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HomeMy WebLinkAbout20240348 1 Kaydeross West Site Plan Kaydeross Traffic Study 1-25-24 80 Wolf Road | Suite 300, Albany, NY 12205 | 518.453.9431 | gpinet.com 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. One Kaydeross Ave Site Expansion • Saratoga Springs, NY OWNER: Energy North Group 2 International Way Lawrence, MA 01843 Engineering | Design | Planning | Construction Management Traffic Impact Study January 2024 One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 T a b l e o f C o n t e n t s 1.0 Introduction ................................................................................................................. 1 2.0 Project Area .................................................................................................................. 1 3.0 Existing Conditions ...................................................................................................... 3 3.1 Existing Traffic Volumes .................................................................................................................... 3 3.2 Travel Speeds ........................................................................................................................................ 3 3.3 Sight Distance Evaluation ................................................................................................................. 3 3.4 Crash History ......................................................................................................................................... 5 4.0 Projected Traffic Conditions ...................................................................................... 7 4.1 Background Traffic Growth .............................................................................................................. 7 4.2 Site Generated Traffic ........................................................................................................................ 7 4.3 Trip Distribution ................................................................................................................................... 9 4.4 Build Condition Traffic Volumes .................................................................................................... 9 5.0 Operating Conditions ................................................................................................ 14 5.1 Capacity Analysis Description ....................................................................................................... 14 5.3 Results of Analysis ............................................................................................................................. 14 5.3.1 US Route 9 and Kaydeross Ave ........................................................................................... 15 5.3.2 US Route 9 and Site Entrance (future right-in/right-out access) ............................ 15 5.3.2 US Route 9 and Proposed North Site Driveway ............................................................ 16 5.3.2 Kaydeross Ave and West Site Driveway ........................................................................... 16 5.3.2 Kaydeross Ave and East Site Driveway ............................................................................. 16 5.3.2 Kaydeross Ave and Overflow Parking Access ................................................................. 16 6.0 Findings & Recommendations ................................................................................. 17 Appendices: A. Site Plan B. Traffic Counts/Data Collection C. Crash History Data D. Traffic Analysis Worksheets E. Capacity Analysis Output Sheets One Kaydeross Ave Site Expansion | Saratoga Springs, New York October 2015 GPI# ALB-2015200.00 L i s t o f T a b l e s Table 1 Sight Distance Summary ............................................................................................................... 4 Table 2 Trip Generation Summary ............................................................................................................ 8 Table 3 Level of Service Criteria ............................................................................................................... 14 Table 6 Level of Service Summary ........................................................................................................... 15 L i s t o f F i g u r e s Figure 1 Site Location Map ............................................................................................................................ 2 Figure 2 2023 Existing Condition Peak Hour Traffic Volumes .......................................................... 6 Figure 3 2024 Background Peak Condition Hour Traffic Volumes................................................ 10 Figure 4 Directional Distribution of New Site Traffic ......................................................................... 11 Figure 5 Trip Assignment for New Site Trips and Existing Trip Driveway Shift ........................ 12 Figure 6 2024 Build Condition Peak Hour Traffic Volumes ............................................................. 13 One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 p a g e 1 1.0 Introduction It is proposed to reconfigure and expand the existing PJ’s Bar-B-QSA site, located at the corner of US Route 9 and Kaydeross Avenue (1 Kaydeross Ave), to add a Marijuana Dispensary as a separate retail facility, approximately 4,000 square feet (sf) in area. This traffic impact study details the existing and build traffic conditions and analyzes the potential traffic impacts of the proposed expansion. It summarizes the findings of the analysis and provides mitigation recommendations, as appropriate. 2.0 Project Area The project site is located on the northeast corner of US Route 9 and Kaydeross Avenue in the City of Saratoga Springs, New York, as depicted on Figure 1 – Site Location Map. The property is 2.90 acres in size and has roughly 335’ of roadway frontage along US Route 9 and 315’ of frontage along Kaydeross Ave. US Route 9 adjacent to the site is a north -south five-lane roadway with two 11-foot-wide northbound lanes, two 11-foot-wide southbound lanes, a 10-foot-wide two-way-left-turn lane, a 10-foot-wide northbound shoulder and a 6- foot-wide southbound shoulder. Kaydeross Ave adjacent to the site is an east-west two- lane roadway, with 12-foot-wide lanes and no shoulders. The posted speed limit adjacent to the site is 55 mph along US Route 9 and 30 mph along Kaydeross Ave. The property is currently occupied by PJ’s BAR-B-QSA, a fast casual dining barbecue restaurant and bar that operates out of a 4,000+ sf building. At present the site can be accessed by three full access entrances on Kaydeross Avenue (one accessing the grass overflow parking area behind the site) and one full access entrance on US Route 9. There are two additional existing driveway curb cuts along US Route 9 (one near the north side of the building and the other at the northern edge of the site where a newly proposed driveway will be located). However, these access points are not for public use and are used mainly for off-peak deliveries. Site traffic is negligible at these two locations. The proposed expansion of the site includes the construction of a new 4,000+ sf marijuana dispensary and reconstruction of the site’s parking area to increase the number of spaces from 46 to 62. In addition, the number of entrances along Kaydeross Ave would be reduced to one full access, the entrance on Route 9 would be turned into a right-in/right- out only, and a new full access entrance would be constructed along US Route 9 at the location of an existing curb cut roughly 340’ feet north of Kaydeross Ave. The existing BBQ Restaurant and it’s 4,000 sf building would remain as is. A site plan for the proposed expansion can be found in Appendix A. The project area for the traffic analysis included the three site driveways that will exist in the proposed condition and the intersection of US Route 9 and Kaydeross Ave. Traffic outside this study area is expected to be minimal and will have no significant impact on traffic operations. 