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20231004 3376 S Broadway Treehouse Site Plan Traffic
November 2023 Off-Premises Beverage Sales & On-Premises Beverage-Pizza - Traffic Study US Route 9, Saratoga Springs Page 1 Proposed Off-Premises Beverage Sales & On-Premises Beverage-Pizza Development US Route 9 - Saratoga Springs, NY The project site is located on the east side of US Route 9 (South Broadway), between the Homewood Suites hotel and the Saratoga Honda car dealership, in Saratoga Springs, NY. The site is currently vacant. The proposed development includes approximately 29,612 SF of development space which will house a brewery, space for off-premises beverage sales/pickup, and space for on-premises beverage/pizza operations. Access will be provided to/from US Route 9 via one entrance only driveway located approximately 1,370 feet to the south of Crescent Avenue and one exit only driveway located approximately 1,080 feet to the south of Crescent Avenue. TRAFFIC IMPACT STUDY Prepared in Accordance With Chapter 5 of the NYSDOT Highway Design Manual (HDM) Prepared By: 1396 White Bridge Road Chittenango, NY 13037 November 2023 Note: It is a violation of law for any person, unless they are acting unde r the direction of a licensed professional engineer, architect, landscape architect, or land surveyor, to alter an item in any way. If an item bearing the stamp of a licensed professional is altered, the altering engineer, architect, landscape architect, or land surveyor shall stamp the document and include the notation "altered by" followed by their signature, the date of such alteration, and a specific description of the alteration. November 2023 Off-Premises Beverage Sales & On-Premises Beverage-Pizza - Traffic Study US Route 9, Saratoga Springs Page 2 Table of Contents 1.0 SUMMARY OF TRAFFIC IMPACTS ..................................................................................................... 3 2.0 Operational Data – Existing Conditions ................................................................................................. 3 2.1 Travel Speeds ................................................................................................................................ 3 2.2 Traffic Gap ..................................................................................................................................... 4 2.3 Driveway Sight Distance ................................................................................................................ 4 3.0 CAPACITY ANALYSIS .......................................................................................................................... 5 3.1 Existing Volumes ............................................................................................................................ 6 3.2 Growth Rates ................................................................................................................................. 7 3.3 Projected Trip Generation & Distribution ....................................................................................... 7 3.4 Internal Circulation ......................................................................................................................... 8 3.5 Traffic Control Device Data ............................................................................................................ 9 3.6 Capacity Analysis for Existing Condition........................................................................................ 9 3.7 Capacity Analysis for Background Condition ................................................................................. 9 3.8 Capacity Analysis for Proposed Condition ..................................................................................... 9 3.9 Mitigation Measures ..................................................................................................................... 10 4.0 CRASH ANALYSIS ............................................................................................................................. 10 4.1 Existing Crash Data ..................................................................................................................... 10 4.2 Compare Rates to Accepted Values ............................................................................................ 11 APPENDICIES ............................................................................................................................................ 