.3 15.7 0 27.9 0.8 31 40.3 98.2 1.3 0.4 0 PHF .500 .000 .000 .250 .750 .000 .962 .700 .000 .947 .563 .250 .769 .867 .896 .828 .750 .250 .000 .831 .950 Total Vehicles Southbound Westbound Northbound Eastbound Start Time U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds Int.Total Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns 07:00 0 6 0 20 0 0 0 1 8 0 0 0 1 0 0 0 20 3 0 0 59 7:15 AM 0 2 0 35 0 0 0 1 4 0 0 0 0 0 0 0 32 1 0 0 75 7:30 AM 0 4 0 59 0 0 0 5 10 0 0 0 0 0 0 0 37 2 0 0 117 7:45 AM 0 7 0 50 0 0 0 4 5 0 0 0 0 0 0 0 31 5 0 0 102 8:00 AM 0 1 0 36 0 0 0 4 7 0 0 0 0 0 1 0 26 5 0 1 81 8:15 AM 0 3 0 32 0 0 0 1 7 0 0 1 1 0 0 0 28 4 0 0 77 8:30 AM 0 0 0 30 0 0 0 3 4 0 0 0 0 0 0 0 32 1 0 0 70 8:45 AM 0 3 0 39 0 0 0 5 1 0 0 0 0 0 0 0 27 3 0 0 78 9:00 AM 0 1 0 34 0 0 0 5 4 0 0 0 0 0 0 0 34 4 0 0 82 9:15 AM 0 1 0 31 0 0 0 2 2 0 0 0 2 0 0 0 36 4 0 0 78 9:30 AM 0 4 0 36 0 0 0 5 4 0 0 0 0 0 0 0 19 4 0 0 72 9:45 AM 0 5 0 22 0 0 0 5 4 0 0 1 0 0 0 0 26 5 0 0 68 10:00 AM 0 5 1 21 0 0 0 0 4 0 0 0 0 0 0 1 31 3 0 0 66 10:15 AM 0 2 0 26 0 0 0 4 3 0 0 1 0 0 2 0 22 4 0 0 64 10:30 AM 0 1 0 23 0 0 0 1 5 0 0 0 0 0 0 0 21 3 0 0 54 10:45 AM 0 3 0 13 0 0 0 4 5 0 0 1 0 0 0 0 37 2 0 0 65 11:00 AM 1 3 0 15 0 0 0 3 4 1 0 1 0 0 0 0 31 0 0 0 59 11:15 AM 0 3 0 24 0 0 0 4 2 0 0 0 0 0 0 0 26 3 0 0 62 11:30 AM 0 4 0 21 0 0 0 1 3 0 0 0 0 0 1 1 46 3 0 0 80 11:45 AM 0 5 0 16 0 0 0 1 5 0 0 0 0 0 0 0 51 4 0 0 82 12:00 PM 0 3 0 26 1 0 0 4 6 0 0 0 0 0 0 0 39 5 0 0 84 12:15 PM 0 4 0 28 0 0 0 3 3 0 0 0 0 0 0 0 35 2 0 0 75 12:30 PM 0 5 0 20 0 0 0 5 3 0 0 0 0 0 0 0 50 6 0 0 89 12:45 PM 0 7 0 39 0 0 0 2 4 0 0 1 1 0 0 1 38 6 0 0 99 1:00 PM 0 11 0 23 0 0 0 2 2 0 0 1 0 0 0 0 314 0 0 74 1:15 PM 0 5 0 23 0 0 0 6 6 0 0 0 2 0 0 0 35 4 0 0 81 1:30 PM 0 3 0 21 0 0 0 3 3 0 0 0 0 0 2 0 63 5 0 2 102 1:45 PM 0 2 0 32 0 0 0 4 4 0 0 0 0 0 3 0 29 2 0 0 76 2:00 PM 0 5 1 16 0 0 0 0 10 0 0 0 0 0 3 0 48 3 1 0 87 2:15 PM 0 4 0 23 0 0 1 4 4 0 0 0 1 1 0 0 34 9 1 0 82 2:30 PM 0 5 0 25 0 0 0 5 9 0 0 0 0 0 0 0 45 1 0 0 90 2:45 PM 0 3 0 31 0 0 0 2 2 0 0 1 0 0 0 0 49 3 0 0 91 3:00 PM 0 4 0 42 0 0 0 1 4 2 0 1 1 0 2 1 45 2 0 0 105 3:15 PM 0 2 0 34 0 0 0 3 8 0 0 1 0 0 0 0 55 7 0 1 111 3:30 PM 0 7 0 31 0 0 0 0 10 0 0 1 0 0 2 0 59 2 0 1 113 3:45 PM 0 8 0 30 0 0 0 6 3 0 0 1 1 0 0 0 44 1 1 0 95 4:00 PM 0 7 0 27 0 0 0 4 3 0 0 0 1 1 0 0 50 3 0 0 96 4:15 PM 0 6 1 46 0 0 0 6 5 0 0 1 0 0 0 1 53 4 0 0 123 4:30 PM 0 5 2 26 0 0 0 1 2 0 0 1 0 0 0 0 59 2 0 0 98 4:45 PM 0 5 0 40 0 0 0 3 0 0 0 1 0 0 0 0 39 4 0 0 92 5:00 PM 0 12 0 32 1 0 0 5 6 0 0 2 0 0 0 0 61 5 0 0 124 5:15 PM 0 7 0 40 0 0 0 7 2 0 0 0 0 0 0 1 62 11 0 0 130 5:30 PM 0 6 0 39 0 0 0 5 3 1 0 0 2 0 1 0 59 10 0 1 127 5:45 PM 0 10 0 30 0 0 0 5 6 0 0 0 0 0 0 0 33 9 0 0 93 6:00 PM 0 6 0 29 0 0 0 2 4 0 0 2 4 0 0 0 39 6 0 0 92 6:15 PM 0 5 0 24 0 0 0 3 6 0 0 0 0 1 0 1 35 5 0 0 80 6:30 PM 0 7 1 24 0 0 0 3 3 0 0 1 1 0 0 0 50 2 0 0 92 6:45 PM 0 4 0 24 0 0 0 0 6 0 0 0 2 0 0 1 28 4 0 0 69 7:00 PM 0 7 0 18 0 0 0 1 2 0 0 1 0 0 0 0 31 2 0 0 62 7:15 PM 0 4 0 22 0 0 0 1 2 0 0 3 1 0 0 0 22 5 0 0 60 7:30 PM 0 4 0 17 0 0 0 0 5 0 0 3 2 0 0 0 26 7 0 0 64 7:45 PM 0 6 0 14 0 0 0 6 0 0 0 1 5 0 0 0 9 7 0 0 48 Peak Hour Summary Excelsior Ave+Veterans Way Count Date: 03.20.18 Veterans Way Excelsior Ave VFW ParkingLot Excelsior Ave Southbound Westbound Northbound Eastbound Start Time U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds Int.Total Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns AM Peak Hour: From 7:45 AM to 8:45 AM 7:45 AM 0 7 0 50 0 0 0 4 5 0 0 0 0 0 0 0 31 5 0 0 102 8:00 AM 0 1 0 36 0 0 0 4 7 0 0 0 0 0 1 0 26 5 0 1 81 8:15 AM 0 3 0 32 0 0 0 1 7 0 0 1 1 0 0 0 28 4 0 0 77 8:30 AM 0 0 0 30 0 0 0 3 4 0 0 0 0 0 0 0 32 1 0 0 70 Total Vol. 0 11 0 148 0 0 0 12 23 0 0 1 1 0 1 0 117 15 0 1 330 PHF 0.39 0.74 0.75 0.82 0.25 0.25 0.25 0.91 0.75 0.25 0.81 Trucks 0 2 0 6 0 0 0 0 3 0 0 0 0 0 0 0 5 0 0 0 16 Trucks 18.2%4.1% 0.0% 13.0%0.0% 0.0% 0.0% 4.3% 0.0% 0.0% 4.8% Veterans Way Excelsior Ave VFW ParkingLot Excelsior Ave Southbound Westbound Northbound Eastbound Start Time U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds U Left Straight Right Bikes/Peds Int.Total Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns PM Peak Hour: From 5:00 PM to 6:00 PM 5:00 PM 0 12 0 32 1 0 0 5 6 0 0 2 0 0 0 0 61 5 0 0 124 5:15 PM 0 7 0 40 0 0 0 7 2 0 0 0 0 0 0 1 62 11 0 0 130 5:30 PM 0 6 0 39 0 0 0 5 3 1 0 0 2 0 1 0 59 10 0 1 127 5:45 PM 0 10 0 30 0 0 0 5 6 0 0 0 0 0 0 0 33 9 0 0 93 Total Vol. 0 35 0 141 1 0 0 22 17 1 0 2 2 0 1 1 215 35 0 1 474 PHF 0.73 0.88 0.25 0.79 0.71 0.25 0.25 0.25 0.25 0.25 0.87 0.80 0.25 0.91 Trucks 0 1 0 2 0 0 0 1 0 0 0 0 0 0 0 0 2 0 0 0 6 Trucks 2.9% 1.4% 0.0%4.5% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.9% 0.0% 0.0% 1.3% Greenman-Pedersen, Inc. 80 Wolf Road, Suite 300 Albany, NY, 12205 518)-453-9431 Route 50 & Veterans Way/ Gick Rd Saratoga Springs, New York, 12866 Project No 20150xx.00 Groups Printed-Autos-Single Unit TruckslBuses-Tractor Trailers Gick Rd Route 50 Veterans Way From North From East From South Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right T 07:00 AM 14 7 39 0 60 9 147 11 0 167 15 1 2 0 18 0 07:15 AM 10 13 60 0 83 8 158 17 1 184 22 2 2 0 26 0 07:30 AM 13 24 58 3 98 13 213 17 0 243 14 4 0 0 18 2 07:45 AM 20 25 56 0 101 9 232 18 0 259 17 4 2 0 23 2 Total 57 69 213 3 342 39 750 63 1 853 68 11 6 0 85 4 08:00 AM 14 12 39 1 66 13 174 16 0 203 34 5 1 0 40 2 08:15 AM 11 18 42 0 71 16 201 25 0 242 26 2 3 0 31 2 08:30 AM 7 4 48 0 59 10 168 11 0 189 24 11 1 1 37 1 08:45 AM 12 14 28 0 54 14 191 24 0 229 26 11 1 1 39 1 Total 44 48 157 1 250 53 734 76 0 863 110 29 6 2 147 6 Grand Total 101 117 370 4 592 92 1484 139 1 1716 178 40 12 2 232 10 1 Apprch% 17.1 19.8 62.5 0.7 5.4 86.5 8.1 0.1 76.7 17.2 5.2 0.9 0.8 9 Total% 2.7 3.1 9.8 0.1 15.6 2.4 39.2 3.7 0 45.3 4.7 1.1 0.3 0.1 6.1 0.3 3 Autos 101 116 370 2 589 92 1408 131 1 1632 171 40 11 0 222 9 1 Autos 100 99.1 100 50 99.5 100 94.9 94.2 100 95.1 96.1 100 91.7 0 95.7 90 9 Single Unit Trucks/Buses 0 1 0 2 3 0 45 7 0 52 4 0 1 2 7 0 Sln9le UnitTroaks/B ses 0 0.9 0 50 0.5 0 3 5 0 3 2.2 0 8.3 100 3 0 Tractor Trailers 0 0 0 0 0 0 31 1 0 32 3 0 0 0 3 1 Tractor Trailers 0 0 0 0 0 0 2.1 0.7 0 1.9 1.7 0 0 0 1.3 10 Greenman-Pedersen, Ina. 80 Wolf Road, Suite 300 Albany, NY, 12205 518)-453-9431 Route 50 & Veterans Way/ Gick Rd Saratoga Springs, New York, 12866 Project No 20150xx.00 Gick Rd Route 50 Veterans Way From North From East From South Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right T Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 13 24 58 3 98 13 213 17 0 243 14 4 0 0 18 2 07:45 AM 20 25 56 0 101 9 232 18 0 259 17 4 2 0 23 2 08:00 AM 14 12 39 1 66 13 174 16 0 203 34 5 1 0 40 2 08:15 AM 11 18 42 0 71 16 201 25 0 242 26 2 3 0 31 2 Total Volume 58 79 195 4 336 51 820 76 0 947 91 15 6 0 112 8 1 App.Total 17.3 23.5 58 1.2 5.4 86.6 8 0 81.2 13.4 5.4 0 1.3 9 PHF .725 .790 .841 .333 .832 .797 .884 .760 .000 .914 .669 .750 .500 .000 .700 1.00 .E Greenman-Pedersen, Inc. 80 Wolf Road, Suite 300 Albany, NY, 12205 518)-453-9431 Route 50 & Veterans Way/Gick Rd Saratoga Springs, New York, 12866 Project No 20150xx.00 Groups Printed-Autos-Single Unit Trucks/Buses-Tractor Trailers Gick Rd Route 50 Veterans Way From North From East From South Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right T 04:00 PM 15 6 27 0 48 22 233 21 0 276 33 14 0 0 47 1 04:15 PM 10 9 16 3 38 39 200 24 0 263 48 14 3 0 65 2 04:30 PM 12 13 17 0 42 35 229 22 0 286 24 20 2 0 46 2 04:45 PM 11 18 26 0 55 35 230 23 0 288 29 5 0 0 34 1 Total 48 46 86 3 183 131 892 90 0 1113 134 53 5 0 192 6 11 05:00 PM 9 21 18 0 48 30 189 26 0 245 41 28 3 0 72 3 05:15 PM 5 13 23 0 41 32 228 24 0 284 38 20 1 0 59 3 05:30 PM 11 17 21 0 49 46 231 28 0 305 26 17 4 0 47 1 05:45 PM 7 18 21 0 46 29 223 24 0 276 24 21 1 0 46 2 Total 32 69 83 0 184 137 871 102 0 1110 129 86 9 0 224 9 1 Grand Total 80 115 169 3 367 268 1763 192 0 2223 263 139 14 0 416 15 11 Apprch% 21.8 31.3 46 0.8 12.1 79.3 8.6 0 63.2 33.4 3.4 0 0.7 9 Total% 1.6 2.3 3.3 0.1 7.3 5.3 34.9 3.8 0 44 5.2 2.8 0.3 0 8.2 0.3 3 Autos 79 115 169 0 363 268 1730 186 0 2184 258 139 13 0 410 15 11 Autos 98.8 100 100 0 98.9 100 98.1 96.9 0 98.2 98.1 100 92.9 0 98.6 100 9 Single Unit Trucks/Buses 1 0 0 3 4 0 8 5 0 13 4 0 1 0 5 0 Sln9le UnATrucks/Buses 1.2 0 0 100 1.1 0 0.5 2.6 0 0.6 1.5 0 7.1 0 1.2 0 Tractor Trailers 0 0 0 0 0 0 25 1 0 26 1 0 0 0 1 0 Tractor Trailers 0 0 0 0 0 0 1.4 0.5 0 1.2 0.4 0 0 0 0.2 0 Greenman-Pedersen, Ina. 80 Wolf Road, Suite 300 Albany, NY, 12205 518)-453-9431 Route 50 & Veterans Way/Gick Rd Saratoga Springs, New York, 12866 Project No 20150xx.00 Gick Rd Route 50 Veterans Way From North From East From South Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right T Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 15 6 27 0 48 22 233 21 0 276 33 14 0 0 47 1 04:15 PM 10 9 16 3 38 39 200 24 0 263 48 14 3 0 65 2 04:30 PM 12 13 17 0 42 35 229 22 0 286 24 20 2 0 46 2 04:45 PM 11 18 26 0 55 35 230 23 0 288 29 5 0 0 34 1 Total Volume 48 46 86 3 183 131 892 90 0 1113 134 53 5 0 192 6 11 App.Total 26.2 25.1 47 1.6 11.8 80.1 8.1 0 69.8 27.6 2.6 0 0.5 9 PHF .800 .639 .796 .250 .832 .840 .957 .938 .000 .966 .698 .663 .417 .000 .738 .750 .