1 FIGURE NO.DATE:SCALE: N Construction Management Engineering Design Planning NO SCALE SITE LOCATION MAP JAN 2024 SARATOGA SPRINGS, NEW YORK 1 KAYDEROSS AVENUE TRAFFIC IMPACT ASSESSMENT SITE LOCATION One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 p a g e 3 3.0 Existing Conditions 3.1 Existing Traffic Volumes Vehicular traffic data was recorded by Greenman-Pedersen, Inc. (GPI) at the intersection of US Route 9 and Kaydeross Avenue, and at the site’s current entrances, during the morning (7:00 am – 9:00 am) and afternoon (4:00 pm – 6:00 pm) hours on Wednesday August 23, 2023. Based on the count data, it was determined that the weekday AM and PM peak hours are 7:30 am to 8:30 am and 4:45 pm to 5:45 pm, respectively. It should be noted that the evening count was conducted during one of the Site’s “Cruise Night” Car shows, and that the Saratoga Race Track and Saratoga Performing Arts Center (SPAC) were both hosting activities/events at the time, so traffic volumes along US Route 9 and in & out of the site were higher than typical. GPI reviewed NYSDOT seasonal adjustment factors to determine how the count data compared to average annual conditions. The adjustment factor for August (when the counts were conducted) is 1.065, which indicates that August traffic is generally about 6.5% higher than average annual conditions. However, to be conservative, the counted traffic volumes were not adjusted by a seasonal adjustment factor and all traffic analyses were performed using the higher roadway traffic to identify any possible impacts. These volumes are depicted on Figure 2 – “2023 Existing Peak Hour Traffic Volumes” and detailed traffic count data sheets are included in Appendix B. 3.2 Travel Speeds Travel speeds were measured in both the northbound and southbound directions along US Route 9 at the location of the proposed site entrance on August 24, 2023. The speed measurements were taken by radar gun and only the speeds of vehicles traveling at free flow speeds were recorded, per methodology discussed in the Manual of Transportation Engineering Studies published by ITE. Thirty speed readings in each direction were taken. The resulting data revealed that the average speed is 56.8 mph in the southbound direction and 54.0 mph in the northbound direction, while the 85th percentile speed, which is typically the design speed for the roadway, is 61.7 mph in the southbound direction and 58.7 mph in the northbound direction. A data sheet for the speed data collection is included in Appendix B. 3.3 Sight Distance Evaluation Sight distance measurements were taken on US Route 9 at the location of the proposed new site entrance (northern-most entrance) using the methodology and procedures outlined in A Policy on Geometric Design of Highways and Streets, 7th Edition, published by the American Association of State Highway and Transportation Officials (AASHTO). The general findings from conducting these measurements are as follows: One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 p a g e 4 Looking south from the site (to the left), the road is mostly straight with a slight curve to the east and downward sloped. Available sight distance extends beyond 1,000’ in this direction. Looking north from the site (to the right), the road curves to the east and slopes upward to a vertical crest limiting the available sight distance. From the proposed site entrance, the available sight distance in this direction is roughly 650’ feet. The available sight distance in each direction was compared to recommended minimum sight distance values shown in AASHTO’s A Policy on Geometric Design of Highways and Streets and the NYSDOT Highway Design Manual. The recommended values for this location, which are based on the design speed along each approach (65 mph southbound, 60 mph northbound based on current free flow travel speeds), are shown in the table below, along with the available sight distance for comparison. TABLE 1 – SIGHT DISTANCE SUMMARY Side Street Turn Movement Direction Available Sight Distance Design Speed (mph) Required Stopping Sight Distance Recommended Intersection Sight Distance Right Turn Looking Left (to the south) 1,000’+ 60 570’ 575’ Left Turn Looking Left (to the south) 1,000’+ 60 570’ 665’ Looking Right (to the north) 650’ 65 665’* 812’** * Required stopping distance adjusted for 1.5% downgrade. ** Required sight distance adjusted for crossing 3 travel lanes when making a left turn. As can be seen in the table, both the required stopping and recommended intersection sight distances are met looking left (to the south). However, when looking right (to the north), the sight distance appears limited and is just under the recommended stopping sight distance. This condition is mitigated though by the presence of the two-way-left- turn-lane, which allows for a two-stage left turn movement where a left turning vehicle first enters the two-way-left-turn-lane before continuing southbound on US Route 9. This type of turn movement allows vehicles to merge into oncoming traffic with far less sight distance. It should also be noted that the proposed sight entrance in question is the location of an existing curb cut and left turns are allowed currently from this location. One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 p a g e 5 3.4 Crash History A crash analysis was performed along US Route 9 within 500 feet of the site. The analysis reviewed the three-year period between March 31, 2020 and March 31, 2023 and the general findings are as follows (See Appendix C for crash details): • There were 11 crashes that occurred within the study area during the three-year period analyzed. Of these 11 crashes, 6 were property damage only and 5 resulted in personal injury. Crashes involving fixed objects accounted for more than half of the crashes, with speed, slippery pavement and driver inattention being the most common contributing factors. There was no significant crash pattern identified. • The crash rate along the studied segment of US Route 9 was found to be 2.07 Cr/MVM or roughly half the state-wide average of 3.95 Cr/MVM for comparable roadways. Overall, the crash data indicates this segment of US Route 9 operates with fewer crashes than would typically be expected and there are no crash patterns that would indicate a safety concern. 2 FIGURE NO.DATE:SCALE:Construction Management Engineering Design Planning NO SCALE KEY: XXX (XXX) = AM (PM) PEAK HOUR TRAFFIC VOLUMES N US ROUTE 9US ROUTE 9KAYDEROSS AVE W13 (64)930 (1143)0 (19)0 (5)0 (2)0 (9)10 (30) 0 (0) 0 (6) 0 (8)0 (12)935 (1149)0 (8)660 (1047)16 (75) 0 (12) 16 (56) 0 (21) 16 (43) 0 (32) 10 (25) 0 (1) 10 (17) 0 (1)3 (23)657 (1030)5 (21) 5 (18)0 (4)0 (9)1 KAYDEROSS AVENUE EXISTING SITE SARATOGA SPRINGS, NEW YORK 1 KAYDEROSS AVENUE TRAFFIC IMPACT ASSESSMENT PEAK HOUR TRAFFIC VOLUMES 2023 EXISTING CONDITION JAN 2024 One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 p a g e 7 4.0 Projected Traffic Conditions 4.1 Background Traffic Growth To address the impacts of the proposed development on the surrounding roadway system, it was first necessary to determine the background traffic operations as a baseline. Reviewing NYSDOT historical traffic count data for US Route 9 near the proposed site (see Appendix D for details), it is estimated that background traffic will increase by approximately 1.5% over the next year, as such 2023 traffic volumes were multiplied by 1.015 to estimate 2024 background traffic volumes. As the development is expected to be completed within 1 year, 2024 was selected as the analysis year to assess traffic impacts. Figure 3 depicts the 2024 Background Condition Peak Hour Traffic Volumes. 4.2 Site Generated Traffic To calculate the number of peak hour trips that will be added to the site by the proposed Marijuana Dispensary, data contained in the Trip Generation Manual, 11th Edition, published by the Institute of Transportation Engineers (ITE) was utilized. This publication contains data from various case studies on many different types of land uses. For the proposed development, Land Use Code (LUC) 882 – “Marijuana Dispensary” was used to estimate the trip generation potential. For a 4,000 square foot stand-alone marijuana dispensary, the trip generation data projects that 42 trips (22 entering/20 exiting) would be generated in the AM peak hour and 76 trips (38 entering/38 exiting) would be generated in the PM peak hour. Although some of these trips will likely be “Pass-by”, where an existing road trip diverts to the new development enroute to another destination, for purposes of the impact analysis, all trips are assumed to be non-pass-by, with the dispensary being their primary destination. It is expected that the existing PJ’s Bar-B-QSA restaurant, will remain on-site with the same trip generation as currently produced and that the traffic for the new dispensary will be added to these existing trips. However, it should be noted that the PM peak hour counts were performed on a night when the site hosts a weekly car show, so the site trips counted were highly conservative and much higher than what would be seen on a typical weeknight. In looking at LUC 930 – “Fast Casual Dining”, a restaurant of this size and type would typically generate 56 PM peak hour trips, opposed to the 149 trips counted for the existing PJ’s site. With two different land uses on-site, it is expected that there will be interaction between the land uses and that some trips will remain internal to the site. The calculation to determine the