12 A Site Plan B Gap Data / Speed Data C Traffic Count Data D Traffic Volume Figures 1-8 E Level of Service & Queue Summary F Growth Calculations G Trip Generation Calculations H Accident Analysis I Capacity Analysis Printouts November 2023 Off-Premises Beverage Sales & On-Premises Beverage-Pizza - Traffic Study US Route 9, Saratoga Springs Page 3 1.0 Summary of Traffic Impacts A. A capacity analysis was performed per the NYSDOT Highway Design Manual Chapter 5. (Refer to Section 3 of this report): The proposed Off-Premises Beverage Sales & On-Premises Beverage-Pizza development is a moderate traffic generator projected to generate approximately 222 trips entering/141 trips exiting during a Friday evening peak hour and 188 trips entering/173 trips exiting during the Saturday midday peak hour. Approximately 45 of the overall trips both entering and exiting will be drawn from existing traffic already passing the site on US Route 9. The analysis of the intersections in the study area indicates that the additional traffic generated by the proposed development will have minimal impacts on traffic operations during the peak hours with traffic operations generally being maintained from the background condition. The signalized intersections of US Route 9 at Crescent Avenue and E West Road operate at acceptable overall Levels of Service B or better under existing conditions and will operate at acceptable Levels of Service C or better with the proposed development traffic. There are a couple minor drops in Level of Service at the US Route 9/Crescent Avenue intersection from the background condition including the northbound through/right movement during the Saturday midday peak hour (LOS B to C, +2 seconds average delay), the overall intersection during the Friday evening peak hour (LOS B to C, +2 seconds average delay), and the southbound left turn movement during the Friday evening peak hour (LOS B to C, +5 seconds average delay). All Levels of Service are maintained from the background condition at the US Route 9/E West Road intersection during both peak hours. The unsignalized site exit driveway is anticipated to operate at an overall Level of Service E for left turn exiting traffic during the Friday evening peak hour (38 seconds average) and Level of Service C for left turn exiting traffic during the Saturday peak hour (23 seconds average delay). The southbound left turn movement at the site entrance driveway is expected to operate at Level of Service B during both peak hours with 11-15 seconds average delay. There are no notable impacts to the free flow north/south through traffic movements on US Route 9 anticipated at the site driveways. There are no off-site mitigations measures recommended. B. A crash analysis was performed per Highway Design Manual Chapter 5 on US Route 9 between Crescent Avenue and E West Road. Both the intersection accident rates and link accident rate are equal to or below statewide average rates for similar type facilities. Refer to Section 4 of this report. 2.0 Operational Data – Existing Conditions 2.1 Travel Speeds The posted speed limit on US Route 9 in the study area is 55 mph passing the site, and 40mph to the north of Crescent Avenue. Existing average and 85th percentile speeds on US Route 9 passing the site were collected using automated traffic data recorders (tube counters) between November 3rd and November 7th, 2023. The posted speed limit, average speeds and the 85th percentile speeds observed are summarized in the table below. The speed data has been attached. November 2023 Off-Premises Beverage Sales & On-Premises Beverage-Pizza - Traffic Study US Route 9, Saratoga Springs Page 4 Exhibit 1 Speed Data Street Name Location Posted Speed Average Speeds November 2023 85th Percentile Operating Speed November 2023 US Route 9 Passing Site 55 mph NB – 53 mph SB – 56 mph NB – 58 mph SB – 61 mph 2.2 Traffic Gap Gap data was collected to assess the ability for vehicles to turn on and off US Route 9 at the site access driveways. In order for a vehicle to turn right out of the site, or left into the site, the vehicle only requires a gap in the northbound direction on US Route 9. A vehicle requires a gap in traffic in both directions at the same time to turn left out of the site onto US Route 9. These gaps in traffic were observed and timed on US Route 9 during the Friday evening, and Saturday midday traffic count periods. The gaps were then converted to a number of vehicles that could turn left or right out of the site during each gap and then totaled for the peak hour. For example, one vehicle can turn from a driveway with a 6-9 second gap in traffic, two can turn with a 10-13 second gap, 3 with a 14-17 second gap, 4 with an 18-19 second gap, etc. Based on the gap data collected, there are sufficient gaps in traffic to accommodate approximately 312 vehicles turning right onto US Route 9 during the Friday evening peak hour and 406 vehicles turning right onto US Route 9 during the Saturday midday peak hour. There are sufficient gaps on US Route 9 to accommodate approximately 159 vehicles turning left out of the site during the Friday evening peak hour and 187 vehicles turning left out during the Saturday midday peak hour. The gap analysis for left turning vehicles exiting the site only reviewed full gaps in both directions at the same time on US Route 9. In reality, a vehicle exiting the site can use a two-step gap acceptance, first pulling into the two way center left turn lane, and then merging with southbound traffic. Therefore the available gaps for left turning vehicles may be notably higher than the value s summarized above. There are no concerns with available gaps in traffic to accommodate the projected turning movements at the site driveways. 