$ Saratoga Greenbelt Project Saratoga Springs, NY Traffic Growth Rate Projection August 6, 2018 Historic Count Data US Route 9 11) Adjacent to Excelsior Year AADT 1992 16280 1998 14060 2001 17810 2004 19793 Using Fitted Curve Formula: 2007 18368 Average Annual Growth Rate Trend: 0.96% 2011 18872 Assumed Annual Growth for Study:1.0% AADT History - US Route 9 25000 — 20000 15000 y=206.73x-396380 AADT 10000 — 5000 — 0 1990 1995 2000 2005 2010 2015 Notes: 1) Count Station Location on Route 9,600 feet north of Rock Rd. MULTI-USE DEVELOPMENT Analyst: MRW TRIP GENERATION Devi Date:10/2/2020 AND INTERNAL CAPTURE SUMMARY Alternative: New Development Only-Full Buildout LAND USE A: Commercial ITE Land Use Code: 820 Size: 37.6 kSF Exit to External 13 Total Internal External Enter 22 2 20 Exit 13 0 13 20 Total 35 2 33 Enter from External 100%6% 94% Demand Demand Demand Demand 14% 2 17% 4 0% 0 4% 1 Balanced Balanced Balanced Balanced 0 1 0 1 Demand Demand Demand Demand 2% 0 1% 1 0% 0 14% 2 LAND USE B: Residential LAIN ITE Land Use Code: 220 ITE Land Use Code: Size: 155 Units Size: 60 Exit to External Demand Balanced Demand 57 Total Internal External 0% 0 0 0% 0 Total Ir Enter 17 0 17 4 Enter 17 Exit 58 1 57 Exit 11 17 Total 75 1 74 0% 0 0 0% 0 Total 28 Enter from External 100%1% 99% Demand Balanced Demand 100% NET EXTERNAL TRIPS FOR MULTI-USE DEVELOPMENT LAND USE A LAND USE B LAND USE C 7 ENTER 20 17 17 EXIT 13 57 10 TOTAL 33 74 27 SINGLE-USE TRIP GEN.ESTIMATE 35 75 28 Source:Trip Generation Handbook(Chapter 6, MULTI-USE DEVELOPMENT Analyst: MRW TRIP GENERATION Devi Date:10/2/2020 AND INTERNAL CAPTURE SUMMARY Alternative: New Development Only-Full Buildout LAND USE A: Commercial ITE Land Use Code: 820 Size: 37.6 kSF Exit to External 52 Total Internal External Enter 68 8 60 Exit 75 23 52 60 Total 143 31 112 Enter from External 100% 22%78% Demand Demand Demand Demand 26% 20 10% 7 5% 4 2% 1 Balanced Balanced Balanced Balanced 20 7 3 1 Demand Demand Demand Demand 46% 27 42% 15 17% 3 16% 3 LAND USE B: Residential LAN ITE Land Use Code: 220 ITE Land Use Code: Size: 155 Units Size: 60 Exit to External Demand Balanced Demand 27 Total Internal External 0% 0 0 2% 0 Total Ir Enter 59 20 39 4 Enter 18 Exit 35 8 27 Exit 18 39 Total 94 28 66 3% 1 1 12% 2 Total 36 Enter from External 100% 30%70% Demand Balanced Demand 100% NET EXTERNAL TRIPS FOR MULTI-USE DEVELOPMENT LAND USE A LAND USE 8 LAND USE C 1 ENTER 60 39 14 EXIT 52 27 17 TOTAL 112 66 31 SINGLE-USE TRIP GEN.ESTIMATE 143 94 36 Source:Trip Generation Handbook(Chapter 6, Excelsior Park I Saratoga Springs, New York APPENDIX D Capacity and Traffic Analysis Sheets Traffic Impact Study GPIOctober2020 GPI#ALB-2020106.00 Lanes, Volumes, Timings 100: East Ave & Excelsior Ave 2020 Existing AM Peak Hour Conditions Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume(vph) 37 161 11 94 220 25 19 120 94 16 52 34 Future Volume(vph) 37 161 11 94 220 25 19 120 94 16 52 34 Satd. Flow(prot)1745 1754 0 1616 1826 0 0 1918 0 0 1987 0 Flt Permitted 0.551 0.631 0.975 0.935 Satd. Flow(perm) 1012 1754 0 1073 1826 0 0 1878 0 0 1873 0 Satd. Flow(RTOR) 7 12 38 28 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles(%) 0% 3% 13% 8% 2% 7% 0% 1% 5% 4% 4% 0% Shared Lane Traffic(%) Lane Group Flow(vph) 44 202 0 111 288 0 0 274 0 0 120 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 6 8 4 Total Split(s) 60.0 60.0 60.0 60.0 30.0 30.0 30.0 30.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 30.0 30.0 30.0 30.0 25.0 25.0 Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.38 0.38 v/c Ratio 0.09 0.25 0.22 0.34 0.37 0.16 Control Delay 10.6 11.3 12.1 12.1 14.0 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.6 11.3 12.1 12.1 14.0 11.0 LOS B B B B B B Approach Delay 11.2 12.1 14.0 11.0 Approach LOS B B B B Queue Length 50th(ft) 9 44 25 66 64 23 Queue Length 95th(ft) 24 77 51 107 109 49 Internal Link Dist(ft) 378 594 511 433 Turn Bay Length (ft) 70 125 Base Capacity(vph) 856 1485 907 1546 745 737 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.14 0.12 0.19 0.37 0.16 Intersection Summary Cycle Length:90 Actuated Cycle Length: 65 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.37 Intersection Signal Delay: 12.2 Intersection LOS: B Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period(min) 15 Splits and Phases: 100: East Ave&Excelsior Ave 0;2,2 lir 04 60 s k 30 s 1 0.6 At0.E: 60s E 30s I Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 200: Excelsior Ave & Marion Ave 2020 Existing AM Peak Hour Conditions Intersection Intersection Delay,s/veh 11.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i Traffic Vol,veh/h 147 119 5 3 155 42 10 4 0 27 6 160 Future Vol,veh/h 147 119 5 3 155 42 10 4 0 27 6 160 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 3 5 0 0 5 9 40 0 0 19 33 9 Mvmt Flow 179 145 6 4 189 51 12 5 0 33 7 195 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 12.3 10.4 9.8 10.9 HCM LOS B B A B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %71% 54% 1% 14% Vol Thru, % 29% 44% 78% 3% Vol Right, %0% 2% 21% 83% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 14 271 200 193 LT Vol 10 147 3 27 Through Vol 4 119 155 6 RT Vol 0 5 42 160 Lane Flow Rate 17 330 244 235 Geometry Grp 1 1 1 1 Degree of Util(X)0.031 0.459 0.329 0.336 Departure Headway(Hd)6.622 5.005 4.855 5.136 Convergence,Y/N Yes Yes Yes Yes Cap 544 711 732 692 Service Time 4.622 3.092 2.948 3.233 HCM Lane V/C Ratio 0.031 0.464 0.333 0.34 HCM Control Delay 9.8 12.3 10.4 10.9 HCM Lane LOS A B B B HCM 95th-tile Q 0.1 2.4 1.4 1.5 Excelsior Park Traffic Study Synchro 10 Report HCM 6th TWSC 300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2020 Existing AM Peak Hour Conditions Intersection Int Delay,s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 0 117 29 41 141 1 53 1 37 3 2 4 Future Vol,veh/h 0 117 29 41 141 1 53 1 37 3 2 4 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 1 1 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, % 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 0 3 2 1 3 0 3 0 0 0 0 0 Mvmt Flow 0 136 34 48 164 1 62 1 43 3 2 5 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 165 0 0 170 0 0 417 414 154 437 431 165 Stage 1 153 153 - 261 261 - Stage 2 264 261 - 176 170 - Critical Hdwy 4.1 - - 4.11 - - 7.13 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 6.13 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 6.13 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.209 - - 3.527 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1426 - - 1413 - - 544 532 897 533 520 885 Stage 1 847 775 - 748 696 - Stage 2 739 696 - 831 762 - Platoon blocked, % Mov Cap-1 Maneuver 1426 - - 1413 - - 524 512 896 492 501 885 Mov Cap-2 Maneuver - - - - - - 524 512 - 492 501 - Stage 1 847 775 - 748 670 - Stage 2 705 670 - 789 762 - Approach EB WB NB SB HCM Control Delay,s 0 1.7 11.9 10.9 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 630 1426 - - 1413 - - 616 HCM Lane V/C Ratio 0.168 - - - 0.034 - - 0.017 HCM Control Delay(s) 11.9 0 - - 7.6 0 - 10.9 HCM Lane LOS B A - - A A - B HCM 95th %tile Q(veh) 0.6 0 - - 0.1 - - 0.1 Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 400: Excelsior Ave & Veterans Way 2020 Existing AM Peak Hour Conditions Intersection Intersection Delay,s/veh 8.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44 Traffic Vol,veh/h 135 22 0 0 22 37 1 1 0 17 0 160 Future Vol,veh/h 135 22 0 0 22 37 1 1 0 17 0 160 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 4 0 0 0 0 13 0 0 0 18 0 4 Mvmt Flow 167 27 0 0 27 46 1 1 0 21 0 198 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.3 7.7 7.9 8.9 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %50% 86% 0% 10% Vol Thru, % 50% 14% 37% 0% Vol Right, %0% 0% 63% 90% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 2 157 59 177 LT Vol 1 135 0 17 Through Vol 1 22 22 0 RT Vol 0 0 37 160 Lane Flow Rate 2 194 73 219 Geometry Grp 1 1 1 1 Degree of Util(X)0.003 0.254 0.086 0.262 Departure Headway(Hd)4.882 4.716 4.252 4.315 Convergence,Y/N Yes Yes Yes Yes Cap 732 762 842 833 Service Time 2.915 2.742 2.281 2.336 HCM Lane V/C Ratio 0.003 0.255 0.087 0.263 HCM Control Delay 7.9 9.3 7.7 8.9 HCM Lane LOS A A A A HCM 95th-tile Q 0 1 0.3 1.1 Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2020 Existing AM Peak Hour Conditions Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 li lit Traffic Volume(vph) 19 639 10 85 862 53 10 18 145 205 82 61 Future Volume(vph) 19 639 10 85 862 53 10 18 145 205 82 61 Satd. Flow(prot)1678 3349 0 1711 3390 0 0 1592 0 0 1701 0 Flt Permitted 0.950 0.950 0.973 0.683 Satd. Flow(perm) 1678 3349 0 1711 3390 0 0 1554 0 0 1197 0 Satd. Flow(RTOR) 1 5 154 9 Confl. Peds.(#/hr) 4 4 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(%) 4% 4% 4% 2% 2% 2% 2% 2% 2% 2% 2% 2% Shared Lane Traffic(%) Lane Group Flow(vph) 20 691 0 90 973 0 0 184 0 0 370 0 Turn Type Prot NA Prot NA Perm NA pm+pt NA Protected Phases 5 2 1 6 4 3 8 Permitted Phases 4 8 Total Split(s) 20.0 62.0 20.0 62.0 35.0 35.0 23.0 58.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 10.3 42.2 12.0 49.9 43.3 43.3 Actuated g/C Ratio 0.09 0.39 0.11 0.46 0.40 0.40 v/c Ratio 0.13 0.53 0.48 0.62 0.26 0.77 Control Delay 54.2 30.5 59.0 27.3 6.4 40.