number of trips captured internally within the site were performed in accordance with NYSCRP Report 684 – “Enhancing Internal Trip Capture Estimations for Mixed-Use Developments” and the methodology discussed in the ITE Trip Generation Handbook. Based on this methodology, it was estimated that approximately 27% of the One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 p a g e 8 total site trips would remain internal to the site and would not be added to the external roadways in the PM peak hour. As there are no existing restaurant trips in the AM peak hour, no internal capture occurs during that timeframe. A worksheet detailing the internal capture calculation is included in Appendix D. Based on this methodology, it is expected that up to 59 trips would remain internal to the site. However, to be conservative, the internal capture rate was not applied to the existing site trips and only to the new trips generated by the dispensary, so a credit of just 21 trips was taken (27% of 76 trips). A summary of the trip generation estimates for the proposed site and the total number of trips generated externally is included in Table 2 below. TABLE 2 – TRIP GENERATION SUMMARY As stated previously, the AM peak hour for the adjacent roadway is 7:30-8:30. However, the dispensary is not expected to open until 8:00 AM and the restaurant is closed during that time, so the site trips listed above for the AM peak hour will likely be lower than shown. Because of this, the analysis results for that period will likely be more conservative than shown. Land Use AM Peak Hour PM Peak Hour Entering Trips Exiting Trips Total Trips Entering Trips Exiting Trips Total Trips Existing PJ’s Bar-B-QSA Restaurant (4,000 SF) 0 0 0 87 62 149 LUC 882 – Marijuana Dispensary (4,000 SF) 22 20 42 38 38 76 Total Trips 22 20 42 125 100 225 Internal Capture Trips (See Internal Capture Worksheet in Appendix D) - - - -10 -11 -21 TOTAL EXTERNAL SITE TRIPS 22 20 42 115 89 166 ADDED SITE TRIPS (over existing) 22 20 42 28 27 55 One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 p a g e 9 4.3 Trip Distribution The trip distribution for this project is based on existing peak hour traffic patterns at other area residential developments and on the surrounding roadways. Based on this information, the following directional distribution is assumed for the new site traffic: ➢ 60% to/from the north via US Route 9 ➢ 37% to/from the south via US Route 9 ➢ 3% to/from the east via Kaydeross Ave These trip distribution percentages, along with the AM and PM peak hour trip assignment for new site trips, based on this distribution, are graphically depicted in Figure 4 - Directional Distribution, and Figure 5 – Trip Assignment for New Site Trips. It should be noted that some existing site visitors will shift which driveway they use to enter the site in the build condition, some because the Route 9 driveway will be converted to a right-in/right-out access, some because the new driveway on Route 9 is a more convenient access and some because their focus for visiting the site has changed. This shift in driveway use is included as part of the trip assignments shown on Figure 5. 4.4 Build Condition Traffic Volumes The Background traffic volumes were combined with the new site trips to develop the Build Condition AM and PM peak hour traffic volumes shown in Figure 6. As part of this Build Condition traffic volume development, a portion of the existing site trips at the Kaydeross entrance were also shifted to the new US Route 9 driveway to better reflect the likely travel path of primary users of the new land use on-site. 3 FIGURE NO.DATE:SCALE:Construction Management Engineering Design Planning NO SCALE KEY: XXX (XXX) = AM (PM) PEAK HOUR TRAFFIC VOLUMES N US ROUTE 9US ROUTE 9KAYDEROSS AVE W13 (64)944 (1160)3 (23)667 (1046)5 (21) 5 (18) 1 KAYDEROSS AVENUE PROPOSED SITE SARATOGA SPRINGS, NEW YORK 1 KAYDEROSS AVENUE TRAFFIC IMPACT ASSESSMENT JAN 2024 0 (6) 0 (8)0 (12)949 (1166)0 (8)670 (1063)0 (19)0 (5)0 (2)0 (9)10 (30) 0 (0) 16 (75) 0 (12) 16 (56) 0 (21) 16 (43) 0 (32) 10 (25) 0 (1) 10 (17) 0 (1)0 (4)0 (9)PEAK HOUR TRAFFIC VOLUMES 2024 BACKGROUND CONDITION 4 FIGURE NO.DATE:SCALE:Construction Management Engineering Design Planning NO SCALE KEY: N US ROUTE 9US ROUTE 9KAYDEROSS AVE W 1 KAYDEROSS AVENUE PROPOSED SITE SARATOGA SPRINGS, NEW YORK 1 KAYDEROSS AVENUE TRAFFIC IMPACT ASSESSMENT OF NEW SITE TRIPS DIRECTIONAL DISTRIBUTION10%27%10% 27% 10%3%10% 3% JAN 202427%27%27%60%27% 60% OUTBOUND SITE TRAFFIC INBOUND SITE TRAFFIC 5 FIGURE NO.DATE:SCALE:Construction Management Engineering Design Planning NO SCALE KEY: XXX (XXX) = AM (PM) PEAK HOUR TRAFFIC VOLUMES N US ROUTE 9US ROUTE 9KAYDEROSS AVE W 1 KAYDEROSS AVENUE PROPOSED SITE SARATOGA SPRINGS, NEW YORK 1 KAYDEROSS AVENUE TRAFFIC IMPACT ASSESSMENT JAN 2024+1 (+1)+2 (-6)+1 (+1) +2 (-15) +2 (+5) +0 (-11)+2 (-3) +6 (+13)+0 (-12)+5 (+5)+6 (+2)+6 (+13)+0 (-11)+5 (+11) +12 (+27)+13 (+37)+0 (-20)-0 (-8)+5 (-1)-0 (-6) AND EXISTING TRIP DRIVEWAY SHIFTS TRIP ASSIGNMENT FOR NEW TRIPS 6 FIGURE NO.DATE:SCALE:Construction Management Engineering Design Planning NO SCALE KEY: XXX (XXX) = AM (PM) PEAK HOUR TRAFFIC VOLUMES N US ROUTE 9US ROUTE 9KAYDEROSS AVE W15 (61)950 (1173)1 (26)2 (17)0 (12)955 (1168)16 (22) 2 (50) 10 (16) 1 (3)3 (11)672 (1051)7 (26) 5 (7) 1 KAYDEROSS AVENUE PROPOSED SITE SARATOGA SPRINGS, NEW YORK 1 KAYDEROSS AVENUE TRAFFIC IMPACT ASSESSMENT 0 (8)675 (1062)JAN 2024 TRAFFIC VOLUMES 2024 BUILD CONDITION PEAK HOUR6 (13)949 (1163)13 (37)670 (1051)5 (11) 12 (27) One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 p a g e 14 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, which can be equated to a level of service (LOS) based on the delay experienced by each vehicle. Level of service ranges from LOS A to LOS F and the delay thresholds that define various levels of service can be found in the Highway Capacity Manual, 6th Edition (HCM6), published by the Transportation Research Board. In general, "A" represents the best operating condition with unrestricted flow and little or no delay per vehicle, and "F" represents the worst, with congested conditions, long delays and poor traffic operations. LOS C or better is generally desirable, but LOS D for signalized locations and LOS E for unsignalized are generally acceptable during peak periods as long as the volume to capacity ratio (v/c) is below 1.0. Table 3 below presents the LOS criteria for unsignalized intersections. TABLE 3 LEVEL OF SERVICE CRITERIA LOS Unsignalized Intersection Delay Per Vehicle (sec.) A < 10.0 B > 10.0 and < 15.0 C >15.0 and <25.0 D > 25.0 and < 35.0 E > 35.0 and < 50.0 F > 50.0 5.3 Results of Analysis To determine the impact of the proposed development on the operations of the adjacent transportation system and to evaluate the potential effectiveness of various improvement alternatives, traffic operations were analyzed for both the weekday AM and PM peak hour under existing, future background and future build conditions. The traffic operations within the study area for each of these conditions are summarized in Table 4 and computation worksheets for each of the analyses are provided in Appendix D. A summary of the analysis results for each of the studied intersections follows. One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 p a g e 15 TABLE 4 LEVEL OF SERVICE SUMMARY Intersection Approach/ Movement AM Peak Hour LOS (Delay per Vehicle) PM Peak Hour LOS (Delay per Vehicle) Exist. Bkgrd. Build Exist. Bkgrd. Build US Route 9 and Kaydeross Ave Southbound Left Westbound B (10.6) C (17.5) B (10.7) C (17.7) B (10.7) C (18.8) B (12.0) C (23.7) B (12.1) C (24.2) B (12.0) D (28.0) US Route 9 and Site Driveway (RI/RO Build) Southbound Left Westbound A (0.0)* A (0.0)* A (0.0)* A (0.0)* n/a A (0.0)* B (11.5) E (35.2) B (11.6) E (36.0) n/a B (13.6) US Route 9 and Proposed North Site Driveway Southbound Left Westbound n/a n/a n/a n/a B (10.6) C (20.4) n/a n/a n/a n/a B (11.9) E (37.1) Kaydeross Ave and West Site Driveway Eastbound Left Southbound A (0.0)* A (0.0)* A (0.0)* A (0.0)* n/a n/a A (7.3) A (8.6) A (7.3) A (8.6) n/a n/a Kaydeross Ave and East Site Driveway Eastbound Left Southbound A (0.0)* A (0.0)* A (0.0)* A (0.0)* A (7.2) A (8.5) A (7.3) A (9.2) A (7.3) A (9.2) A (7.3) A (9.2) Kaydeross Ave and Site Overflow Area Eastbound Left Southbound A (0.0)* A (0.0)* A (0.0)* A (0.0)* n/a n/a A (7.3) A (8.7) A (7.3) A (8.7) n/a n/a * Delay is zero because no site traffic is present. Note: Per HCM 6 methodology, uncontrolled through and right turn movement have a theoretical delay of zero. As such, these movements are not listed in the table above. 