2.3 Driveway Sight Distance Sight lines looking north/south along US Route 9 from the proposed site exit driveway were collected for comparison to design standards in order to confirm that adequate sight lines are available for safe egress from the site. The following table provides a summary of the recommended sight distances along US Route 9 from the AASHTO A Policy on Design of Highways and Streets as well as the available sight distances based on field measurements. Operating speeds of 60 mph on US Route 9 were used in the review. The sight distance recommended for turning left out of the site was adjusted to account for the additional northbound and center turn lanes to be crossed when exiting. November 2023 Off-Premises Beverage Sales & On-Premises Beverage-Pizza - Traffic Study US Route 9, Saratoga Springs Page 5 Sight Distance Summary Location Operating Speed Direction AASHTO Recommended Sight Distance Available Sight Distance Site Exit Driveway @ US Route 9 - Turning Right Out 60 mph Looking Left 575 feet 1,500+ feet Site Exit Driveway @ US Route 9 - Turning Left Out 60 mph Looking Left Looking Right 750 feet 750 feet 1,500+ feet 1,100+ feet There are more than adequate sight distances looking both north and south along US Route 9 from the proposed site exit driveway. There are no concerns with sight distances associated with safety for ingress and egress from the site. 3.0 Capacity Analysis Capacity Analysis Overview Capacity analyses performed in this report are consistent with the most recent version of the Highway Capacity Manual (HCM). The software used to perform this analysis is Synchro11. The HCM quantifies the quality of traffic flow in terms of levels of service (LOS). There are six levels of service, with LOS A indicating very low levels of delays and LOS F indicating high levels of delays associated with congestion. These represent a qualitative measure of operational conditions within a traffic stream, and the perception of conditions by motorists and/or passengers. Levels of service and capacity for signalized intersections are calculated for each lane group (a lane group may b e one or more movements), each intersection approach, and the intersection as a whole. The intersection level of service is merely a weighted average of the individual approaches and may not be considered a valid measure of the quality or acceptability of an intersection design since it can conceal poor operating conditions on individual approaches. Levels of service at unsignalized intersections are only calculated for minor movements since the through movement on the major street is not affected by intersection traffic control. The level of service for signalized intersections and unsignalized intersections can be compared. The corresponding level of service represents the congestion of the roadway. LOS for Signalized Intersection LOS by Volume-to-Capacity Ratio (v/c) Control Delay (sec/veh) v/c ≤1.0 v/c >1.0 ≤10 A F >10-20 B F >20-35 C F >35-55 D F >55-80 E F >80 F F HCM 7th Edition November 2023 Off-Premises Beverage Sales & On-Premises Beverage-Pizza - Traffic Study US Route 9, Saratoga Springs Page 6 LOS for Non-Signalized Intersections LOS by Volume-to-Capacity Ratio (v/c) Control Delay (sec/veh) v/c ≤1.0 v/c >1.0 ≤10 A F >10-15 B F >15-25 C F >25-35 D F >35-50 E F >50 F F HCM 7th Edition 3.1 Existing Volumes AADT traffic volumes on US Route 9 and Crescent Avenue (2019) were obtained from the NYSDOT Traffic Data Viewer. New traffic turning movement counts were collected at the intersections of US Route 9 with Crescent Avenue and E West Road on Friday November 3rd and Saturday November 4th, 2023. The traffic counts were collected during the Friday evening (4-6pm) and Saturday midday (12pm-2pm) peak travel periods to ensure that actual peak hours of the adjacent streets were captured. The traffic counts included separate heavy vehicle counts per direction and pedestrians. There was minimal pedestrian activity during the traffic count periods. Based on the traffic counts collected, the peak hours were as follows: Evening peak hour - 4:30-5:30pm Saturday peak hour – 12:15-1:15pm 2019 AADT traffic count data on US Route 9 passing the site and on Crescent Avenue to the east of US Route 9 was reviewed and compared to the existing traffic volume counts to determine if any adjustments were needed to account for seasonal adjustments. The design hourly volume on US Route 9 based on the 2019 AADT count data is 1,873 vehicles with a directional design hourly volume of 1,100 vehicles. The existing traffic counts passing the site during the evening peak hour included 1,808 total vehicles with a directional hourly volume of 997 vehicles. Comparing the evening peak hour traffic