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.2 30.5 59.0 27.3 6.4 40.5 LOS D C E C A D Approach Delay 31.2 30.0 6.4 40.5 Approach LOS C C A D Queue Length 50th(ft) 14 213 63 253 13 218 Queue Length 95th(ft) 43 309 128 438 61 382 Internal Link Dist(ft) 668 783 627 280 Turn Bay Length (ft) 100 100 Base Capacity(vph) 238 1812 243 1836 719 606 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.38 0.37 0.53 0.26 0.61 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 108.7 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.77 Intersection Signal Delay:30.2 Intersection LOS: C Intersection Capacity Utilization 103.3% ICU Level of Service G Analysis Period(min) 15 Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 CC,_ amu,2 I C.4 y.3 20s 152s F¢35s 2.7!,3 1 f v Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 100: East Ave & Excelsior Ave 2030 No-Build AM Peak Hour Conditions I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume(vph) 41 181 12 106 250 28 21 133 105 19 57 38 Future Volume(vph) 41 181 12 106 250 28 21 133 105 19 57 38 Satd. Flow(prot)1745 1757 0 1616 1826 0 0 1918 0 0 1987 0 Flt Permitted 0.511 0.616 0.972 0.926 Satd. Flow(perm)939 1757 0 1048 1826 0 0 1872 0 0 1855 0 Satd. Flow(RTOR) 7 12 38 28 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles(%) 0% 3% 13% 8% 2% 7% 0% 1% 5% 4% 4% 0% Shared Lane Traffic(%) Lane Group Flow(vph) 48 227 0 125 327 0 0 305 0 0 134 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 6 8 4 Total Split(s) 60.0 60.0 60.0 60.0 30.0 30.0 30.0 30.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 30.0 30.0 30.0 30.0 25.0 25.0 Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.38 0.38 v/c Ratio 0.11 0.28 0.26 0.39 0.41 0.18 Control Delay 10.9 11.6 12.6 12.7 14.7 11.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.9 11.6 12.6 12.7 14.7 11.3 LOS B B B B B B Approach Delay 11.5 12.7 14.7 11.3 Approach LOS B B B B Queue Length 50th(ft) 10 51 29 77 74 27 Queue Length 95th(ft) 26 86 57 122 123 55 Internal Link Dist(ft) 378 594 511 433 Turn Bay Length (ft) 70 125 Base Capacity(vph) 794 1487 886 1546 743 730 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.15 0.14 0.21 0.41 0.18 Intersection Summary Cycle Length:90 Actuated Cycle Length: 65 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.41 Intersection Signal Delay: 12.8 Intersection LOS: B Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period(min) 15 Splits and Phases: 100: East Ave&Excelsior Ave 0;2,2 lir 04 60 s k 30 s 1 0.6 At0.E: 60s E 30s I Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 200: Excelsior Ave & Marion Ave 2030 No-Build AM Peak Hour Conditions Intersection Intersection Delay,s/veh 12.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44 Traffic Vol,veh/h 162 136 6 3 179 49 11 4 0 31 7 177 Future Vol,veh/h 162 136 6 3 179 49 11 4 0 31 7 177 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 3 5 0 0 5 9 40 0 0 19 33 9 Mvmt Flow 198 166 7 4 218 60 13 5 0 38 9 216 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 14.4 11.6 10.3 12.1 HCM LOS B B B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %73% 53% 1% 14% Vol Thru, % 27% 45% 77% 3% Vol Right, %0% 2% 21% 82% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 15 304 231 215 LT Vol 11 162 3 31 Through Vol 4 136 179 7 RT Vol 0 6 49 177 Lane Flow Rate 18 371 282 262 Geometry Grp 1 1 1 1 Degree of Util(X)0.035 0.543 0.402 0.398 Departure Headway(Hd)6.969 5.272 5.141 5.471 Convergence,Y/N Yes Yes Yes Yes Cap 513 686 699 658 Service Time 5.025 3.303 3.175 3.508 HCM Lane V/C Ratio 0.035 0.541 0.403 0.398 HCM Control Delay 10.3 14.4 11.6 12.1 HCM Lane LOS B B B B HCM 95th-tile Q 0.1 3.3 1.9 1.9 Excelsior Park Traffic Study Synchro 10 Report HCM 6th TWSC 300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2030 No-Build AM Peak Hour Conditions Intersection Int Delay,s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 0 139 32 45 159 1 59 1 41 3 2 4 Future Vol,veh/h 0 139 32 45 159 1 59 1 41 3 2 4 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 1 1 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, % 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 0 3 2 1 3 0 3 0 0 0 0 0 Mvmt Flow 0 162 37 52 185 1 69 1 48 3 2 5 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 186 0 0 199 0 0 474 471 182 496 489 186 Stage 1 181 181 - 290 290 - Stage 2 293 290 - 206 199 - Critical Hdwy 4.1 - - 4.11 - - 7.13 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 6.13 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 6.13 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.209 - - 3.527 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1401 - - 1379 - - 499 494 866 487 482 861 Stage 1 818 754 - 722 676 - Stage 2 713 676 - 801 740 - Platoon blocked, % Mov Cap-1 Maneuver 1401 - - 1379 - - 479 473 865 444 462 861 Mov Cap-2 Maneuver - - - - - - 479 473 - 444 462 - Stage 1 818 754 - 722 648 - Stage 2 677 648 - 755 740 - Approach EB WB NB SB HCM Control Delay,s 0 1.7 12.7 11.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 585 1401 - - 1379 - - 572 HCM Lane V/C Ratio 0.201 - - - 0.038 - - 0.018 HCM Control Delay(s) 12.7 0 - - 7.7 0 - 11.4 HCM Lane LOS B A - - A A - B HCM 95th %tile Q(veh) 0.7 0 - - 0.1 - - 0.1 Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 400: Excelsior Ave & Veterans Way 2030 No-Build AM Peak Hour Conditions Intersection Intersection Delay,s/veh 9.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44 Traffic Vol,veh/h 158 25 0 0 24 41 1 1 0 19 0 180 Future Vol,veh/h 158 25 0 0 24 41 1 1 0 19 0 180 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 4 0 0 0 0 13 0 0 0 18 0 4 Mvmt Flow 195 31 0 0 30 51 1 1 0 23 0 222 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.9 7.9 8.1 9.3 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %50% 86% 0% 10% Vol Thru, % 50% 14% 37% 0% Vol Right, %0% 0% 63% 90% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 2 183 65 199 LT Vol 1 158 0 19 Through Vol 1 25 24 0 RT Vol 0 0 41 180 Lane Flow Rate 2 226 80 246 Geometry Grp 1 1 1 1 Degree of Util(X)0.003 0.301 0.097 0.301 Departure Headway(Hd)5.027 4.798 4.366 4.416 Convergence,Y/N Yes Yes Yes Yes Cap 710 748 819 813 Service Time 3.072 2.831 2.404 2.444 HCM Lane V/C Ratio 0.003 0.302 0.098 0.303 HCM Control Delay 8.1 9.9 7.9 9.3 HCM Lane LOS A A A A HCM 95th-tile Q 0 1.3 0.3 1.3 Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2030 No-Build AM Peak Hour Conditions I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 Traffic Volume(vph) 21 706 11 97 953 59 11 20 169 227 91 67 Future Volume(vph) 21 706 11 97 953 59 11 20 169 227 91 67 Satd. Flow(prot)1678 3349 0 1711 3390 0 0 1591 0 0 1703 0 Flt Permitted 0.950 0.950 0.972 0.653 Satd. Flow(perm) 1678 3349 0 1711 3390 0 0 1551 0 0 1145 0 Satd. Flow(RTOR) 1 5 179 9 Confl. Peds.(#/hr) 4 4 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(%) 4% 4% 4% 2% 2% 2% 2% 2% 2% 2% 2% 2% Shared Lane Traffic(%) Lane Group Flow(vph) 22 763 0 103 1077 0 0 213 0 0 409 0 Turn Type Prot NA Prot NA Perm NA pm+pt NA Protected Phases 5 2 1 6 4 3 8 Permitted Phases 4 8 Total Split(s) 20.0 62.0 20.0 62.0 35.0 35.0 23.0 58.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 10.1 43.7 12.6 52.8 50.6 50.6 Actuated g/C Ratio 0.08 0.36 0.10 0.43 0.41 0.41 v/c Ratio 0.16 0.64 0.59 0.73 0.28 0.85 Control Delay 58.9 35.9 67.8 34.0 6.7 50.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.9 35.9 67.8 34.0 6.7 50.6 LOS E D E C A D Approach Delay 36.5 37.0 6.7 50.6 Approach LOS D D A D Queue Length 50th(ft) 17 270 79 413 15 275 Queue Length 95th(ft) 48 344 149 498 72 535 Internal Link Dist(ft) 668 783 627 280 Turn Bay Length (ft) 100 100 Base Capacity(vph) 207 1575 211 1597 748 505 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.48 0.49 0.67 0.28 0.81 Intersection Summary 111101.11111.11.1111111111111111 Cycle Length: 140 Actuated Cycle Length: 122 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.85 Intersection Signal Delay:36.5 Intersection LOS: D Intersection Capacity Utilization 103.3% ICU Level of Service G Analysis Period(min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 N_ amu, I C.4 3 20s 152s 3,335syir fir 0.E. Lanes, Volumes, Timings 100: East Ave & Excelsior Ave 2030 Build Condition AMPeak Hour I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume(vph) 41 192 12 114 266 32 21 133 110 22 57 38 Future Volume(vph) 41 192 12 114 266 32 21 133 110 22 57 38 Satd. Flow(prot)1745 1757 0 1616 1823 0 0 1916 0 0 1987 0 Flt Permitted 0.487 0.602 0.972 0.911 Satd. Flow(perm)894 1757 0 1024 1823 0 0 1869 0 0 1826 0 Satd. Flow(RTOR) 6 12 39 27 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles(%) 0% 3% 13% 8% 2% 7% 0% 1% 5% 4% 4% 0% Shared Lane Traffic(%) Lane Group Flow(vph) 48 240 0 134 351 0 0 310 0 0 138 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 6 8 4 Total Split(s) 60.0 60.0 60.0 60.0 30.0 30.0 30.0 30.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 30.0 30.0 30.0 30.0 25.0 25.0 Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.38 0.38 v/c Ratio 0.12 0.29 0.28 0.41 0.42 0.19 Control Delay 11.0 11.9 12.9 13.1 14.8 11.