5.3.1 US Route 9 and Kaydeross Ave The stop sign controlled Kaydeross Ave approach operates at Level of Service (LOS) C in both the AM and PM peak periods of the existing and background condition, as well as the AM peak hour of the Build condition. For the PM peak hour in the Build condition, this approach falls to LOS D, but this is still within an acceptable range, with the volume being only about 18.4% of capacity (v/c=0.184). The southbound left turn movement operated at LOS B for all studied conditions. Overall, the existing traffic control and lane configuration at this location is sufficient to support the additional on-site development at One Kaydeross Ave. 5.3.2 US Route 9 and Site Entrance (future right-in/right-out access) The site driveway approach operates at LOS E with a v/c ratio of less than 0.12, and the southbound left turn movement operates at LOS B in the existing and background PM peak hour conditions. With the conversion of this driveway to a right-in/right-out access in the future build condition, the driveway approach improves to LOS B in the PM peak hour. There is no current or projected site traffic using this driveway in the AM peak hour, so there is no issue with traffic operations at this location in the AM peak hour. Overall, the proposed configuration will improve operations and safety at this existing site driveway location. One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 p a g e 16 5.3.2 US Route 9 and Proposed North Site Driveway In both the AM and PM peak hour, the southbound left turn into this driveway will operate at LOS B. The driveway approach is expected to operate at LOS C in the AM peak hour and LOS E (v/c=0.266) in the PM peak hour. These are both considered acceptable levels of service. No geometric improvements are required on US Route 9 for the proposed driveway. It is recommended that the driveway be constructed with a single inbound lane and a single outbound lane for site access at this location. 5.3.2 Kaydeross Ave and West Site Driveway This driveway currently operates at LOS A and is proposed to be closed in the build condition. This will provide a greater distance between the site access and US Route 9 along Kaydeross Ave, which in turn will provide improved safety and a longer queuing area. 5.3.2 Kaydeross Ave and East Site Driveway This will be the single point of site access along Kaydeross Ave in the future build condition. It currently operates at LOS A, and even consolidating the three driveways to this location and added traffic for the new development on-site, this driveway will continue to operate at LOS A. A single inbound and single outbound lane configuration, similar to existing, is recommended for the driveway geometry. 5.3.2 Kaydeross Ave and Overflow Parking Access This access point is a curb cut that allows access to a grass area behind the site for overflow parking. This area gets significant use during the car shows hosted by the site, but is not typically needed otherwise. With added parking spaces in the proposed condition, it is expected that this area will be use much less frequently, thus existing traffic currently accessing this driveway was shifted to the main driveway off Kaydeross Ave, and future traffic accessing this location would be minimal during typical weekday peak hour. As such, analysis for this location was not presented for the build condition. One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 p a g e 17 6.0 Findings & Recommendations This study examines the traffic impacts of adding a 4,000 square foot marijuana dispensary to the existing PJ’s Bar-B-QSA restaurant site located at One Kaydeross Ave in Saratoga Springs, NY. The findings of this study are as follows: 1. Traffic counts for the existing site were conducted in August 2023 on a day when the site’s weekly car show was active during the PM peak hour. This makes the analysed traffic volumes higher than typical yielding very conservative results. 2. Travel speeds were measured at the proposed sight driveway location along US Route 9. 85th percentile design speeds were determined to be 61.7 mph southbound and 58.7 mph northbound. 3. Sight distance measurement were taken at the proposed sight driveway location and it was determine that the sight distance looking south (left) is well above the intersection sight distance criteria; however, the sight distance looking north (right) is critically limited. The reduced sight distance does not pose a significant concern though, as there is a two-way left turn lane present at this location and left turn traffic can make a two-stage turn movement crossing first to the two- way left turn lane and accelerating before entering the southbound traffic stream. It should also be noted that there is an existing site curb cut at this location, but it is only used for some employee parking access and delivery vehicle circulation. The existing traffic utilizing this access point is negligible. 4. The existing site currently generats 149 vehicle trips in the PM peak hour, which is 93 trips higher than what would typically be expected at a fast casual dining restaurant. The increased traffic is likely because of the car show that was present. 5. The proposed dispensary is projected to add 76 new trips to the site. However, it is estimated that 21 of those trips will be captured internally to the site, so only 55 new trips are expected to be added to the exterior roadways. Overall the site trip generation, which includes the existing site trips, is expected to be 42 in the AM peak hour and 166 in the PM peak hour. 6. The capacity analysis performed for the existing, future background and future build conditions reveals that the build condition causes minimal changes in delay and level of service and that all approaches operate acceptably in the Build condition. 7. Site access recommendations include constructing a new driveway along US Route 9 with a single inbound and single outbound lane, reconstructing the existing driveway along US Route 9 to create a right-in/right-out access point and consolidating the Kaydeross Ave driveways to just one driveway with a single inbound lane and a single outbound lane. No geometric or traffic control changes are needed on US Route 9 or Kaydeross Ave. Based on the analysis, the expanded site at One Kaydeross Ave will have minimal impact on the surrounding roadways with the recommended driveway improvements in place. One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 APPENDIX A Site Plan One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 APPENDIX B Traffic Counts/Data Collection Greenman-Pedersen, Inc. 80 Wolf Rd, Suite 300 Albany, NY 12205 (518) 453-9431 GPI Project No.: Location:Count Date: Start Time U Turns Left Turns Straight Through Right Turns Peds/ Bikes U Turns Left Turns Straight Through Right Turns Peds/ Bikes U Turns Left Turns Straight Through Right Turns Peds/ Bikes U Turns Left Turns Straight Through Right Turns Peds/ Bikes 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 0 129 0 0 0 1 0 0 0 0 0 142 0 0 0 0 0 0 0 7:15 AM 0 0 159 0 0 0 2 0 1 0 0 0 156 6 0 0 0 0 0 0 7:30 AM 0 0 183 0 0 0 1 0 1 0 0 0 234 1 0 0 0 0 0 0 7:45 AM 0 0 159 0 0 0 2 0 0 0 0 0 286 8 0 0 0 0 0 0 8:00 AM 0 1 153 0 0 0 0 0 1 0 0 0 185 1 0 0 0 0 0 0 8:15 AM 0 2 162 0 0 0 2 0 3 0 0 0 225 3 0 0 0 0 0 0 8:30 AM 1 0 179 0 0 0 2 0 2 0 0 0 220 3 0 0 0 0 0 0 8:45 AM 0 2 142 0 0 0 5 0 0 0 0 0 228 3 0 0 0 0 0 0 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 1 260 0 0 0 5 0 3 0 0 0 199 6 0 0 0 0 0 0 4:15 PM 0 2 244 0 0 0 3 0 1 0 0 0 232 5 0 0 0 0 0 0 4:30 PM 0 1 245 0 0 0 5 0 1 0 0 0 258 13 0 0 0 0 0 0 4:45 PM 0 6 250 0 0 0 6 0 2 0 0 0 268 10 0 0 0 0 0 0 5:00 PM 0 6 282 0 0 0 2 0 4 0 0 0 288 16 0 0 0 0 0 0 5:15 PM 0 1 271 0 0 0 5 0 6 0 0 0 312 19 0 0 0 0 0 0 5:30 PM 0 10 227 0 0 0 8 0 6 0 0 0 275 19 0 0 0 0 0 0 5:45 PM 0 4 194 0 0 0 5 0 7 0 0 0 278 26 0 0 0 0 0 0 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Southbound Westbound Northbound Eastbound US Route 9 Kaydeross Ave US Route 9 - 2300120.00 8/23/2023 US Route 9 at Kaydeross AveIntersection: City of Saratoga Springs, New York Total Traffic - Cars & Heavy Vehicles Page 1 of 2 Greenman-Pedersen, Inc. 80 Wolf Rd, Suite 300 Albany, NY 12205 (518) 453-9431 GPI Project No.: Location:Count Date: 2300120.00 8/23/2023 US Route 9 at Kaydeross AveIntersection: City of Saratoga Springs, New York U Turns Left Turns Straight Through Right Turns Peds/ Bikes U Turns Left Turns Straight Through Right Turns Peds/ Bikes U Turns Left Turns Straight Through Right Turns Peds/ Bikes U Turns Left Turns Straight Through Right Turns Peds/ Bikes AM Peak Hour:to 7:30 AM 0 0 183 0 0 0 1 0 1 0 0 0 234 1 0 0 0 0 0 0 7:45 AM 0 0 159 0 0 0 2 0 0 0 0 0 286 8 0 0 0 0 0 0 8:00 AM 0 1 153 0 0 0 0 0 1 0 0 0 185 1 0 0 0 0 0 0 8:15 AM 0 2 162 0 0 0 2 0 3 0 0 0 225 3 0 0 0 0 0 0 Total Volume 0 3 657 0 0 0 5 0 5 0 0 0 930 13 0 0 0 0 0 0 1,613 No. of Trucks 0 0 22 0 0 0 1 0 0 0 0 0 26 2 0 0 0 0 0 0 Truck %0.0%0.0%3.3%0.0%20.0%0.0%0.0%0.0%2.8%15.4%0.0%0.0%0.0%0.0% 3.2% PHF 0.00 0.38 0.90 0.00 0.63 0.42 0.00 0.00 0.81 0.41 0.00 0.00 0.00 0.00 0.89 U Turns Left Turns Straight Through Right Turns Peds/ Bikes U Turns Left Turns Straight Through Right Turns Peds/ Bikes U Turns Left Turns Straight Through Right Turns Peds/ Bikes U Turns Left Turns Straight Through Right Turns Peds/ Bikes PM Peak Hour:to 4:45 PM 0 6 250 0 0 0 6 0 2 0 0 0 268 10 0 0 0 0 0 0 5:00 PM 0 6 282 0 0 0 2 0 4 0 0 0 288 16 0 0 0 0 0 0 5:15 PM 0 1 271 0 0 0 5 0 6 0 0 0 312 19 0 0 0 0 0 0 5:30 PM 0 10 227 0 0 0 8 0 6 0 0 0 275 19 0 0 0 0 0 0 Total Volume 0 23 1030 0 0 0 21 0 18 0 0 0 1143 64 0 0 0 0 0 0 2,299 No. of Trucks 0 0 11 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 Truck %0.0%0.0%1.1%0.0%0.0%0.0%0.0%0.0%0.7%0.0%0.0%0.0%0.0%0.0% 0.8% PHF 0.00 0.58 0.91 0.00 0.66 0.75 0.00 0.00 0.92 0.84 0.00 0.00 0.00 0.00 0.94 1053 39 1207 0 1.0%0.0%0.7%0.0% 0.91 0.70 0.91 #DIV/0! US Route 9 Kaydeross Ave US Route 9 - Southbound Westbound Northbound Eastbound 4:45 PM 5:45 PM Southbound Westbound Northbound Eastbound Peak Hour Traffic Volumes 8:30 AM US Route 9 Kaydeross Ave US Route 9 - 7:30 AM 660 10 943 0 0.90 0.50 0.80 #DIV/0! 