counts to historical values showed that the 2023 counts are within 97% compared to historical design hour volume, and within 91% of the historical directional design hour volumes. The design hourly volume on Crescent Avenue based on the 2019 AADT count data is 455 vehicles with a directional design hourly volume of 288 vehicles. The 2023 traffic counts during the evening peak hour included 522 total vehicles with a directional hourly volume of 336 vehicles. The 2023 traffic counts are 15%-17% higher than the 2019 historical count data. In order to maintain a conservative evaluation of traffic operations in the area, the north/south through movements on US Route 9 were increased by 10% during both the Friday evening and Saturday midday peak hours to account for any seasonal variation in traffic in the area. AADT traffic volumes on US Route 9 based on the Traffic Data Viewer and a 1.0% annual growth rate are shown in the table below. November 2023 Off-Premises Beverage Sales & On-Premises Beverage-Pizza - Traffic Study US Route 9, Saratoga Springs Page 7 Existing Traffic Volumes for Study Area (No Build) STREET NAME EXISTING (2023) ETC (2025) ETC+20 (2045) ETC+30 (2055) AADT DHV AADT DHV AADT DHV AADT DHV US Route 9 (Passing Site) 22,671 1,948 23,107 1,985 27,467 2,360 29,647 2,547 US Route 9 carries approximately 1,077 vehicles northbound/885 vehicles southbound passing the site during the Friday evening peak hour, and 819 vehicles northbound/639 vehicles southbound passing the site during the Saturday midday peak hour. The 2023 existing traffic volumes collected in November are shown in Figure 1. The 2023 adjusted existing traffic volumes used for this study are shown in Figure 2. The traffic count data has also been attached. 3.2 Growth Rates The proposed development is assumed to be completed by 2025, therefore 2025 was used as the design year for this study. In order to fully understand the impacts of the development on the adjacent roadway system, analysis of the operations immediately before the project opening must first be completed. Historical traffic volumes along US Route 9 to the south of Crescent Avenue, and along Crescent Avenue between US Route 9 and Nelson Avenue, were taken from the NYSDOT Traffic Data Viewer website and reviewed in order to understand historical growth trends in the area. Long term growth rates in the area have been +0.7% per year on US Route 9 to the south of the Crescent Avenue between 2005 and 2019, and flat on Crescent Avenue with minimal growth between 2007 and 2019. A positive value of +1.0% per year was chosen to grow the existing traffic volumes to the 202 5 design year to maintain a conservative analysis of traffic operations in the area. The growth calculations have been attached. In additional to unknown growth, specific approved trips are also included in the background traffic volumes. The Saratoga Springs planning staff indicated that the only development that needed to be specifically included in the growth projections includes 215 approved apartments on Crescent Avenue. Trips generated by these apartments were estimated using the ITE Trip Generation, 11th Edition and were extrapolated through the study area based on existing turning movements at the US Route 9/Crescent Avenue intersection. The 2025 base traffic volumes with 1% growth per year are shown in Figure 3. The approved trips associated with the apartments on Crescent Avenue are shown in Figure 4. The 2025 background traffic volumes expected prior to the opening of the proposed development are shown in Figure 5. 3.3 Projected Trip Generation & Distribution The proposed development includes approximately 29,612 SF of development space which wil l house a brewery, space for off-premises beverage sales/pickup, and space for on-premises beverage/pizza operations. 7,160 SF of space will be used for the brewing operations and off-premises beverage sale/pickup. 22,452 SF of space will be used for the on-premises beverage/pizza operations, which includes the back of house operations and the mezzanine space. The off-premises beverage sales is an on-line ordering operation with specific pickup times for each customer. The customers pull into the site and remain in their vehicle while employees load the purchases, and the customers then depart. Trips generated by the off-premises beverage sales operation were developed based on data provided for three similar sites in Tewksbury, Sandwich, and Deerfield, Massachusetts. Based on the data from the three sites reviewed, the average hourly trips November 2023 Off-Premises Beverage Sales & On-Premises Beverage-Pizza - Traffic Study US Route 9, Saratoga Springs Page 8 generated by off-premises beverage sales were 43 trips per hour entering and exiting during the Friday evening peak hour, and 64 trips entering and exiting per hour during the Saturday peak hour. A +25% factor of safety was applied to the hourly trip generation rates for this study to maintain a conservative evaluation of