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.0 11.9 12.9 13.1 14.8 11.5 LOS B B B B B B Approach Delay 11.7 13.1 14.8 11.5 Approach LOS B B B B Queue Length 50th(ft) 10 54 31 84 75 28 Queue Length 95th(ft) 26 91 61 132 124 57 Internal Link Dist(ft) 378 594 511 433 Turn Bay Length (ft) 70 125 Base Capacity(vph) 756 1487 866 1544 742 718 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.16 0.15 0.23 0.42 0.19 Intersection Summary Cycle Length:90 Actuated Cycle Length: 65 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.42 Intersection Signal Delay: 13.0 Intersection LOS: B Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period(min) 15 Splits and Phases: 100: East Ave&Excelsior Ave 0;2,2 lir 04 60 s k 30 s 1 0.6 At0.E: 60s E 30s I Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 200: Excelsior Ave & Marion Ave 2030 Build Condition AM Peak Hour Intersection Intersection Delay,s/veh 13.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ r Traffic Vol,veh/h 162 155 6 3 207 53 11 4 0 34 7 177 Future Vol,veh/h 162 155 6 3 207 53 11 4 0 34 7 177 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 3 5 0 0 5 9 40 0 0 19 33 9 Mvmt Flow 198 189 7 4 252 65 13 5 0 41 9 216 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 15.8 12.8 10.5 12.7 HCM LOS C B B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %73% 50% 1% 16% Vol Thru, % 27% 48% 79% 3% Vol Right, %0% 2% 20% 81% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 15 323 263 218 LT Vol 11 162 3 34 Through Vol 4 155 207 7 RT Vol 0 6 53 177 Lane Flow Rate 18 394 321 266 Geometry Grp 1 1 1 1 Degree of Util(X)0.037 0.587 0.466 0.417 Departure Headway(Hd)7.196 5.367 5.228 5.648 Convergence,Y/N Yes Yes Yes Yes Cap 496 670 686 635 Service Time 5.269 3.409 3.273 3.697 HCM Lane V/C Ratio 0.036 0.588 0.468 0.419 HCM Control Delay 10.5 15.8 12.8 12.7 HCM Lane LOS B C B B HCM 95th-tile Q 0.1 3.8 2.5 2.1 Excelsior Park Traffic Study Synchro 10 Report HCM 6th TWSC 300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2030 Build Condition AM Peak Hour Intersection Int Delay,s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 0 161 32 49 191 1 59 1 44 3 2 4 Future Vol,veh/h 0 161 32 49 191 1 59 1 44 3 2 4 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 1 1 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, % 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 0 3 2 1 3 0 3 0 0 0 0 0 Mvmt Flow 0 187 37 57 222 1 69 1 51 3 2 5 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 223 0 0 224 0 0 546 543 207 570 561 223 Stage 1 206 206 - 337 337 - Stage 2 340 337 - 233 224 - Critical Hdwy 4.1 - - 4.11 - - 7.13 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 6.13 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 6.13 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.209 - - 3.527 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1358 - - 1351 - - 447 450 839 435 439 822 Stage 1 794 735 - 681 645 - Stage 2 673 645 - 775 722 - Platoon blocked, % Mov Cap-1 Maneuver 1358 - - 1351 - - 426 428 838 392 418 822 Mov Cap-2 Maneuver - - - - - - 426 428 - 392 418 - Stage 1 794 735 - 681 614 - Stage 2 635 614 - 726 722 - Approach EB WB NB SB HCM Control Delay,s 0 1.6 13.6 12.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 538 1358 - - 1351 - - 520 HCM Lane V/C Ratio 0.225 - - - 0.042 - - 0.02 HCM Control Delay(s) 13.6 0 - - 7.8 0 - 12.1 HCM Lane LOS B A - - A A - B HCM 95th %tile Q(veh) 0.9 0 - - 0.1 - - 0.1 Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 400: Excelsior Ave & Veterans Way 2030 Build Condition AM Peak Hour Intersection Intersection Delay,s/veh 10.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44 Traffic Vol,veh/h 158 50 0 0 60 84 1 1 0 50 0 180 Future Vol,veh/h 158 50 0 0 60 84 1 1 0 50 0 180 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 4 0 0 0 0 13 0 0 0 18 0 4 Mvmt Flow 195 62 0 0 74 104 1 1 0 62 0 222 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 10.9 9 8.6 10.8 HCM LOS B A A B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %50% 76% 0% 22% Vol Thru, % 50% 24% 42% 0% Vol Right, %0% 0% 58% 78% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 2 208 144 230 LT Vol 1 158 0 50 Through Vol 1 50 60 0 RT Vol 0 0 84 180 Lane Flow Rate 2 257 178 284 Geometry Grp 1 1 1 1 Degree of Util(X)0.004 0.359 0.226 0.379 Departure Headway(Hd)5.436 5.033 4.586 4.811 Convergence,Y/N Yes Yes Yes Yes Cap 651 709 777 744 Service Time 3.534 3.098 2.655 2.874 HCM Lane V/C Ratio 0.003 0.362 0.229 0.382 HCM Control Delay 8.6 10.9 9 10.8 HCM Lane LOS A B A B HCM 95th-tile Q 0 1.6 0.9 1.8 Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2030 Build Condition AMPeak Hour I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 Traffic Volume(vph) 21 706 14 125 953 59 15 20 208 227 91 67 Future Volume(vph) 21 706 14 125 953 59 15 20 208 227 91 67 Satd. Flow(prot)1678 3345 0 1711 3390 0 0 1587 0 0 1703 0 Flt Permitted 0.950 0.950 0.965 0.614 Satd. Flow(perm) 1678 3345 0 1711 3390 0 0 1536 0 0 1077 0 Satd. Flow(RTOR) 2 5 195 9 Confl. Peds.(#/hr) 4 4 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(%) 4% 4% 4% 2% 2% 2% 2% 2% 2% 2% 2% 2% Shared Lane Traffic(%) Lane Group Flow(vph) 22 766 0 133 1077 0 0 258 0 0 409 0 Turn Type Prot NA Prot NA Perm NA pm+pt NA Protected Phases 5 2 1 6 4 3 8 Permitted Phases 4 8 Total Split(s) 20.0 62.0 20.0 62.0 35.0 35.0 23.0 58.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 10.0 43.2 13.6 53.0 53.1 53.1 Actuated g/C Ratio 0.08 0.35 0.11 0.42 0.43 0.43 v/c Ratio 0.16 0.66 0.72 0.75 0.34 0.88 Control Delay 59.0 37.8 76.0 35.1 8.2 55.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.0 37.8 76.0 35.1 8.2 55.3 LOS E D E D A E Approach Delay 38.4 39.6 8.2 55.3 Approach LOS D D A E Queue Length 50th(ft) 17 278 102 413 29 286 Queue Length 95th(ft) 48 346 206 498 99 560 Internal Link Dist(ft) 668 783 627 280 Turn Bay Length (ft) 100 100 Base Capacity(vph) 202 1531 206 1559 765 463 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.50 0.65 0.69 0.34 0.88 Intersection Summary 661111111111.1111.11 Cycle Length: 140 Actuated Cycle Length: 124.9 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.88 Intersection Signal Delay:38.6 Intersection LOS: D Intersection Capacity Utilization 103.3% ICU Level of Service G Analysis Period(min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 CC'_ n 2 li.{.'- y.3 20s 152s F 35s y3,3 ir fir 0.E. Lanes, Volumes, Timings 200: Excelsior Ave & Marion Ave 2030 Build Condition AM Peak Hour(with Improvements) lI Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume(vph) 162 155 6 3 207 53 11 4 0 34 7 177 Future Volume(vph) 162 155 6 3 207 53 11 4 0 34 7 177 Satd. Flow(prot) 0 1898 0 0 1850 0 0 1565 0 0 1657 0 Flt Permitted 0.696 0.996 0.772 0.945 Satd. Flow(perm) 0 1349 0 0 1844 0 0 1252 0 0 1579 0 Satd. Flow(RTOR) 2 30 216 Confl. Peds.(#/hr) 6 6 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles(%) 3% 5% 0% 0% 5% 9% 40% 0% 0% 19% 33% 9% Shared Lane Traffic(%) Lane Group Flow(vph) 0 394 0 0 321 0 0 18 0 0 266 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 6 8 4 Total Split(s) 65.0 65.0 65.0 65.0 25.0 25.0 25.0 25.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 Act Effct Green (s)30.0 30.0 10.4 10.4 Actuated g/C Ratio 0.60 0.60 0.21 0.21 v/c Ratio 0.49 0.29 0.07 0.54 Control Delay 8.6 5.4 16.8 9.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 8.6 5.4 16.8 9.5 LOS A A B A Approach Delay 8.6 5.4 16.8 9.5 Approach LOS A A B A Queue Length 50th(ft) 54 34 4 12 Queue Length 95th(ft) 101 63 15 50 Internal Link Dist(ft) 594 1823 127 377 Turn Bay Length (ft) Base Capacity(vph) 1349 1844 496 757 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.29 0.17 0.04 0.35 Intersection Summary Cycle Length:90 Actuated Cycle Length: 50.4 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.54 Intersection Signal Delay:7.9 Intersection LOS:A Intersection Capacity Utilization 75.3% ICU Level of Service D Analysis Period(min) 15 Splits and Phases: 200: Excelsior Ave&Marion Ave 0:2, 2 1 0- 65s 1z5s 411- v D 665s r2Ss Ict Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2030 Build Condition AM Peak Hour(with Improvements) lI Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 iia r 43, Traffic Volume(vph) 21 706 14 125 953 59 15 20 208 227 91 67 Future Volume(vph) 21 706 14 125 953 59 15 20 208 227 91 67 Satd. Flow(prot)1678 3345 0 1711 3390 0 0 1763 1531 0 1703 0 Flt Permitted 0.950 0.950 0.833 0.798 Satd. Flow(perm) 1678 3345 0 1711 3390 0 0 1498 1531 0 1399 0 Satd. Flow(RTOR) 2 6 221 9 Confl. Peds.(#/hr) 4 4 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(%) 4% 4% 4% 2% 2% 2% 2% 2% 2% 2% 2% 2% Shared Lane Traffic(%) Lane Group Flow(vph) 22 766 0 133 1077 0 0 37 221 0 409 0 Turn Type Prot NA Prot NA Perm NA Perm pm+pt NA Protected Phases 5 2 1 6 4 3 8 Permitted Phases 4 4 8 Total Split(s) 15.0 56.0 24.0 65.0 45.0 45.0 45.0 15.0 60.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 10.2 42.5 13.7 56.1 37.2 37.2 37.2 Actuated g/C Ratio 0.09 0.39 0.13 0.52 0.34 0.34 0.34 v/c Ratio 0.14 0.59 0.62 0.62 0.07 0.33 0.85 Control Delay 54.6 30.2 60.7 23.8 24.8 4.7 49.