3.3%10.0%3.0%0.0% Page 2 of 2 Date:8/24/2023 Date:8/24/2023 Time:10:45 AM Time:10:45 AM Trial Speed*Trial Speed* 1 52 1 49 2 53 2 61 3 46 3 53 4 50 4 66 NB SB 5 51 5 54 58.7 61.7 6 52 6 54 7 57 7 59 Location Map 8 50 8 61 9 54 9 62 10 54 10 52 11 59 11 54 12 52 12 61 13 54 13 66 14 52 14 53 15 49 15 59 16 52 16 63 17 58 17 54 18 53 18 58 19 62 19 60 20 53 20 61 21 62 21 53 22 53 22 53 23 52 23 48 24 48 24 52 25 63 25 55 26 57 26 60 27 54 27 52 28 52 28 54 29 61 29 65 30 54 30 53 Avg.54.0 Avg.56.8 US Route 9 - Speed Study Northbound Southbound 85th Percentile Speeds * - Denotes speed measured at proposed access location with vehicles traveling under free flow conditions, in MPH US Route 9 at Kaydeross Avenue West Saratoga Springs, New York Posted Speed Limit: 55 MPH One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 APPENDIX C Crash History Data CITY OF TIME PERIOD: FROM: 03/31/2020 TO: 03/31/2023 Light Conditions: 1. Daylight 2. Dawn 3. Dusk 4. Dark Road Lighted 5. Dark Road Unlighted Roadway Character: 1. Straight & Level 2. Straight & Grade 3. Straight & Hillcrest 4. Curve & Level 5. Curve & Grade 6. Curve & Hillcrest Roadway Surface Condition: 1. Dry 2. Wet 3. Muddy 4. Snow/Ice 5. Slush 10. Other 36 ACCIDENT No.DATE TIME DIRECTION TYPE¹CASE NO. 1 02/07/21 14:00 1 PDO 1 2 4 4 SOUTH 23 38720909 2 02/22/21 17:46 1 PDO 4 2 4 4 SOUTH 14 38752036 3 09/04/21 15:30 2 PI 1 2 1 1 SOUTH / NORTH 1 39018662 4 10/03/21 11:15 2 PDO 1 3 2 3 SOUTH / EAST 1 39046884 5 10/15/21 19:00 1 PDO 5 2 1 1 SOUTH 23 39057732 6 12/09/21 16:07 1 PI 1 3 1 2 SOUTH 23 39152648 7 03/17/22 10:20 1 PI 1 1 1 1 SOUTH 23 39279316 8 03/30/22 9:30 2 PDO 1 1 1 1 NORTH / NORTH 1 39304805 9 06/10/22 23:14 2 PI 5 2 1 1 SOUTH / EAST 1 39382330 10 01/30/23 20:36 1 PDO 4 2 4 4 SOUTH 31 39703181 11 01/21/23 0:29 1 PI 4 6 4 3 SOUTH 23 39703202 FIXED OBJECT FIXED OBJECT HEAD ON RIGHT ANGLE FIXED OBJECT FIXED OBJECT FIXED OBJECT OVERTAKING LEFT TURN OVERTURNED FIXED OBJECT ¹Use Codes from MV 104 Police Report DESCRIPTION PAVEMENT SLIPPERY PAVEMENT SLIPPERY UNSAFE SPEED FAILURE TO YIELD RIGHT OF WAY REACTION TO OTHER UNINVOLVED VEHICLE UNSAFE SPEED DRIVER INATTENTION DRIVER INATTENTION TURNING IMPROPER PAVEMENT SLIPPERY / ALCOHOL INVOLEMENT PAVEMENT SLIPPERY COUNTY:SARATOGA P.I.N.: ROUTE NO. OR STREET NAME: US ROUTE 9 No. OF MONTHS:LIGHT CONDITIONSROADWAY CHARACTERROADWAY SURFACE CONDITIONWEATHERAT INTERSECTION WITH/OR BETWEEN: SARATOGA SPRINGS ADJACENT TO 1 KAYDEROSS AVENUE No. of VEHICLESSEVERITYENVIRONMENTAL: Use Codes from MV 104 (shown at right) for these categories Weather: 1. Clear 2. Cloudy 3. Rain 4. Snow 5. Sleet/Hail/Freezing Rain 6. Fog/Smog/Smoke 10. Other APPARENT CONTRIBUTING FACTORS PAGE 1 OF 1 One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 APPENDIX D Traffic Analysis Worksheets Year AADT 2017 21894 2015 19358 2008 16017 2005 19862 2001 14435 1998 16300 Trendline 283.2885514 -550676.8855 Annual % Growth Use Data for US Route 9 near Kaydeross Ave Saratoga Springs, NY US Route 9 Volumes 1.46% 1.50% Regional Traffic Growth Worksheet y = 283.29x -55067715000 17000 19000 21000 23000 25000 27000 29000 1995 2000 2005 2010 2015 2020AADT Year Growth Rate Project Name:Organization: Project Location:Performed By: Scenario Description:Date: Analysis Year:Checked By: Analysis Period:Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 0 Retail 76 38 38 Restaurant 149 87 62 Cinema/Entertainment 0 Residential 0 Hotel 0 All Other Land Uses2 0 Total 225 125 100 Veh. Occ.% Transit % Non-Motorized Veh. Occ.% Transit % Non-Motorized Office 1.20 0%0%1.20 0%0% Retail 1.20 0%0%1.20 0%0% Restaurant 1.20 0%0%1.20 0%0% Cinema/Entertainment 1.20 0%0%1.20 0%0% Residential 1.20 0%0%1.20 0%0% Hotel 1.20 0%0%1.20 0%0% All Other Land Uses2 1.20 0%0%1.20 0%0% Office Retail Restaurant Residential Hotel Office 0 0 0 Retail 0 Restaurant 0 Cinema/Entertainment 0 Residential 0 0 Hotel 0 Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 13 0 0 Restaurant 0 23 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 0 0 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 270 150 120 Office N/A N/A Internal Capture Percentage 27%24%30%Retail 50%28% Restaurant 13%31% External Vehicle-Trips3 166 95 71 Cinema/Entertainment N/A N/A External Transit-Trips4 0 0 0 Residential N/A N/A External Non-Motorized Trips4 0 0 0 Hotel N/A N/A NCHRP 8-51 Internal Trip Capture Estimation Tool 1 Kaydeross Ave GPI Saratoga Springs, NY MRW 2024 PM Street Peak Hour 1/4/2024 Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only )Estimated Vehicle-Trips Destination (To) Cinema/Entertainment Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Estimation Tool Developed by the Texas Transportation Institute 0 0 0 2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator 3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P *Indicates computation that has been rounded to the nearest whole number. Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 4Person-Trips Build Condition - PM Peak Hour 1/4/2024 DJC 1Land Use Codes (LUCs) from Trip Generation Informational Report , published by the Institute of Transportation Engineers. Origin (From)Destination (To) Cinema/Entertainment 0 0 Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From) Project Name: Analysis Period: Veh. Occ.Vehicle-Trips Person-Trips*Veh. Occ.Vehicle-Trips Person-Trips* Office 1.20 0 0 1.20 0 0 Retail 1.20 38 46 1.20 38 46 Restaurant 1.20 87 104 1.20 62 74 Cinema/Entertainment 1.20 0 0 1.20 0 0 Residential 1.20 0 0 1.20 0 0 Hotel 1.20 0 0 1.20 0 0 Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 1 13 12 2 Restaurant 2 30 13 5 Cinema/Entertainment 0 0 0 0 0 Residential 0 0 0 0 Hotel 0 0 0 0 Office Retail Restaurant Residential Hotel Office 4 2 0 0 Retail 0 30 0 0 Restaurant 0 23 0 0 Cinema/Entertainment 0 2 3 0 0 Residential 0 5 15 0 Hotel 0 1 5 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0 Retail 23 23 46 19 0 0 Restaurant 13 91 104 76 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 0 0 0 0 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0 Retail 13 33 46 28 0 0 Restaurant 23 51 74 43 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 0 0 0 0 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 *Indicates computation that has been rounded to the nearest whole number. 1 Kaydeross Ave PM Street Peak Hour Table 7-P: Conversion of Vehicle-Trip Ends to Person-Trip Ends Land Use Table 7-P (D): Entering Trips Table 7-P (O): Exiting Trips Table 8-P (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From)Destination (To) Destination (To) Cinema/Entertainment Cinema/Entertainment 0 2 1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 0 0 Table 9-P (D): Internal and External Trips Summary (Entering Trips) Destination Land Use 3Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator Table 9-P (O): Internal and External Trips Summary (Exiting Trips) Origin Land Use Person-Trip Estimates External Trips by Mode* Person-Trip Estimates External Trips by Mode* 0 Table 8-P (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From) 0 0 6 0 0 One Kaydeross Ave Site Expansion | Saratoga Springs, New York Traffic Impact Study January 2024 GPI# ALB-2300120.00 APPENDIX E Capacity Analysis Output Sheets HCM 6th TWSC 2: US Rt 9 & Kaydeross Ave Existing Condition - AM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 1 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 5 930 13 3 657 Future Vol, veh/h 5 5 930 13 3 657 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 10 10 3 3 3 3 Mvmt Flow 6 6 1045 15 3 738 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1428 530 0 0 1060 0 Stage 1 1053 - - - - - Stage 2 375 - - - - - Critical Hdwy 7 7.1 - - 4.16 - Critical Hdwy Stg 1 6 - - - - - Critical Hdwy Stg 2 6 - - - - - Follow-up Hdwy 3.6 3.4 - - 2.23 - Pot Cap-1 Maneuver 117 473 - - 647 - Stage 1 280 - - - - - Stage 2 642 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 116 473 - - 647 - Mov Cap-2 Maneuver 220 - - - - - Stage 1 280 - - - - - Stage 2 639 - - - - - Approach WB NB SB HCM Control Delay, s 17.5 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 300 647 - HCM Lane V/C Ratio - - 0.037 0.005 - HCM Control Delay (s) - - 17.5 10.6 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.1 0 - HCM 6th TWSC 7: US Rt 9 & PJ's Entrance Existing Condition - AM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 2 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 935 0 0 660 Future Vol, veh/h 0 0 935 0 0 660 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 1 1 3 3 3 3 Mvmt Flow 0 0 1051 0 0 742 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1422 526 0 0 1051 0 Stage 1 1051 - - - - - Stage 2 371 - - - - - Critical Hdwy 6.82 6.92 - - 4.16 - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 - - 2.23 - Pot Cap-1 Maneuver 128 499 - - 652 - Stage 1 300 - - - - - Stage 2 671 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 128 499 - - 652 - Mov Cap-2 Maneuver 128 - - - - - Stage 1 300 - - - - - Stage 2 671 - - - - - Approach WB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - - 652 - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) - - 0 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - - 0 - HCM 6th TWSC 9: Kaydeross Ave & PJ's Entrance W.Existing Condition - AM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 3 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 16 10 0 0 0 Future Vol, veh/h 0 16 10 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 1 10 10 1 1 1 Mvmt Flow 0 18 11 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 11 0 - 0 29 11 Stage 1 - - - - 11 - Stage 2 - - - - 18 - Critical Hdwy 4.11 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.209 - - - 3.509 3.309 Pot Cap-1 Maneuver 1615 - - - 988 1073 Stage 1 - - - - 1015 - Stage 2 - - - - 1007 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1615 - - - 988 1073 Mov Cap-2 Maneuver - - - - 988 - Stage 1 - - - - 1015 - Stage 2 - - - - 1007 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1615 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - HCM 6th TWSC 11: Kaydeross Ave & PJ's Entrance E.Existing Condition - AM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 4 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 16 10 0 0 0 Future Vol, veh/h 0 16 10 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 1 10 10 1 1 1 Mvmt Flow 0 18 11 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 11 0 - 0 29 11 Stage 1 - - - - 11 - Stage 2 - - - - 18 - Critical Hdwy 4.11 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.209 - - - 3.509 3.309 Pot Cap-1 Maneuver 1615 - - - 988 1073 Stage 1 - - - - 1015 - Stage 2 - - - - 1007 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1615 - - - 988 1073 Mov Cap-2 Maneuver - - - - 988 - Stage 1 - - - - 1015 - Stage 2 - - - - 1007 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1615 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - HCM 6th TWSC 13: Kaydeross Ave & PJ's Entrance (Overflow)Existing Condition - AM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 5 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 16 10 0 0 0 Future Vol, veh/h 0 16 10 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 1 10 10 10 1 1 Mvmt Flow 0 18 11 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 11 0 - 0 29 11 Stage 1 - - - - 11 - Stage 2 - - - - 18 - Critical Hdwy 4.11 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.209 - - - 3.509 3.309 Pot Cap-1 Maneuver 1615 - - - 988 1073 Stage 1 - - - - 1015 - Stage 2 - - - - 1007 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1615 - - - 988 1073 Mov Cap-2 Maneuver - - - - 988 - Stage 1 - - - - 1015 - Stage 2 - - - - 1007 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1615 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - HCM 6th TWSC 2: US Rt 9 & Kaydeross Ave Existing Condition - PM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 1 Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 21 18 1143 64 23 1030 Future Vol, veh/h 21 18 1143 64 23 1030 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 22 19 1216 68 24 1096 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1846 642 0 0 1284 0 Stage 1 1250 - - - - - Stage 2 596 - - - - - Critical Hdwy 6.82 6.92 - - 4.12 - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 - - 2.21 - Pot Cap-1 Maneuver 67 419 - - 542 - Stage 1 235 - - - - - Stage 2 516 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 64 419 - - 542 - Mov Cap-2 Maneuver 170 - - - - - Stage 1 235 - - - - - Stage 2 493 - - - - - Approach WB NB SB HCM Control Delay, s 23.7 0 0.3 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 234 542 - HCM Lane V/C Ratio - - 0.177 0.045 - HCM Control Delay (s) - - 23.7 12 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.6 0.1 - HCM 6th TWSC 7: US Rt 9 & PJ's Entrance Existing Condition - PM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 2 Intersection Int Delay, s/veh 0.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 6 8 1149 12 8 1047 Future Vol, veh/h 6 8 1149 12 8 1047 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 6 9 1222 13 9 1114 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1804 618 0 0 1235 0 Stage 1 1229 - - - - - Stage 2 575 - - - - - Critical Hdwy 6.82 6.92 - - 4.12 - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 - - 2.21 - Pot Cap-1 Maneuver 71 435 - - 565 - Stage 1 241 - - - - - Stage 2 529 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 70 435 - - 565 - Mov Cap-2 Maneuver 70 - - - - - Stage 1 241 - - - - - Stage 2 521 - - - - - Approach WB NB SB HCM Control Delay, s 35.2 0 0.1 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 134 565 - HCM Lane V/C Ratio - - 0.111 0.015 - HCM Control Delay (s) - - 35.2 11.5 - HCM Lane LOS - - E B - HCM 95th %tile Q(veh) - - 0.4 0 - HCM 6th TWSC 9: Kaydeross Ave & PJ's Entrance W.Existing Condition - PM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 3 Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 12 75 30 0 2 9 Future Vol, veh/h 12 75 30 0 2 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 13 80 32 0 2 10 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 32 0 - 0 138 32 Stage 1 - - - - 32 - Stage 2 - - - - 106 - Critical Hdwy 4.11 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.209 - - - 3.509 3.309 Pot Cap-1 Maneuver 1587 - - - 858 1045 Stage 1 - - - - 993 - Stage 2 - - - - 921 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1587 - - - 850 1045 Mov Cap-2 Maneuver - - - - 850 - Stage 1 - - - - 984 - Stage 2 - - - - 921 - Approach EB WB SB HCM Control Delay, s 1 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1587 - - - 1003 HCM Lane V/C Ratio 0.008 - - - 0.012 HCM Control Delay (s) 7.3 0 - - 8.6 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC 11: Kaydeross Ave & PJ's Entrance E.Existing Condition - PM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 4 Intersection Int Delay, s/veh 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 21 56 25 1 19 5 Future Vol, veh/h 21 56 25 1 19 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 22 60 27 1 20 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 28 0 - 0 132 28 Stage 1 - - - - 28 - Stage 2 - - - - 104 - Critical Hdwy 4.11 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.209 - - - 3.509 3.309 Pot Cap-1 Maneuver 1592 - - - 864 1050 Stage 1 - - - - 997 - Stage 2 - - - - 923 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1592 - - - 852 1050 Mov Cap-2 Maneuver - - - - 852 - Stage 1 - - - - 983 - Stage 2 - - - - 923 - Approach EB WB SB HCM Control Delay, s 2 0 9.2 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1592 - - - 887 HCM Lane V/C Ratio 0.014 - - - 0.029 HCM Control Delay (s) 7.3 0 - - 9.2 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 6th TWSC 13: Kaydeross Ave & PJ's Entrance (Overflow)Existing Condition - PM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 5 Intersection Int Delay, s/veh 3.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 32 43 17 1 4 9 Future Vol, veh/h 32 43 17 1 4 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 34 46 18 1 4 10 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 19 0 - 0 133 19 Stage 1 - - - - 19 - Stage 2 - - - - 114 - Critical Hdwy 4.11 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.209 - - - 3.509 3.309 Pot Cap-1 Maneuver 1604 - - - 863 1062 Stage 1 - - - - 1006 - Stage 2 - - - - 913 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1604 - - - 844 1062 Mov Cap-2 Maneuver - - - - 844 - Stage 1 - - - - 984 - Stage 2 - - - - 913 - Approach EB WB SB HCM Control Delay, s 3.1 0 8.