potential traffic impacts. The brewery operations will occur during overnight hours when th e commercial portions of the site are not in operation. Therefore, the brewery operation is not anticipated to generate any traffic during the peak hours evaluated in this study. Trips generated by the proposed on-premises beverage/pizza operation were estimated using the ITE Trip Generation, 11th Edition, which is the industry accepted standard for estimating traffic generated by new developments. Land Use 975 – Drinking Place was used. A portion of the traffic generated by the development will be drawn from traffic already passing the site on US Route 9 and is referred to as pass-by trips. Pass-by trips are vehicles that are already traveling through the study area but will now stop at the development on their way to anther destination, such as stopping on their way home from work, or while running errands. Based on data from the ITE Trip Generation, the average pass-by rate for general retail uses is 40% during the evening peak hour and 31% during the Saturday peak hour, and for a high turnover sit down restaurant is 43% during the evening peak hour. A conservative 25% pass-by rate was assumed for both peak hours. The following table summarizes the trip generation estimate for the proposed off-premises beverage sales & on-premises beverage/pizza development on US Route 9 in Saratoga Springs, NY. Trip Generation Summary Evening Peak Saturday Peak Entering Entering Entering Entering Off-Premises Beverage Sales 54 54 80 80 On-Premises Beverage & Pizza 168 87 108 93 Total Trips Generated 222 141 188 173 Pass-by Trips – 25% -45 -45 -45 -45 Total New Trips Generated 177 96 143 128 The proposed Off-Premises Beverage Sales & On-Premises Beverage-Pizza development is a moderate traffic generator projected to generate approximately 222 trips entering/141 trips exiting during a Friday evening peak hour and 188 trips entering/173 trips exiting during the Saturday midday peak hour. Approximately 45 of the overall trips both entering and exiting will be drawn from existing traffic already passing the site on US Route 9. The detailed trip generation estimate is attached. Based on existing traffic patterns and population centers in the area, 50% of the new trips generated are expected to travel to/from the south on US Route 9 (with 10% returning south via Crescent Avenue to I- 87), 40% is expected to travel to/from the north on US Route 9, and 10% is expected to travel to/from the east on Crescent Avenue. With nearly identical traffic splits passing the site on US Route 9 during the two peak hours, 55% of the pass-by trips are anticipated to be drawn from northbound traffic on US Route 9 and 45% is expected to be drawn from southbound traffic on US Route 9. The anticipated arrival/departure distribution is shown in Figure 6. The estimated trips generated are shown in Figure 7. The resultant full build traffic volumes expected when the development is complete are shown in Figure 8. 3.4 Internal Circulation, Parking, Deliveries The site will utilize one way traffic flow counterclockwise around the site with separated off-premises beverage pickup operations in the front of the building and parking for the on-premises operations on the November 2023 Off-Premises Beverage Sales & On-Premises Beverage-Pizza - Traffic Study US Route 9, Saratoga Springs Page 9 south side of the site. There is ample parking provided with 44 parking spaces in the front of the building for beverage pickup operations, 230 parking spaces for on-premises customers, and 49 spaces along the northern property line for employees. There is no parking allowed on US Route 9. 3.5 Traffic Control Device Data The signalized intersection of US Route 9 with Crescent Road (#5011) is a fully actuated uncoordinated signal with protected/permitted southbound left turn phasing. The intersection of US Route 9 with E West Road (#5038) is also a fully actuated uncoordinated traffic signal with protected/permitted northbound left turn phasing. There is free flow traffic on US Route 9 passing the site access with two lanes in each direction and a center left turn lane. 3.6 Capacity Analysis for Existing No-Build Condition Capacity analysis of the existing traffic operations was completed using Synchro11. The results of the capacity analysis indicate that all of the signalized traffic movements at both the Crescent Avenue and E West Road intersections are operating at acceptable overall Levels of Service D or better during the Friday evening and Saturday midday peak hours. The overall intersections are both operating at Level of Service B or better during the two peak hours. The detailed Level of Service & queue summary, and capacity analysis printouts, have been attached. 