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.6 30.2 60.7 23.8 24.8 4.7 49.4 LOS D C E C C A D Approach Delay 30.9 27.8 7.6 49.4 Approach LOS C C A D Queue Length 50th(ft) 14 207 84 224 16 0 244 Queue Length 95th(ft) 49 371 186 511 45 52 439 Internal Link Dist(ft) 668 783 627 280 Turn Bay Length (ft) 100 325 Base Capacity(vph) 157 1606 305 1915 604 749 728 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.48 0.44 0.56 0.06 0.30 0.56 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 108.7 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.85 Intersection Signal Delay:30.1 Intersection LOS: C Intersection Capacity Utilization 90.8% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 24s 56 s 5.it 15 s r 15s E65 rbc. F, Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 100: East Ave & Excelsior Ave 2020 Existing PM Peak Hour Conditions Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume(vph) 56 366 35 126 259 26 16 67 143 31 103 39 Future Volume(vph) 56 366 35 126 259 26 16 67 143 31 103 39 Satd. Flow(prot)1745 1792 0 1678 1857 0 0 1849 0 0 2047 0 Flt Permitted 0.539 0.418 0.976 0.919 Satd. Flow(perm)990 1792 0 736 1857 0 0 1811 0 0 1894 0 Satd. Flow(RTOR) 10 10 95 16 Confl. Peds.(#/hr) 3 3 1 9 9 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 0% 1% 0% 4% 1% 0% 0% 1% 0% 0% 1% 0% Shared Lane Traffic(%) Lane Group Flow(vph) 59 422 0 133 300 0 0 239 0 0 182 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 6 8 4 Total Split(s) 60.0 60.0 60.0 60.0 30.0 30.0 30.0 30.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 30.0 30.0 30.0 30.0 25.0 25.0 Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.38 0.38 v/c Ratio 0.13 0.51 0.39 0.35 0.32 0.25 Control Delay 11.0 14.7 15.9 12.3 9.6 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.0 14.7 15.9 12.3 9.6 13.5 LOS B B B B A B Approach Delay 14.2 13.4 9.6 13.5 Approach LOS B B A B Queue Length 50th(ft) 13 108 33 69 37 43 Queue Length 95th(ft) 32 181 75 120 82 83 Internal Link Dist(ft) 378 594 511 433 Turn Bay Length (ft) 70 125 Base Capacity(vph) 837 1517 622 1572 755 738 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.28 0.21 0.19 0.32 0.25 Intersection Summary 11111011.11111.1111.11111111111111 Cycle Length:90 Actuated Cycle Length: 65 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.51 Intersection Signal Delay: 13.0 Intersection LOS: B Intersection Capacity Utilization 80.1% ICU Level of Service D Analysis Period(min) 15 Splits and Phases: 100: East Ave&Excelsior Ave 0;2,2 illr 0 60s fiViCis Iry 60s Kis•s Ict Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 200: Excelsior Ave & Marion Ave 2020 Existing PM Peak Hour Conditions Intersection Intersection Delay,s/veh 21.6 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 614 Traffic Vol,veh/h 255 233 36 8 154 56 20 12 24 57 8 183 Future Vol,veh/h 255 233 36 8 154 56 20 12 24 57 8 183 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 0 2 0 0 3 0 0 0 0 0 0 0 Mvmt Flow 277 253 39 9 167 61 22 13 26 62 9 199 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 30.7 12.1 10.4 13.2 HCM LOS D B B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %36% 49% 4% 23% Vol Thru, % 21% 44% 71% 3% Vol Right, % 43% 7% 26% 74% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 56 524 218 248 LT Vol 20 255 8 57 Through Vol 12 233 154 8 RT Vol 24 36 56 183 Lane Flow Rate 61 570 237 270 Geometry Grp 1 1 1 1 Degree of Util(X)0.112 0.845 0.371 0.432 Departure Headway(Hd)6.595 5.341 5.642 5.765 Convergence,Y/N Yes Yes Yes Yes Cap 547 672 633 620 Service Time 4.595 3.404 3.727 3.848 HCM Lane V/C Ratio 0.112 0.848 0.374 0.435 HCM Control Delay 10.4 30.7 12.1 13.2 HCM Lane LOS B D B B HCM 95th-tile Q 0.4 9.4 1.7 2.2 Excelsior Park Traffic Study Synchro 10 Report HCM 6th TWSC 300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2020 Existing PM Peak Hour Conditions Intersection Int Delay,s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 0 257 58 31 176 0 42 1 40 0 0 2 Future Vol,veh/h 0 257 58 31 176 0 42 1 40 0 0 2 Conflicting Peds,#/hr 1 0 0 0 0 1 0 0 1 0 0 1 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, % 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 1 0 0 2 0 0 0 0 0 0 0 Mvmt Flow 0 271 61 33 185 0 44 1 42 0 0 2 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 186 0 0 332 0 0 555 554 303 576 584 187 Stage 1 302 302 - 252 252 - Stage 2 253 252 - 324 332 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1401 - - 1239 - - 445 443 741 431 426 860 Stage 1 712 668 - 757 702 - Stage 2 756 702 - 692 648 - Platoon blocked, % Mov Cap-1 Maneuver 1400 - - 1239 - - 433 429 740 396 413 858 Mov Cap-2 Maneuver - - - - - - 433 429 - 396 413 - Stage 1 712 668 - 756 680 - Stage 2 731 680 - 651 648 - Approach EB WB NB SB HCM Control Delay,s 0 1.2 12.9 9.2 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 541 1400 - - 1239 - - 858 HCM Lane V/C Ratio 0.161 - - - 0.026 - - 0.002 HCM Control Delay(s) 12.9 0 - - 8 0 - 9.2 HCM Lane LOS B A - - A A - A HCM 95th %tile Q(veh) 0.6 0 - - 0.1 - - 0 Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 400: Excelsior Ave & Veterans Way 2020 Existing PM Peak Hour Conditions Intersection Intersection Delay,s/veh 10.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 614 Traffic Vol,veh/h 248 49 0 0 42 31 2 2 0 48 0 163 Future Vol,veh/h 248 49 0 0 42 31 2 2 0 48 0 163 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 1 0 0 0 5 0 0 0 0 3 0 2 Mvmt Flow 273 54 0 0 46 34 2 2 0 53 0 179 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 11.3 8.3 8.4 9.4 HCM LOS B A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %50% 84% 0% 23% Vol Thru, % 50% 16% 58% 0% Vol Right, %0% 0% 42% 77% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 4 297 73 211 LT Vol 2 248 0 48 Through Vol 2 49 42 0 RT Vol 0 0 31 163 Lane Flow Rate 4 326 80 232 Geometry Grp 1 1 1 1 Degree of Util(X)0.006 0.428 0.104 0.29 Departure Headway(Hd)5.273 4.722 4.667 4.51 Convergence,Y/N Yes Yes Yes Yes Cap 675 760 764 795 Service Time 3.334 2.764 2.72 2.548 HCM Lane V/C Ratio 0.006 0.429 0.105 0.292 HCM Control Delay 8.4 11.3 8.3 9.4 HCM Lane LOS A B A A HCM 95th-tile Q 0 2.2 0.3 1.2 Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2020 Existing PM Peak Hour Conditions Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 li Traffic Volume(vph) 38 1108 14 147 937 138 12 60 209 90 50 50 Future Volume(vph) 38 1108 14 147 937 138 12 60 209 90 50 50 Satd. Flow(prot)1728 3448 0 1728 3389 0 0 1633 0 0 1705 0 Flt Permitted 0.950 0.950 0.984 0.582 Satd. Flow(perm) 1728 3448 0 1728 3389 0 0 1610 0 0 1016 0 Satd. Flow(RTOR) 1 14 95 15 Confl. Peds.(#/hr) 3 3 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Shared Lane Traffic(%) Lane Group Flow(vph) 40 1181 0 155 1131 0 0 296 0 0 201 0 Turn Type Prot NA Prot NA Perm NA pm+pt NA Protected Phases 5 2 1 6 4 3 8 Permitted Phases 4 8 Total Split(s) 20.0 62.0 20.0 62.0 35.0 35.0 23.0 58.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 10.5 45.1 14.1 55.5 33.1 33.1 Actuated g/C Ratio 0.10 0.42 0.13 0.52 0.31 0.31 v/c Ratio 0.24 0.82 0.69 0.64 0.53 0.62 Control Delay 54.0 34.0 63.3 23.3 24.5 39.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.0 34.0 63.3 23.3 24.5 39.7 LOS D C E C C D Approach Delay 34.6 28.1 24.5 39.7 Approach LOS C C C D Queue Length 50th(ft) 24 346 92 292 105 102 Queue Length 95th(ft) 73 565 252 504 221 216 Internal Link Dist(ft) 668 783 627 280 Turn Bay Length (ft) 100 100 Base Capacity(vph) 246 1864 246 1870 583 518 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.63 0.63 0.60 0.51 0.39 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 107.5 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.82 Intersection Signal Delay:31.2 Intersection LOS: C Intersection Capacity Utilization 103.3% ICU Level of Service G Analysis Period(min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 CC'_ li. C.4 y.3 20s 152s F¢35s 23s ir fir Cv Lanes, Volumes, Timings 100: East Ave & Excelsior Ave 2030 No-Build PM Peak Hour Conditions I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume(vph) 62 411 39 140 293 29 18 74 161 35 114 43 Future Volume(vph) 62 411 39 140 293 29 18 74 161 35 114 43 Satd. Flow(prot)1745 1792 0 1678 1857 0 0 1846 0 0 2047 0 Flt Permitted 0.499 0.369 0.973 0.911 Satd. Flow(perm)916 1792 0 650 1857 0 0 1804 0 0 1878 0 Satd. Flow(RTOR) 10 10 96 16 Confl. Peds.(#/hr) 3 3 1 9 9 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 0% 1% 0% 4% 1% 0% 0% 1% 0% 0% 1% 0% Shared Lane Traffic(%) Lane Group Flow(vph) 65 474 0 147 339 0 0 266 0 0 202 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 6 8 4 Total Split(s) 60.0 60.0 60.0 60.0 30.0 30.0 30.0 30.