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1604 - - - 984 HCM Lane V/C Ratio 0.021 - - - 0.014 HCM Control Delay (s) 7.3 0 - - 8.7 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0.1 - - - 0 HCM 6th TWSC 2: US Rt 9 & Kaydeross Ave Background Condition - AM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 1 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 5 944 13 3 667 Future Vol, veh/h 5 5 944 13 3 667 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 10 10 3 3 3 3 Mvmt Flow 6 6 1061 15 3 749 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1450 538 0 0 1076 0 Stage 1 1069 - - - - - Stage 2 381 - - - - - Critical Hdwy 7 7.1 - - 4.16 - Critical Hdwy Stg 1 6 - - - - - Critical Hdwy Stg 2 6 - - - - - Follow-up Hdwy 3.6 3.4 - - 2.23 - Pot Cap-1 Maneuver 113 467 - - 638 - Stage 1 274 - - - - - Stage 2 637 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 112 467 - - 638 - Mov Cap-2 Maneuver 215 - - - - - Stage 1 274 - - - - - Stage 2 634 - - - - - Approach WB NB SB HCM Control Delay, s 17.7 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 294 638 - HCM Lane V/C Ratio - - 0.038 0.005 - HCM Control Delay (s) - - 17.7 10.7 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.1 0 - HCM 6th TWSC 7: US Rt 9 & PJ's Entrance Background Condition - AM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 2 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 949 0 0 670 Future Vol, veh/h 0 0 949 0 0 670 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 1 1 3 3 3 3 Mvmt Flow 0 0 1066 0 0 753 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1443 533 0 0 1066 0 Stage 1 1066 - - - - - Stage 2 377 - - - - - Critical Hdwy 6.82 6.92 - - 4.16 - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 - - 2.23 - Pot Cap-1 Maneuver 124 494 - - 644 - Stage 1 294 - - - - - Stage 2 666 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 124 494 - - 644 - Mov Cap-2 Maneuver 124 - - - - - Stage 1 294 - - - - - Stage 2 666 - - - - - Approach WB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - - 644 - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) - - 0 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - - 0 - HCM 6th TWSC 9: Kaydeross Ave & PJ's Entrance W.Background Condition - AM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 3 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 16 10 0 0 0 Future Vol, veh/h 0 16 10 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 1 10 10 1 1 1 Mvmt Flow 0 18 11 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 11 0 - 0 29 11 Stage 1 - - - - 11 - Stage 2 - - - - 18 - Critical Hdwy 4.11 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.209 - - - 3.509 3.309 Pot Cap-1 Maneuver 1615 - - - 988 1073 Stage 1 - - - - 1015 - Stage 2 - - - - 1007 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1615 - - - 988 1073 Mov Cap-2 Maneuver - - - - 988 - Stage 1 - - - - 1015 - Stage 2 - - - - 1007 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1615 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - HCM 6th TWSC 11: Kaydeross Ave & PJ's Entrance E.Background Condition - AM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 4 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 16 10 0 0 0 Future Vol, veh/h 0 16 10 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 1 10 10 1 1 1 Mvmt Flow 0 18 11 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 11 0 - 0 29 11 Stage 1 - - - - 11 - Stage 2 - - - - 18 - Critical Hdwy 4.11 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.209 - - - 3.509 3.309 Pot Cap-1 Maneuver 1615 - - - 988 1073 Stage 1 - - - - 1015 - Stage 2 - - - - 1007 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1615 - - - 988 1073 Mov Cap-2 Maneuver - - - - 988 - Stage 1 - - - - 1015 - Stage 2 - - - - 1007 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1615 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - HCM 6th TWSC 13: Kaydeross Ave & PJ's Entrance (Overflow)Background Condition - AM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 5 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 16 10 0 0 0 Future Vol, veh/h 0 16 10 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 1 10 10 10 1 1 Mvmt Flow 0 18 11 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 11 0 - 0 29 11 Stage 1 - - - - 11 - Stage 2 - - - - 18 - Critical Hdwy 4.11 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.209 - - - 3.509 3.309 Pot Cap-1 Maneuver 1615 - - - 988 1073 Stage 1 - - - - 1015 - Stage 2 - - - - 1007 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1615 - - - 988 1073 Mov Cap-2 Maneuver - - - - 988 - Stage 1 - - - - 1015 - Stage 2 - - - - 1007 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1615 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - HCM 6th TWSC 2: US Rt 9 & Kaydeross Ave Background Condition - PM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 1 Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 21 18 1160 64 23 1046 Future Vol, veh/h 21 18 1160 64 23 1046 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 22 19 1234 68 24 1113 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1873 651 0 0 1302 0 Stage 1 1268 - - - - - Stage 2 605 - - - - - Critical Hdwy 6.82 6.92 - - 4.12 - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 - - 2.21 - Pot Cap-1 Maneuver 64 414 - - 533 - Stage 1 230 - - - - - Stage 2 511 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 61 414 - - 533 - Mov Cap-2 Maneuver 166 - - - - - Stage 1 230 - - - - - Stage 2 488 - - - - - Approach WB NB SB HCM Control Delay, s 24.2 0 0.3 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 229 533 - HCM Lane V/C Ratio - - 0.181 0.046 - HCM Control Delay (s) - - 24.2 12.1 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.6 0.1 - HCM 6th TWSC 7: US Rt 9 & PJ's Entrance Background Condition - PM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 2 Intersection Int Delay, s/veh 0.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 6 8 1166 12 8 1063 Future Vol, veh/h 6 8 1166 12 8 1063 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 6 9 1240 13 9 1131 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1831 627 0 0 1253 0 Stage 1 1247 - - - - - Stage 2 584 - - - - - Critical Hdwy 6.82 6.92 - - 4.12 - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 - - 2.21 - Pot Cap-1 Maneuver 69 429 - - 557 - Stage 1 236 - - - - - Stage 2 523 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 68 429 - - 557 - Mov Cap-2 Maneuver 68 - - - - - Stage 1 236 - - - - - Stage 2 515 - - - - - Approach WB NB SB HCM Control Delay, s 36 0 0.1 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 131 557 - HCM Lane V/C Ratio - - 0.114 0.015 - HCM Control Delay (s) - - 36 11.6 - HCM Lane LOS - - E B - HCM 95th %tile Q(veh) - - 0.4 0 - HCM 6th TWSC 9: Kaydeross Ave & PJ's Entrance W.Background Condition - PM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 3 Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 12 75 30 0 2 9 Future Vol, veh/h 12 75 30 0 2 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 13 80 32 0 2 10 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 32 0 - 0 138 32 Stage 1 - - - - 32 - Stage 2 - - - - 106 - Critical Hdwy 4.11 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.209 - - - 3.509 3.309 Pot Cap-1 Maneuver 1587 - - - 858 1045 Stage 1 - - - - 993 - Stage 2 - - - - 921 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1587 - - - 850 1045 Mov Cap-2 Maneuver - - - - 850 - Stage 1 - - - - 984 - Stage 2 - - - - 921 - Approach EB WB SB HCM Control Delay, s 1 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1587 - - - 1003 HCM Lane V/C Ratio 0.008 - - - 0.012 HCM Control Delay (s) 7.3 0 - - 8.6 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC 11: Kaydeross Ave & PJ's Entrance E.Background Condition - PM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 4 Intersection Int Delay, s/veh 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 21 56 25 1 19 5 Future Vol, veh/h 21 56 25 1 19 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 22 60 27 1 20 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 28 0 - 0 132 28 Stage 1 - - - - 28 - Stage 2 - - - - 104 - Critical Hdwy 4.11 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.209 - - - 3.509 3.309 Pot Cap-1 Maneuver 1592 - - - 864 1050 Stage 1 - - - - 997 - Stage 2 - - - - 923 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1592 - - - 852 1050 Mov Cap-2 Maneuver - - - - 852 - Stage 1 - - - - 983 - Stage 2 - - - - 923 - Approach EB WB SB HCM Control Delay, s 2 0 9.2 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1592 - - - 887 HCM Lane V/C Ratio 0.014 - - - 0.029 HCM Control Delay (s) 7.3 0 - - 9.2 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 6th TWSC 13: Kaydeross Ave & PJ's Entrance (Overflow)Background Condition - PM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 5 Intersection Int Delay, s/veh 3.