3.7 Capacity Analysis for Background No-Build Condition Capacity analysis of the background traffic operations was completed using Synchro11. The results of the analysis show only minor increases in delay from the existing condition with all Levels of Service being maintained from the existing condition except for the northbound through/right movement on US Route 9 at Crescent Avenue (LOS B to C, +1 second average delay) during the Friday evening peak hour. The detailed Level of Service & queue summary, and capacity analysis printouts, have been attached. 3.8 Capacity Analysis for Proposed Build Condition Capacity analysis of the build traffic operations with no improvements was completed using Synchro11. The analysis of the intersections in the study area indicates that the additional traffic generated by the proposed development will have minimal impacts on traffic operations during the peak hours with traffic operations generally being maintained from the background condition. The signalized intersections of US Route 9 at Crescent Avenue and E West Road operate at acceptable overall Levels of Service B or better under existing conditions and will operate at acceptable Levels of Service C or better with the proposed development traffic. There are a couple minor drops in Level of Service at the US Route 9/Crescent Avenue intersection from the background condition including the northbound through/right movement during the Saturday midday peak hour (LOS B to C, +2 seconds average delay), the overall intersection during the Friday evening peak hour (LOS B to C, +2 seconds average delay), and the southbound left turn movement during the Friday evening peak hour (LOS B to C, +5 seconds average delay). All Levels of Service are maintained from the background condition at the US Route 9/E West Road intersection during both peak hours. The unsignalized site exit driveway is anticipated to operate at an overall Level of Service E for left turn exiting traffic during the Friday evening peak hour (38 seconds average) and Level of Service C for left turn exiting traffic during the Saturday peak hour (2 3 seconds average delay). The southbound left turn November 2023 Off-Premises Beverage Sales & On-Premises Beverage-Pizza - Traffic Study US Route 9, Saratoga Springs Page 10 movement at the site entrance driveway is expected to operate at Level of Service B duri ng both peak hours with 11-15 seconds average delay. There are no notable impacts to the free flow north/south through traffic movements on US Route 9 anticipated at the site driveways. The detailed Level of Service & queue summary, and capacity analysis printouts, have been attached. 3.8 Mitigation Measures There are no off-site mitigation measures recommended. 4.0 Crash Analysis The purpose of this crash analysis is to identify safety problems by studying and quantifying accidents within and immediately adjacent to the driveway, and identifying abnormal patterns and clusters. An accident cluster is defined as an abnormal occurrence of similar accident types occurring at approximately the same location or involving the same geometric features. The severity of the accidents should also be considered. A history of accidents is an indication that further analysis is required to determine the cause(s) of the accident(s) and to identify what actions, if any, could be taken to mitigate the accidents. A crash analysis was performed per Highway Design Manual Chapter 5 on US Route 9 between Crescent Avenue and E West Road. Both the intersection accident rates and link accident rate are equal to or below statewide average rates for similar type facilities. Existing Crash Data The accident analysis was completed using history reports obtained for a three year period from May 2020 through April 2023. Over the three year period, there were 29 total accidents in the study area. Four (4) accidents occurred at the US Route 9 / E West Road intersection including 3 rearend accidents and 1 right angle accident. The accident rate is equal to the statewide average for similar facilities. Along US Route 9, there were 23 total midblock accidents including 10 animal related accidents, 6 sideswipe accidents, 3 right angle accidents, 2 left turn accidents, 2 pedestrian accidents, 1 rearend accident, 1 bicyclist accident, and 1 fixed object accident. The link accident rate is below the statewide average rate for similar facilities. There was 1 parking lot accident and one midblock accident on E West Road included in the data. Of the accidents, 23 (79%) were non-reportable or property damage only accidents. There were 5 injury accidents and one fatality accident. The fatality accident involved a northbound vehicle on US Route 9 striking a pedestrian who was walking on the side of the roadway. While the accident description does not provide any contributing factors, the collision diagram indicates that the shoulder may have been coned off, forcing the pedestrian to walk in or immediately adjacent to northbound travel lanes. November 2023 Off-Premises Beverage Sales & On-Premises Beverage-Pizza - Traffic Study US Route 9, Saratoga Springs Page 11 4.2 Compare Rates to Accepted Values The following table provides a comparison of the existing accident rates to the statewide average rate for similar facilities: Intersection and Link Accident Rates Intersection / Link Calculated Intersection Accident Rate Statewide Accident Rate for Similar Facilities US Route 9 @ E West Road 0.16 acc/mev 0.16 acc/mev US Route 9 Midblock 1.07 acc/mvm 3.46 acc/mvm Acc/mev = Accidents per million entering vehicles Acc/mvm = Accidents per million vehicle-miles November 2023 Off-Premises Beverage Sales & On-Premises Beverage/Pizza - Traffic Study US Route 9, Saratoga Springs APPENDIX A Site Plan 7.6'SOUTH BROADWAYU.S. ROUTE 9 LANDS N/F OFEFF-JAY REALTY, LLCBK. 