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 30.0 30.0 30.0 30.0 25.0 25.0 Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.38 0.38 v/c Ratio 0.15 0.57 0.49 0.39 0.35 0.28 Control Delay 11.4 15.8 19.2 12.9 10.5 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.4 15.8 19.2 12.9 10.5 13.9 LOS B B B B B B Approach Delay 15.3 14.8 10.5 13.9 Approach LOS B B B B Queue Length 50th(ft) 14 127 38 81 44 49 Queue Length 95th(ft) 36 210 91 138 94 92 Internal Link Dist(ft) 378 594 511 433 Turn Bay Length (ft) 70 125 Base Capacity(vph) 775 1517 550 1572 752 732 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.31 0.27 0.22 0.35 0.28 Intersection Summary 11111116 Cycle Length:90 Actuated Cycle Length: 65 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.57 Intersection Signal Delay: 14.1 Intersection LOS: B Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period(min) 15 Splits and Phases: 100: East Ave&Excelsior Ave 0;2,2 illr 0 60s fiViCis Iry 60s Kis•s Ict Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 200: Excelsior Ave & Marion Ave 2030 No-Build PM Peak Hour Conditions Intersection Intersection Delay,s/veh 36.9 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 614 Traffic Vol,veh/h 282 267 40 9 180 64 22 13 27 65 9 202 Future Vol,veh/h 282 267 40 9 180 64 22 13 27 65 9 202 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 0 2 0 0 3 0 0 0 0 0 0 0 Mvmt Flow 307 290 43 10 196 70 24 14 29 71 10 220 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 59.4 14.1 11.2 15.6 HCM LOS F B B C Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %35% 48% 4% 24% Vol Thru, % 21% 45% 71% 3% Vol Right, % 44% 7% 25% 73% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 62 589 253 276 LT Vol 22 282 9 65 Through Vol 13 267 180 9 RT Vol 27 40 64 202 Lane Flow Rate 67 640 275 300 Geometry Grp 1 1 1 1 Degree of Util(X)0.132 1 0.46 0.514 Departure Headway(Hd)7.044 5.621 6.019 6.167 Convergence,Y/N Yes Yes Yes Yes Cap 507 640 597 585 Service Time 5.107 3.718 4.064 4.198 HCM Lane V/C Ratio 0.132 1 0.461 0.513 HCM Control Delay 11.2 59.4 14.1 15.6 HCM Lane LOS B F B C HCM 95th-tile Q 0.5 15.4 2.4 2.9 Excelsior Park Traffic Study Synchro 10 Report HCM 6th TWSC 300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2030 No-Build PM Peak Hour Conditions Intersection Int Delay,s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 0 292 64 34 208 0 46 1 44 0 0 2 Future Vol,veh/h 0 292 64 34 208 0 46 1 44 0 0 2 Conflicting Peds,#/hr 1 0 0 0 0 1 0 0 1 0 0 1 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, % 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 1 0 0 2 0 0 0 0 0 0 0 Mvmt Flow 0 307 67 36 219 0 48 1 46 0 0 2 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 220 0 0 374 0 0 634 633 342 657 666 221 Stage 1 341 341 - 292 292 - Stage 2 293 292 - 365 374 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1361 - - 1196 - - 395 400 705 381 383 824 Stage 1 678 642 - 720 675 - Stage 2 719 675 - 658 621 - Platoon blocked, % Mov Cap-1 Maneuver 1360 - - 1196 - - 384 386 704 345 370 822 Mov Cap-2 Maneuver - - - - - - 384 386 - 345 370 - Stage 1 678 642 - 719 651 - Stage 2 692 651 - 613 621 - Approach EB WB NB SB HCM Control Delay,s 0 1.1 14.1 9.4 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 492 1360 - - 1196 - - 822 HCM Lane V/C Ratio 0.195 - - - 0.03 - - 0.003 HCM Control Delay(s) 14.1 0 - - 8.1 0 - 9.4 HCM Lane LOS B A - - A A - A HCM 95th %tile Q(veh) 0.7 0 - - 0.1 - - 0 Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 400: Excelsior Ave & Veterans Way 2030 No-Build PM Peak Hour Conditions Intersection Intersection Delay,s/veh 11.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 614 Traffic Vol,veh/h 281 55 0 0 48 34 2 2 0 53 0 192 Future Vol,veh/h 281 55 0 0 48 34 2 2 0 53 0 192 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 1 0 0 0 5 0 0 0 0 3 0 2 Mvmt Flow 309 60 0 0 53 37 2 2 0 58 0 211 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 12.6 8.6 8.6 10.2 HCM LOS B A A B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %50% 84% 0% 22% Vol Thru, % 50% 16% 59% 0% Vol Right, %0% 0% 41% 78% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 4 336 82 245 LT Vol 2 281 0 53 Through Vol 2 55 48 0 RT Vol 0 0 34 192 Lane Flow Rate 4 369 90 269 Geometry Grp 1 1 1 1 Degree of Util(X)0.007 0.496 0.121 0.347 Departure Headway(Hd)5.484 4.838 4.84 4.642 Convergence,Y/N Yes Yes Yes Yes Cap 646 742 733 770 Service Time 3.572 2.897 2.917 2.696 HCM Lane V/C Ratio 0.006 0.497 0.123 0.349 HCM Control Delay 8.6 12.6 8.6 10.2 HCM Lane LOS A B A B HCM 95th-tile Q 0 2.8 0.4 1.6 Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2030 No-Build PM Peak Hour Conditions I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 I lit Traffic Volume(vph) 42 1224 15 175 1035 152 13 66 238 99 55 55 Future Volume(vph) 42 1224 15 175 1035 152 13 66 238 99 55 55 Satd. Flow(prot)1728 3448 0 1728 3389 0 0 1632 0 0 1705 0 Flt Permitted 0.950 0.950 0.984 0.543 Satd. Flow(perm) 1728 3448 0 1728 3389 0 0 1608 0 0 948 0 Satd. Flow(RTOR) 1 14 99 15 Confl. Peds.(#/hr) 3 3 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Shared Lane Traffic(%) Lane Group Flow(vph) 44 1304 0 184 1249 0 0 334 0 0 220 0 Turn Type Prot NA Prot NA Perm NA pm+pt NA Protected Phases 5 2 1 6 4 3 8 Permitted Phases 4 8 Total Split(s) 20.0 62.0 20.0 62.0 35.0 35.0 23.0 58.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 10.6 50.8 15.3 59.1 39.4 39.4 Actuated g/C Ratio 0.09 0.42 0.13 0.49 0.33 0.33 v/c Ratio 0.29 0.90 0.84 0.75 0.57 0.69 Control Delay 62.4 43.0 85.2 30.9 27.1 45.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.4 43.0 85.2 30.9 27.1 45.4 LOS E D F C C D Approach Delay 43.7 37.9 27.1 45.4 Approach LOS D D C D Queue Length 50th(ft) 34 487 148 418 157 145 Queue Length 95th(ft) 79 #738 330 634 256 246 Internal Link Dist(ft) 668 783 627 280 Turn Bay Length (ft) 100 100 Base Capacity(vph) 219 1659 219 1709 600 432 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.79 0.84 0.73 0.56 0.51 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 120.8 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.90 Intersection Signal Delay:39.6 Intersection LOS: D Intersection Capacity Utilization 105.7% ICU Level of Service G Analysis Period(min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 CC'_ n2 li. C.-y.3 20s 152s 3,335syir fir 0.E. Lanes, Volumes, Timings 100: East Ave & Excelsior Ave 2030 Build Condition PMPeak Hour I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume(vph) 62 435 39 151 314 34 18 74 173 41 114 43 Future Volume(vph) 62 435 39 151 314 34 18 74 173 41 114 43 Satd. Flow(prot)1745 1794 0 1678 1855 0 0 1843 0 0 2048 0 Flt Permitted 0.471 0.346 0.974 0.893 Satd. Flow(perm)865 1794 0 609 1855 0 0 1800 0 0 1843 0 Satd. Flow(RTOR) 9 11 104 15 Confl. Peds.(#/hr) 3 3 1 9 9 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 0% 1% 0% 4% 1% 0% 0% 1% 0% 0% 1% 0% Shared Lane Traffic(%) Lane Group Flow(vph) 65 499 0 159 367 0 0 279 0 0 208 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 6 8 4 Total Split(s) 60.0 60.0 60.0 60.0 30.0 30.0 30.0 30.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 30.0 30.0 30.0 30.0 25.0 25.0 Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.38 0.38 v/c Ratio 0.16 0.60 0.57 0.43 0.37 0.29 Control Delay 11.6 16.5 22.5 13.3 10.4 14.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.6 16.5 22.5 13.3 10.4 14.2 LOS B B C B B B Approach Delay 16.0 16.1 10.4 14.2 Approach LOS B B B B Queue Length 50th(ft) 14 136 43 89 46 51 Queue Length 95th(ft) 36 225 107 151 97 96 Internal Link Dist(ft) 378 594 511 433 Turn Bay Length (ft) 70 125 Base Capacity(vph) 731 1519 515 1571 756 718 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.33 0.31 0.23 0.37 0.29 Intersection Summary Cycle Length:90 Actuated Cycle Length: 65 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.60 Intersection Signal Delay: 14.8 Intersection LOS: B Intersection Capacity Utilization 85.0% ICU Level of Service E Analysis Period(min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 100: East Ave&Excelsior Ave 0;2,2 illr 0 60 s fiViCi s I. At0:3 i51 s rt 3s.s I HCM 6th AWSC 200: Excelsior Ave & Marion Ave 2030 Build Condition PM Peak Hour Intersection Intersection Delay,s/veh 53.5 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 614 Traffic Vol,veh/h 282 309 40 9 217 69 22 13 27 71 9 202 Future Vol,veh/h 282 309 40 9 217 69 22 13 27 71 9 202 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 0 2 0 0 3 0 0 0 0 0 0 0 Mvmt Flow 307 336 43 10 236 75 24 14 29 77 10 220 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 91.1 16.6 11.8 17 HCM LOS F C B C Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %35% 45% 3% 25% Vol Thru, % 21% 49% 74% 3% Vol Right, % 44% 6% 23% 72% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 62 631 295 282 LT Vol 22 282 9 71 Through Vol 13 309 217 9 RT Vol 27 40 69 202 Lane Flow Rate 67 686 321 307 Geometry Grp 1 1 1 1 Degree of Util(X)0.135 1.104 0.542 0.536 Departure Headway(Hd)7.654 5.797 6.347 6.609 Convergence,Y/N Yes Yes Yes Yes Cap 471 624 571 549 Service Time 5.654 3.865 4.347 4.609 HCM Lane V/C Ratio 0.142 1.099 0.562 0.559 HCM Control Delay 11.8 91.1 16.6 17 HCM Lane LOS B F C C HCM 95th-tile Q 0.5 20.4 3.2 3.2 Excelsior Park Traffic Study Synchro 10 Report HCM 6th TWSC 300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2030 Build Condition PM Peak Hour Intersection Int Delay,s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 0 340 64 39 250 0 46 1 50 0 0 2 Future Vol,veh/h 0 340 64 39 250 0 46 1 50 0 0 2 Conflicting Peds,#/hr 1 0 0 0 0 1 0 0 1 0 0 1 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, % 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 1 0 0 2 0 0 0 0 0 0 0 Mvmt Flow 0 358 67 41 263 0 48 1 53 0 0 2 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 264 0 0 425 0 0 739 738 393 766 771 265 Stage 1 392 392 - 346 346 - Stage 2 347 346 - 420 425 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1312 - - 1145 - - 336 348 660 322 333 779 Stage 1 637 610 - 674 639 - Stage 2 673 639 - 615 590 - Platoon blocked, % Mov Cap-1 Maneuver 1311 - - 1145 - - 324 333 659 286 319 778 Mov Cap-2 Maneuver - - - - - - 324 333 - 286 319 - Stage 1 637 610 - 673 612 - Stage 2 642 612 - 564 590 - Approach EB WB NB SB HCM Control Delay,s 0 1.1 15.7 9.6 HCM LOS C A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 439 1311 - - 1145 - - 778 HCM Lane V/C Ratio 0.233 - - - 0.036 - - 0.003 HCM Control Delay(s) 15.7 0 - - 8.3 0 - 9.6 HCM Lane LOS C A - - A A - A HCM 95th %tile Q(veh) 0.9 0 - - 0.1 - - 0 Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 400: Excelsior Ave & Veterans Way 2030 Build Condition PM Peak Hour Intersection Intersection Delay,s/veh 14.