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 32 43 17 1 4 9 Future Vol, veh/h 32 43 17 1 4 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 34 46 18 1 4 10 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 19 0 - 0 133 19 Stage 1 - - - - 19 - Stage 2 - - - - 114 - Critical Hdwy 4.11 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.209 - - - 3.509 3.309 Pot Cap-1 Maneuver 1604 - - - 863 1062 Stage 1 - - - - 1006 - Stage 2 - - - - 913 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1604 - - - 844 1062 Mov Cap-2 Maneuver - - - - 844 - Stage 1 - - - - 984 - Stage 2 - - - - 913 - Approach EB WB SB HCM Control Delay, s 3.1 0 8.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1604 - - - 984 HCM Lane V/C Ratio 0.021 - - - 0.014 HCM Control Delay (s) 7.3 0 - - 8.7 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0.1 - - - 0 HCM 6th TWSC 1: US Rt 9 & PJ's Entrance North Build Condition - AM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 1 Intersection Int Delay, s/veh 0.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 12 949 6 12 670 Future Vol, veh/h 5 12 949 6 12 670 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 0 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 1 1 3 1 1 3 Mvmt Flow 6 13 1066 7 13 753 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1473 537 0 0 1073 0 Stage 1 1070 - - - - - Stage 2 403 - - - - - Critical Hdwy 6.82 6.92 - - 4.12 - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 - - 2.21 - Pot Cap-1 Maneuver 119 491 - - 651 - Stage 1 293 - - - - - Stage 2 647 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 117 491 - - 651 - Mov Cap-2 Maneuver 117 - - - - - Stage 1 293 - - - - - Stage 2 634 - - - - - Approach WB NB SB HCM Control Delay, s 20.4 0 0.2 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 253 651 - HCM Lane V/C Ratio - - 0.075 0.021 - HCM Control Delay (s) - - 20.4 10.6 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.2 0.1 - HCM 6th TWSC 2: US Rt 9 & Kaydeross Ave Build Condition - AM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 2 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 7 5 950 15 3 672 Future Vol, veh/h 7 5 950 15 3 672 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 0 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 10 10 3 3 3 3 Mvmt Flow 8 6 1067 17 3 755 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1460 542 0 0 1084 0 Stage 1 1076 - - - - - Stage 2 384 - - - - - Critical Hdwy 7 7.1 - - 4.16 - Critical Hdwy Stg 1 6 - - - - - Critical Hdwy Stg 2 6 - - - - - Follow-up Hdwy 3.6 3.4 - - 2.23 - Pot Cap-1 Maneuver 111 465 - - 633 - Stage 1 272 - - - - - Stage 2 635 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 110 465 - - 633 - Mov Cap-2 Maneuver 213 - - - - - Stage 1 272 - - - - - Stage 2 632 - - - - - Approach WB NB SB HCM Control Delay, s 18.8 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 275 633 - HCM Lane V/C Ratio - - 0.049 0.005 - HCM Control Delay (s) - - 18.8 10.7 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.2 0 - HCM 6th TWSC 7: US Rt 9 & PJ's RI/RO Entrance Build Condition - AM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 3 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 955 0 0 675 Future Vol, veh/h 0 0 955 0 0 675 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 1 1 3 3 3 3 Mvmt Flow 0 0 1073 0 0 758 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 537 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.92 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.31 - - - - Pot Cap-1 Maneuver 0 491 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 491 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - - - HCM Lane V/C Ratio - - - - HCM Control Delay (s) - - 0 - HCM Lane LOS - - A - HCM 95th %tile Q(veh) - - - - HCM 6th TWSC 11: Kaydeross Ave & PJ's Entrance Build Condition - AM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 4 Intersection Int Delay, s/veh 1.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 16 10 1 1 2 Future Vol, veh/h 2 16 10 1 1 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 1 10 10 1 1 1 Mvmt Flow 2 18 11 1 1 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 12 0 - 0 34 12 Stage 1 - - - - 12 - Stage 2 - - - - 22 - Critical Hdwy 4.11 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.209 - - - 3.509 3.309 Pot Cap-1 Maneuver 1613 - - - 982 1072 Stage 1 - - - - 1014 - Stage 2 - - - - 1003 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1613 - - - 981 1072 Mov Cap-2 Maneuver - - - - 981 - Stage 1 - - - - 1013 - Stage 2 - - - - 1003 - Approach EB WB SB HCM Control Delay, s 0.8 0 8.5 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1613 - - - 1040 HCM Lane V/C Ratio 0.001 - - - 0.003 HCM Control Delay (s) 7.2 0 - - 8.5 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC 1: US Rt 9 & PJ's Entrance North Build Condition - PM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 1 Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 11 27 1163 13 37 1051 Future Vol, veh/h 11 27 1163 13 37 1051 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 0 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 12 29 1237 14 39 1118 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1881 626 0 0 1251 0 Stage 1 1244 - - - - - Stage 2 637 - - - - - Critical Hdwy 6.82 6.92 - - 4.12 - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 - - 2.21 - Pot Cap-1 Maneuver 63 429 - - 558 - Stage 1 237 - - - - - Stage 2 492 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 59 429 - - 558 - Mov Cap-2 Maneuver 59 - - - - - Stage 1 237 - - - - - Stage 2 458 - - - - - Approach WB NB SB HCM Control Delay, s 37.1 0 0.4 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 152 558 - HCM Lane V/C Ratio - - 0.266 0.071 - HCM Control Delay (s) - - 37.1 11.9 - HCM Lane LOS - - E B - HCM 95th %tile Q(veh) - - 1 0.2 - HCM 6th TWSC 2: US Rt 9 & Kaydeross Ave Build Condition - PM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 2 Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 26 7 1173 61 11 1051 Future Vol, veh/h 26 7 1173 61 11 1051 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 0 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 28 7 1248 65 12 1118 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1864 657 0 0 1313 0 Stage 1 1281 - - - - - Stage 2 583 - - - - - Critical Hdwy 6.82 6.92 - - 4.12 - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 - - 2.21 - Pot Cap-1 Maneuver 65 410 - - 528 - Stage 1 226 - - - - - Stage 2 524 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 64 410 - - 528 - Mov Cap-2 Maneuver 167 - - - - - Stage 1 226 - - - - - Stage 2 512 - - - - - Approach WB NB SB HCM Control Delay, s 28 0 0.1 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 191 528 - HCM Lane V/C Ratio - - 0.184 0.022 - HCM Control Delay (s) - - 28 12 - HCM Lane LOS - - D B - HCM 95th %tile Q(veh) - - 0.7 0.1 - HCM 6th TWSC 7: US Rt 9 & PJ's RI/RO Entrance Build Condition - PM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 3 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 8 1168 12 0 1062 Future Vol, veh/h 0 8 1168 12 0 1062 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 0 9 1243 13 0 1130 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 628 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.92 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.31 - - - - Pot Cap-1 Maneuver 0 428 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 428 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 13.6 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 428 - HCM Lane V/C Ratio - - 0.02 - HCM Control Delay (s) - - 13.6 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.1 - HCM 6th TWSC 11: Kaydeross Ave & PJ's Entrance Build Condition - PM Peak Hour One Kaydeross Ave Traffic Study Synchro 11 Report GPI Page 4 Intersection Int Delay, s/veh 5.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 50 22 16 2 26 17 Future Vol, veh/h 50 22 16 2 26 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 53 23 17 2 28 18 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 19 0 - 0 147 18 Stage 1 - - - - 18 - Stage 2 - - - - 129 - Critical Hdwy 4.11 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.209 - - - 3.509 3.309 Pot Cap-1 Maneuver 1604 - - - 848 1063 Stage 1 - - - - 1007 - Stage 2 - - - - 899 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1604 - - - 820 1063 Mov Cap-2 Maneuver - - - - 820 - Stage 1 - - - - 974 - Stage 2 - - - - 899 - Approach EB WB SB HCM Control Delay, s 5.1 0 9.2 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1604 - - - 901 HCM Lane V/C Ratio 0.033 - - - 0.051 HCM Control Delay (s) 7.3 0 - - 9.2 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0.1 - - - 0.2 gpinet.com