1676, PG. 73SECTION 178.00 BLOCK 2 LOT 17.11LANDS N/F OF3368 S BROADWAY HOTEL LLCINSTR. 2022-31739SECTION 178.00 BLOCK 2 LOT 16LANDS N/F OFF.W. OF SARATOGA, INC.BK. 1099, PG. 477SECTION 178.00 BLOCK 2 LOT 17.2LANDS N/F OFF.W. OF SARATOGA, INC.BK. 1078, PG. 336SECTION 178.00 BLOCK 2 LOT 11.1LANDS N/F OFF.W. OF SARATOGA, INC.BK. 1498, PG. 47SECTION 178.00 BLOCK 2 LOT 23LANDS N/F OF3402 ROUTE 9, LLCINSTR. 2013-43252SECTION 178.00 BLOCK 2 LOT 22N 12°46'59" E 501.66'S 85°46'00" E 610.83'N 10°13'59" E 7 3 . 9 6 'N 86°12'05" E 170.93'N 86°41'18" E 107.94'S 11°54'18" W 6 1 7 . 3 5 'N 85°30'00" W 887.00'WETLAND "A"AREA=0.53 ACRESSOUTH BROADWAYU.S. ROUTE 9 LANDS N/F OFEFF-JAY REALTY, LLCBK. 1676, PG. 73SECTION 178.00 BLOCK 2 LOT 17.11LANDS N/F OF3368 S BROADWAY HOTEL LLCINSTR. 2022-31739SECTION 178.00 BLOCK 2 LOT 16LANDS N/F OFF.W. OF SARATOGA, INC.BK. 1099, PG. 477SECTION 178.00 BLOCK 2 LOT 17.2LANDS N/F OFF.W. OF SARATOGA, INC.BK. 1078, PG. 336SECTION 178.00 BLOCK 2 LOT 11.1LANDS N/F OFF.W. OF SARATOGA, INC.BK. 1498, PG. 47SECTION 178.00 BLOCK 2 LOT 23LANDS N/F OF3402 ROUTE 9, LLCINSTR. 2013-43252SECTION 178.00 BLOCK 2 LOT 22N 12°46'59" E 501.66'S 85°46'00" E 610.83'N 10°13'59" E 7 3 . 9 6 'N 86°12'05" E 170.93'N 86°41'18" E 107.94'S 11°54'18" W 6 1 7 . 3 5 'N 85°30'00" W 887.00'WETLAND "A"AREA=0.53 ACRESSOUTH BROADWAYU.S. ROUTE 9 LANDS N/F OFEFF-JAY REALTY, LLCBK. 1676, PG. 73SECTION 178.00 BLOCK 2 LOT 17.11LANDS N/F OF3368 S BROADWAY HOTEL LLCINSTR. 2022-31739SECTION 178.00 BLOCK 2 LOT 16LANDS N/F OFF.W. OF SARATOGA, INC.BK. 1099, PG. 477SECTION 178.00 BLOCK 2 LOT 17.2LANDS N/F OFF.W. OF SARATOGA, INC.BK. 1078, PG. 336SECTION 178.00 BLOCK 2 LOT 11.1LANDS N/F OFF.W. OF SARATOGA, INC.BK. 1498, PG. 47SECTION 178.00 BLOCK 2 LOT 23LANDS N/F OF3402 ROUTE 9, LLCINSTR. 2013-43252SECTION 178.00 BLOCK 2 LOT 22N 12°46'59" E 501.66'S 85°46'00" E 610.83'N 10°13'59" E 7 3 . 9 6 'N 86°12'05" E 170.93'N 86°41'18" E 107.94'S 11°54'18" W 6 1 7 . 3 5 'N 85°30'00" W 887.00'WETLAND "A"AREA=0.53 ACRES1020' SIDE YARD SETBACK20' SIDE YARD SETBACK60' FRONT YARD SETBACK=2NE *CR *ATEWA< C200ERC,AL R8RAL 8SE +20EW22D S8,TES=2NE *CR *ATEWA< C200ERC,AL R8RAL 8SE SARAT2*A +2NDA=2NE *CR *ATEWA< C200ERC,AL R8RAL 8SE )28R W,NDS 2) SARAT2*A=2NE *CR *ATEWA< C200ERC,AL R8RAL 8SE )28R W,NDS 2) SARAT2*A=2NE *CR *ATEWA< C200ERC,AL R8RAL 8SE )28R W,NDS 2) SARAT2*A=2NE *CR *ATEWA< C200ERC,AL R8RAL 8SE 9ACANTPROP.BUILDING(22,800 SF)PARKING = 368 SPACESPROP.PAVILION(3,550 SF)101010101010109106101041069101.8'100.5'545.4'215.5'GRAVEL PATIOPROP. LSA (TYP.)PROP. LSA (TYP.)PROP.PAVILION(3,550 SF)PROP.MONUMENTSIGN161.7'CURBSIDE PARKINGGRAVEL PATIOOUTDOOR SEATINGEMPLOYEE PARKINGS8867681010PROP. SWALE (TYP.)PROP. SWALE (TYP.)PROP. SWALE (TYP.)PROP. SWALE (TYP.)TPROP.TRANSFORMERPADPROP. PUMPCHAMBERPROP. 9' WIDESIDEWALKPROP. POROUSASPHALT PAVEMENT(TYP.)PROP. TRUCKDOCKPROP. ACCESSIBLE PARKING SPACESAND STRIPING (SEE DETAIL)PROP. POLE MOUNTED LIGHT(TYP.) (SEE LIGHTING PLAN)6PROP. TREX TRASH ENCLOSURE24.0' 24.0' 24.0'18.0'PROP. 5' WIDESIDEWALK56 BIKE SPACES181.0'220.8'18.0'50' WETLAND BUFFER101010101010101089101010108PROP. EV CHARGING STATIONS(TYP OF 10)PROP. STORMWATERMANAGEMENT AREA(TYP.)18.0' 18.0'18.0'18'24'18'24'8'(TYP)14'24'9'(TYP)18'24'18'8.3'9'(TYP) 5.0'PROP.PAVILION(3,550 SF)20'14'20'19.7'20'19.7' 1 6 '9'(TYP)9'(TYP)PROP. LANDSCAPEDISLAND (TYP.)39.4'PROP. LSA (TYP.)PROP. 5' WIDEGRAVEL PATH (TYP)PROP. PATHLIGHTING (TYP)PROP. DISPLAY PADPROP. DISPLAY PADPROP. TIMBERFOOT BRIDGEPROP. TIMBERFOOT BRIDGEPROP. TIMBERFOOT BRIDGEPROP. TIMBERFOOT BRIDGEPROP. 5' WIDESIDEWALKPROP. ASPHALTPAVEMENT (TYP.)PROP. ASPHALTPAVEMENT (TYP.)PROP. ASPHALTPAVEMENT (TYP.)PROP. DISPLAY PADPROP. 