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 614 Traffic Vol,veh/h 281 109 0 0 95 92 2 2 0 120 0 192 Future Vol,veh/h 281 109 0 0 95 92 2 2 0 120 0 192 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 1 0 0 0 5 0 0 0 0 3 0 2 Mvmt Flow 309 120 0 0 104 101 2 2 0 132 0 211 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 17.4 10.7 9.5 13.8 HCM LOS C B A B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %50% 72% 0% 38% Vol Thru, % 50% 28% 51% 0% Vol Right, %0% 0% 49% 62% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 4 390 187 312 LT Vol 2 281 0 120 Through Vol 2 109 95 0 RT Vol 0 0 92 192 Lane Flow Rate 4 429 205 343 Geometry Grp 1 1 1 1 Degree of Util(X)0.008 0.638 0.304 0.508 Departure Headway(Hd)6.374 5.36 5.33 5.339 Convergence,Y/N Yes Yes Yes Yes Cap 559 673 674 675 Service Time 4.441 3.395 3.372 3.379 HCM Lane V/C Ratio 0.007 0.637 0.304 0.508 HCM Control Delay 9.5 17.4 10.7 13.8 HCM Lane LOS A C B B HCM 95th-tile Q 0 4.6 1.3 2.9 Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2030 Build Condition PMPeak Hour I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 I lit Traffic Volume(vph) 42 1224 21 236 1035 152 18 66 291 99 55 55 Future Volume(vph) 42 1224 21 236 1035 152 18 66 291 99 55 55 Satd. Flow(prot)1728 3445 0 1728 3389 0 0 1624 0 0 1705 0 Flt Permitted 0.950 0.950 0.979 0.508 Satd. Flow(perm) 1728 3445 0 1728 3389 0 0 1593 0 0 887 0 Satd. Flow(RTOR) 1 14 114 15 Confl. Peds.(#/hr) 3 3 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Shared Lane Traffic(%) Lane Group Flow(vph) 44 1310 0 248 1249 0 0 394 0 0 220 0 Turn Type Prot NA Prot NA Perm NA pm+pt NA Protected Phases 5 2 1 6 4 3 8 Permitted Phases 4 8 Total Split(s) 20.0 62.0 20.0 62.0 35.0 35.0 23.0 58.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 10.7 52.1 15.3 60.6 43.4 43.4 Actuated g/C Ratio 0.08 0.41 0.12 0.48 0.34 0.34 v/c Ratio 0.30 0.92 1.19 0.76 0.63 0.70 Control Delay 65.1 47.3 168.9 33.4 29.0 46.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.1 47.3 168.9 33.4 29.0 46.4 LOS E D F C C D Approach Delay 47.9 55.8 29.0 46.4 Approach LOS D E C D Queue Length 50th(ft) 38 566 281 488 203 153 Queue Length 95th(ft) 79 #745 469 634 314 254 Internal Link Dist(ft) 668 783 627 280 Turn Bay Length (ft) 100 100 Base Capacity(vph) 209 1589 209 1650 632 388 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.82 1.19 0.76 0.62 0.57 Intersection Summary 1111.11.11111111116 Cycle Length: 140 Actuated Cycle Length: 126.1 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.19 Intersection Signal Delay: 49.1 Intersection LOS: D Intersection Capacity Utilization 109.2% ICU Level of Service H Analysis Period(min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2030 Build Condition PM Peak Hour Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 N_ I C.3 20 152s 1 35 s I 23s 1 c5 f...: s F62 s L585 a Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 200: Excelsior Ave & Marion Ave 2030 Build Condition PM Peak Hour(with Improvements) lI Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume(vph) 282 309 40 9 217 69 22 13 27 71 9 202 Future Volume(vph) 282 309 40 9 217 69 22 13 27 71 9 202 Satd. Flow(prot) 0 1944 0 0 1902 0 0 1915 0 0 1831 0 Flt Permitted 0.724 0.980 0.794 0.893 Satd. Flow(perm) 0 1436 0 0 1868 0 0 1547 0 0 1654 0 Satd. Flow(RTOR) 8 37 29 130 Confl. Peds.(#/hr) 4 1 1 4 2 1 1 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 0% 2% 0% 0% 3% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic(%) Lane Group Flow(vph) 0 686 0 0 321 0 0 67 0 0 307 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 6 8 4 Total Split(s) 65.0 65.0 65.0 65.0 25.0 25.0 25.0 25.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 Act Effct Green (s)39.0 39.0 13.5 13.5 Actuated g/C Ratio 0.62 0.62 0.21 0.21 v/c Ratio 0.77 0.27 0.19 0.67 Control Delay 15.8 5.5 17.1 22.7 Queue Delay 0.6 0.0 0.0 0.0 Total Delay 16.4 5.5 17.1 22.7 LOS B A B C Approach Delay 16.4 5.5 17.1 22.7 Approach LOS B A B C Queue Length 50th(ft) 144 37 10 51 Queue Length 95th(ft) 356 91 52 180 Internal Link Dist(ft) 594 1823 127 377 Turn Bay Length (ft) Base Capacity(vph) 1299 1692 536 639 Starvation Cap Reductn 277 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.67 0.19 0.13 0.48 Intersection Summary 11111111. Cycle Length:90 Actuated Cycle Length: 63 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.77 Intersection Signal Delay: 15.3 Intersection LOS: B Intersection Capacity Utilization 91.9% ICU Level of Service F Analysis Period(min) 15 Splits and Phases: 200: Excelsior Ave&Marion Ave 0:2, 2 1 0- 65s 1z5s 411- v D 665s r2Ss Ict Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2030 Build Condition PM Peak Hour(with Improvements) lI Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 I lit 4 F 43, Traffic Volume(vph) 42 1224 21 236 1035 152 18 66 291 99 55 55 Future Volume(vph) 42 1224 21 236 1035 152 18 66 291 99 55 55 Satd. Flow(prot)1728 3445 0 1728 3389 0 0 1798 1546 0 1705 0 Flt Permitted 0.950 0.950 0.921 0.806 Satd. Flow(perm) 1728 3445 0 1728 3389 0 0 1674 1546 0 1407 0 Satd. Flow(RTOR) 1 17 306 13 Confl. Peds.(#/hr) 3 3 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Shared Lane Traffic(%) Lane Group Flow(vph) 44 1310 0 248 1249 0 0 88 306 0 220 0 Turn Type Prot NA Prot NA Perm NA Perm pm+pt NA Protected Phases 5 2 1 6 4 3 8 Permitted Phases 4 4 8 Total Split(s) 15.0 63.0 30.0 78.0 32.0 32.0 32.0 15.0 47.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 10.1 51.0 21.6 66.1 28.6 28.6 28.6 Actuated g/C Ratio 0.09 0.44 0.19 0.57 0.25 0.25 0.25 v/c Ratio 0.29 0.87 0.78 0.65 0.21 0.50 0.62 Control Delay 59.9 37.2 63.6 19.6 39.3 7.3 47.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.9 37.2 63.6 19.6 39.3 7.3 47.3 LOS E D E B D A D Approach Delay 37.9 26.9 14.5 47.3 Approach LOS D C B D Queue Length 50th(ft) 32 460 179 327 55 0 146 Queue Length 95th(ft) 77 627 322 454 107 73 245 Internal Link Dist(ft) 668 783 627 280 Turn Bay Length (ft) 100 325 100 Base Capacity(vph) 150 1737 375 2157 411 610 521 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.75 0.66 0.58 0.21 0.50 0.42 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 116.4 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.87 Intersection Signal Delay:31.1 Intersection LOS: C Intersection Capacity Utilization 92.0% ICU Level of Service F Analysis Period(min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 s N- f41I-1 0ire 1.5s g78 47s a TRAFFIC SIGNAL WARRANT SUMMARY Project: Excelsior Ave and Marion Ave Condition: 2020 Estimated Condition(w/recent development) Location: Saratoga Springs,New York Date: October 5,2020 Major Street: Excelsior Ave Lanes: 1 Critical Approach Speed: 30 mph Minor Street: Marion Ave Lanes: 1 Volume Level Criteria 1. Is the critical speed of major street traffic greater than 40 mph? No 2. Is the intersection in a built-up area of an isolated community with population less than 10,000? No If either Question 1 or Question 2 is answered"Yes",then use the 70%volume level. Criteria used: 100% WARRANT 1-EIGHT HOUR VEHICULAR VOLUME Warrant 1 Satisfied: NO Warrant 1 is satisfied if EITHER Condition AOR Condition B is 100%satisfied. Warrant 1 is also satisfied if BOTH Condition A AND Condition B are satisfied to the 80%volume level. Condition 1A-Minimum Vehicular Volume Condition 1B-Interuption of Continuous Traffic Total Satisfied Hours(8 required) X indicates that criteria is met for specified condition) (X indicates that criteria is met for specified condition) 4 0 2 Minimum Volume Criteria: 500 150 400 120 750 75 600 60 Condition Condition 80%for Start Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. 1A 1B Both Time Volume' Volume2 100% 100% 80% 80% 100% 100% 80% 80% Satisfied Satisfied Satisfied 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 6:00 AM 401 170 X X X X X 7:00 AM 427 176 X X X X X 8:00 AM 433 210 X X X X X 9:00 AM 383 180 X X X X 10:00 AM 426 218 X X X X X 11:00 AM 492 237 X X X X X 12:00 PM 470 183 X X X X X 1:00 PM 534 227 X X X X X X 1 2:00 PM 582 235 X X X X X X 1 3:00 PM 607 249 X X X X X X X 1 1 4:00 PM 641 233 X X X X X X X 1 1 5:00 PM 439 206 X X X X X 6:00PM 316 110 X X 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 1 Major Street Volume is the total combined volume of both mainline approaches. 2 Minor Street volumes is the highest single side street approach volume. WARRANT 2-FOUR HOUR VEHICULAR VOLUME Warrant 2 Satisfied: NO Warrant is satisfied if four(4)or more hours satisfy the volume requirements depicted on the four hour warranting graph(see page 2). No.of Points Above Criteria Curve: 3 WARRANT 3-PEAK HOUR VEHICULAR VOLUME Warrant 3 Satisfied: NO Warrant is satisfied if any hour satisfy the volume requirements depicted on the peak hour warranting graph(see page 3),and ALL three of the following requirement are met. No.of Points Above Criteria Curve: 0 1. Total stopped time delay on Minor Street equals or exceeds 4 VHD(single lane)or 5 VHD(two lanes): n/a VHD Max. n/a 2. Volume on Minor Street equals or exceeds 100 vehicles(single lane)or 150 vehicles(two lanes): n/a 3. Total intersection volume serviced during the hour equals or exceeds 650 veh.(3-leg)or 800 veh.(4-leg or more): n/a Criteria Source:Manual on Uniform Traffic Control Devices,2009 Page 1 of 3 r Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume 500 - N N 400 s N N v cv 300 - a) 2 L Q' a lr sem__ 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 Major Street Total volume of both approaches, vph Note: Points on graph represent hourly volumes. Points above the respective curve satisfy warrant, points below do not satisfy warrant. Criteria Source: Manual on Uniform traffic Control Devices, 2009 r Figure 4C-3. Warrant 3, Peak Hour 600 500 - 400 - wo 300 - 200 - • 100 - 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street Total volume of both approaches,vph Note:Points on graph represent hourly volumes. Points above the respective curve satisfy warrant,points below do not satisfy warrant. Criteria Source: Manual on Uniform traffic Control Devices,2009 TRAFFIC SIGNAL WARRANT SUMMARY Project: Excelsior Ave and Marion Ave Condition: 2030 Projected No-Build Conditions Location: Saratoga Springs,New York Date: October 5,2020 Major Street: Excelsior Ave Lanes: 1 Critical Approach Speed: 30 mph Minor Street: Marion Ave Lanes: 1 Volume Level Criteria 1. Is the critical speed of major street traffic greater than 40 mph? No 2. Is the intersection in a built-up area of an isolated community with population less than 10,000? No If either Question 1 or Question 2 is answered"Yes",then use the 70%volume level. Criteria used: 100% WARRANT 1-EIGHT HOUR VEHICULAR VOLUME Warrant 1 Satisfied: NO Warrant 1 is satisfied if EITHER Condition AOR Condition B is 100%satisfied. Warrant 1 is also satisfied if BOTH Condition A AND Condition B are satisfied to the 80%volume level. Condition 1A-Minimum Vehicular Volume Condition 1B-Interuption of Continuous Traffic Total Satisfied Hours(8 required) X indicates that criteria is met for specified condition) (X indicates that criteria is met for specified condition) 6 1 4 Minimum Volume Criteria: 500 150 400 120 750 75 600 60 Condition Condition 80%for Start Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. 1A 1B Both Time Volume' Volume2 100% 100% 80% 80% 100% 100% 80% 80% Satisfied Satisfied Satisfied 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 6:00 AM 453 189 X X X X X 7:00 AM 483 195 X X X X X 8:00 AM 489 233 X X X X X 9:00 AM 433 200 X X X X X 10:00 AM 481 242 X X X X X 11:00 AM 556 263 X X X X X X 1 12:00 PM 531 203 X X X X X X 1 1:00 PM 603 252 X X X X X X X 1 1 2:00 PM 658 261 X X X X X X X 1 1 3:00 PM 686 276 X X X X X X X 1 1 4:00 PM 842 276 X X X X X X X X 1 1 1 5:00 PM 496 229 X X X X X 6:00 PM 357 122 X X X 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 1 Major Street Volume is the total combined volume of both mainline approaches. 2 Minor Street volumes is the highest single side street approach volume. WARRANT 2-FOUR HOUR VEHICULAR VOLUME Warrant 2 Satisfied: YES Warrant is satisfied if four(4)or more hours satisfy the volume requirements depicted on the four hour warranting graph(see page 2). No.of Points Above Criteria Curve: 5 WARRANT 3-PEAK HOUR VEHICULAR VOLUME Warrant 3 Satisfied: YES Warrant is satisfied if any hour satisfy the volume requirements depicted on the peak hour warranting graph(see page 3),and ALL three of the following requirement are met. No.of Points Above Criteria Curve: 1 1. Total stopped time delay on Minor Street equals or exceeds 4 VHD(single lane)or 5 VHD(two lanes): 8.0 VHD Max. Yes 2. Volume on Minor Street equals or exceeds 100 vehicles(single lane)or 150 vehicles(two lanes): If TWSC Yes 3. Total intersection volume serviced during the hour equals or exceeds 650 veh.(3-leg)or 800 veh.(4-leg or more): Yes Criteria Source:Manual on Uniform Traffic Control Devices,2009 Page 1 of 3 r Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume 500 - N N 400 s N N ccv300 - a) 222Q. LO N 4 C ft.`` lr sem__ 100 - 0 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 Major Street Total volume of both approaches, vph Note: Points on graph represent hourly volumes. Points above the respective curve satisfy warrant, points below do not satisfy warrant. Criteria Source: Manual on Uniform traffic Control Devices, 2009 r Figure 4C-3. Warrant 3, Peak Hour 600 500 - 400 - wo 300 - c E 200 - • . sS z-------- a 100 - 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street Total volume of both approaches,vph Note:Points on graph represent hourly volumes. Points above the respective curve satisfy warrant,points below do not satisfy warrant. Criteria Source: Manual on Uniform traffic Control Devices,2009 TRAFFIC SIGNAL WARRANT SUMMARY Project: Excelsior Ave and Marion Ave Condition: 2030 Projected Build Conditions Location: Saratoga Springs,New York Date: October 5,2020 Major Street: Excelsior Ave Lanes: 1 Critical Approach Speed: 30 mph Minor Street: Marion Ave Lanes: 1 Volume Level Criteria 1. Is the critical speed of major street traffic greater than 40 mph? No 2. Is the intersection in a built-up area of an isolated community with population less than 10,000? No If either Question 1 or Question 2 is answered"Yes",then use the 70%volume level. Criteria used: 100% WARRANT 1-EIGHT HOUR VEHICULAR VOLUME Warrant 1 Satisfied: YES Warrant 1 is satisfied if EITHER Condition AOR Condition B is 100%satisfied. Warrant 1 is also satisfied if BOTH Condition A AND Condition B are satisfied to the 80%volume level. Condition 1A-Minimum Vehicular Volume Condition 1B-Interuption of Continuous Traffic Total Satisfied Hours(8 required) X indicates that criteria is met for specified condition) (X indicates that criteria is met for specified condition) 10 2 5 Minimum Volume Criteria: 500 150 400 120 750 75 600 60 Condition Condition 80%for Start Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. 1A 1B Both Time Volume' Volume2 100% 100% 80% 80% 100% 100% 80% 80% Satisfied Satisfied Satisfied 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 6:00 AM 498 193 X X X X X 7:00 AM 531 199 X X X X X X 1 8:00 AM 538 238 X X X X X X 1 9:00 AM 476 204 X X X X X 10:00 AM 529 247 X X X X X X 1 11:00 AM 612 268 X X X X X X X 1 1 12:00 PM 584 207 X X X X X X 1 1:00 PM 663 257 X X X X X X X 1 1 2:00 PM 724 266 X X X X X X X 1 1 3:00 PM 755 282 X X X X X X X X 1 1 1 4:00 PM 926 282 X X X X X X X X 1 1 1 5:00 PM 546 234 X X X X X X 1 6:00 PM 393 124 X X X 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 1 Major Street Volume is the total combined volume of both mainline approaches. 2 Minor Street volumes is the highest single side street approach volume. WARRANT 2-FOUR HOUR VEHICULAR VOLUME Warrant 2 Satisfied: YES Warrant is satisfied if four(4)or more hours satisfy the volume requirements depicted on the four hour warranting graph(see page 2). No.of Points Above Criteria Curve: 5 WARRANT 3-PEAK HOUR VEHICULAR VOLUME Warrant 3 Satisfied: YES Warrant is satisfied if any hour satisfy the volume requirements depicted on the peak hour warranting graph(see page 3),and ALL three of the following requirement are met. No.of Points Above Criteria Curve: 1 1. Total stopped time delay on Minor Street equals or exceeds 4 VHD(single lane)or 5 VHD(two lanes): 16.2 VHD Max. Yes 2. Volume on Minor Street equals or exceeds 100 vehicles(single lane)or 150 vehicles(two lanes): If TWSC Yes 3. Total intersection volume serviced during the hour equals or exceeds 650 veh.(3-leg)or 800 veh.(4-leg or more): Yes Criteria Source:Manual on Uniform Traffic Control Devices,2009 Page 1 of 3 r Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume 500 - N N 400 s N c- uv cv300 - N O a i'... a 100 - 0 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 Major Street Total volume of both approaches, vph Note: Points on graph represent hourly volumes. Points above the respective curve satisfy warrant, points below do not satisfy warrant. Criteria Source: Manual on Uniform traffic Control Devices, 2009 r Figure 4C-3. Warrant 3, Peak Hour 600 500 - 400 - wo Q- 300 - 200 - + • 100 - 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street Total volume of both approaches,vph Note:Points on graph represent hourly volumes. Points above the respective curve satisfy warrant,points below do not satisfy warrant. Criteria Source: Manual on Uniform traffic Control Devices,2009 GPI Many Talents One Firm in o 11 o WI gpinet.com