5' WIDEGRAVEL PATH (TYP)PROP. 5' WIDESIDEWALKPROP. ±2' HIGH WALLPROP. BOCCE COURTPROP. RAMPWITH HANDRAILPROP. ASPHALTPAVEMENT (TYP.)PROP. ASPHALTPAVEMENT (TYP.)50' WETLAND BUFFERPROP. ADA RAMP (TYP)PROP. FLUSH CURBPROP. ADA RAMP (TYP)PROP. MONOLITHICCURB AND SIDEWALKPROP LIMIT OF DISTURBANCE (TYP)PROP LIMIT OF DISTURBANCE (TYP)PROP LIMIT OF DISTURBANCE (TYP)PROP LIMIT OF DISTURBANCE (TYP)PROP TREELINE (TYP)PROP TREELINE (TYP)PROP TREELINE (TYP)PROP TREELINE (TYP)PROP SAWCUT LINE (TYP)PROP SAWCUT LINE (TYP)PROP. ADA PARKING SIGN INBOLLARD (TYP OF 6)PROP. "NO PARKING" SIGNIN BOLLARD (TYP OF 3)PROP. ADA PARKING SIGN INBOLLARD (TYP OF 2)PROP. "NO PARKING" SIGNIN BOLLARD (TYP OF 3)195.2'PROP. MONOLITHICCURB AND SIDEWALK34.7'24.9'161.1'PROP. YIELD TOPEDESTRIANS SIGN(TYP OF 2)PROP. 5' WIDECROSSWALK (TYP)PROP. 5' WIDECROSSWALK (TYP)PROP. YIELD TO PEDESTRIANSSIGN (TYP OF 2)PROP. YIELD TO PEDESTRIANSSIGN (TYP OF 2)PROP. STOP AND DO NOTENTER SIGNSPROP. STOP AND DONOT ENTER SIGNSPROP. DO NOT ENTER SIGN(TYP OF 2)PROP DIRECTIONAL ARROWS (TYP)PROP DIRECTIONAL ARROWS (TYP)PROP DIRECTIONAL ARROWS (TYP)PROP. LSA (TYP.)PROP. LSA (TYP.)84.1'438.6'PROP. MONOLITHICCURB AND SIDEWALKPROP. FLUSH CURBPROP. FLUSHCURBS16'REVISIONSREVDATECOMMENTDRAWN BYCHECKED BYORG. DATE -11/30/2023PROJECT No.:DRAWN BY:CHECKED BY:DATE:CAD I.D.:PROJECT:FOR\\BOHLERENG.NET\SHARES\MA-PROJECTS\2023\NYB230191.00\CAD\DRAWINGS\PLAN SETS\CIVIL SITE PLANS\NYB230191.00-SPPD-0A----->LAYOUT: C-301 SITESG THIS DRAWING IS INTENDED FOR MUNICIPAL AND/OR AGENCYREVIEW AND APPROVAL. IT IS NOT INTENDED AS A CONSTRUCTIONDOCUMENT UNLESS INDICATED OTHERWISE.SHEET NUMBER:SHEET TITLE:NYB230191SAG/AKDSRW11/30/2023NYB230191.00-SPPD-0APROPOSED SITEPLAN DOCUMENTSTHBC NY, LLCPROPOSEDDEVELOPMENTSEC. 178.00 - BLK - PARCEL 15SOUTH BROADWAYCITY OF SARATOGA SPRINGSSARATOGA COUNTY, NEW YORKISSUED FOR PERMITALWAYS CALL 811It's fast. It's free. It's the law.TM THE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATION FROM BOHLER. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES © SITE CIVIL AND CONSULTING ENGINEERING LAND SURVEYING PROGRAM MANAGEMENT LANDSCAPE ARCHITECTURE SUSTAINABLE DESIGN PERMITTING SERVICES TRANSPORTATION SERVICES BOHLER17 COMPUTER DRIVE WESTALBANY, NY 12205Phone:(518) 438-9900Fax: (518) 438-0900www.BohlerEngineering.comWES1"=40'040102040C-301SITELAYOUTPLANMIN. CORNER SIDE SETBACK40 FTN/A161.7 FTMIN. BUILDING HEIGHT18 FT*N/A40 FTUSE/CATEGORY: MICRO-PRODUCTION OF ALCOHOLREQUIRED PARKING:1 SPACE PER 500 SF7,160 SF / 500 = 14 SPACEMAX. NUMBER OF PARKING SPACE 120% OF REQUIRED MINIMUM: 365 x 120% = 438 SPACESN/A- NOT APPLICABLEN/S- NOT SPECIFIED(V) - VARIANCE REQUESTED(W) - WAIVER REQUESTED(E) - EXIST. NON-CONFORMANCEZONING ANALYSIS TABLEZONE CRITERIAREQUIREDEXISTINGPROPOSEDMIN. LOT AREAMIN. LOT WIDTHMAX. BLDG COVERAGEMIN. FRONT SETBACKMIN. SIDE SETBACKMIN. REAR SETBACKMAX. BUILDING HEIGHTMAX. IMPER. COVERAGEPARKING SPACESACCESS. PARKING SPACESGATEWAY COMMERCIAL - RURAL (GC-R)ZONING DISTRICTMICRO-PRODUCTION OF ALCOHOL - PERMITTED PRINCIPAL USEEATING AND DRINKING ESTABLISHMENT - PERMITTED PRINCIPAL USEOUTDOOR DINING - SPECIAL USE, PRINCIPAL USEUSES20,000 SF*100 FT35%60 FT*20 FT25 FT40 FT60%365 SPACES10.68 ACRES500 FT0%N/AN/AN/AN/A2.2%29 SPACESUNCHANGED-7.7%101.8 FT100.5 FT545.4 FT46%368 SPACES8 SPACES1 SPACE8 SPACESPARKING STALL CRITERIASTANDARD:9 FT x 18 FTCOMPACT: 8 FT x 16 FTUSE/CATEGORY: EATING AND DRINKINGREQUIRED PARKING:1 SPACE PER 100 SF35,043 SF / 100 = 350 SPACES* SEE EXCEPTIONS TO THESE REQUIREMENTS AS SPECIFIED IN SECTION 4.0.AUNCHANGED40 FTALLOWEDPROPOSEDFREESTANDING SIGNSIGNAGE TABLE12 SF - (12' TALL)PAINTED WALL SIGN 50% OFWALL AREA (MAX. 200SF)(1) EXTERNALLY ILUMINATED PAINTED WALL SIGN: 455 SFBUILDING MOUNTED SIGNWEST ELEVATION1.5 SF PER LINEAR FOOT OFBUILDING WALL. (MAX. 40 SF)(1) INTERNALLY ILLUMINATED WORKMARK SIGN: 226 SFBUILDING MOUNTED SIGNSOUTH ELEVATION1.5 SF PER LINEAR FOOT OFBUILDING WALL. (MAX. 40 SF)BUILDING MOUNTED SIGNEAST ELEVATION(1) EXTERNALLY ILLUMINATED LOGO SIGN: 228 SF(1) INTERNALLY ILLUMINATED ROOF SIGN: 8.5 SF November 2023 Off-Premises Beverage Sales & On-Premises Beverage/Pizza - Traffic Study US Route 9, Saratoga Springs APPENDIX B Gap/Speed Data Intersection Gap Study Project:Proposed Off-Premise Beverage Sales & On-Premises Beverage/Pizza Development US Route 9 - Saratoga Springs, NY Date:11/3/23 & 11/4/23 Intersection:Site Access @ US Route 9 Movement:Right Turns Exiting / Left Turns Entering 6-10 sec 11-14 sec 15-18 sec 19-20 sec 21-24 sec 25-26 sec >27 Interval Time Interval x 1 x 2 x 3 x 4 x 5 x 6 x 7 Total Evening Peak Hour - 11/3/23 4:30-5:30pm # of Gaps 67 29 20 7 9 2 6 # of Vehicles 67 58 60 28 45 12 42 312 Saturday Peak Hour - 11/4/23 12:15-1:15pm # of Gaps 66 29 12 10 17 5 13 # of Vehicles 66 58 36 40 85 30 91 406 Intersection:Site Access @ US Route 9 Movement:Left Turns Exiting 6-10 sec 11-14 sec 15-18 sec 19-20 sec 21-24 sec 25-26 sec 27-28 Interval Time Interval x 1 x 2 x 3 x 4 x 5 x 6 x 7 Total Evening Peak Hour - 11/3/23 4:30-5:30pm # of Gaps 32 23 8 2 6 2 1 # of Vehicles 32 46 24 8 30 12 7 159 Saturday Peak Hour - 11/4/23 12:15-1:15pm # of Gaps 49 18 9 2 4 2 5 # of Vehicles 49 36 27 8 20 12 35 187 Page1Location:Saratoga,NewYorkRoadName:US9NBSegment:0.204MiSofCrescentAveDate:11/03/2023GPS:43.055737,-73.787907Tri-StateTrafficDataIncTSTData.comServingTransportationProfessionlsSince1995NBStart12126313641465156616671768186Time20253035404550556065707580859999Total11/03/23****************01:00****************02:00****************03:00****************04:00****************05:00****************06:00****************07:00****************08:00****************09:00****************10:00****************11:000000225111227178506200060112PM0001958155246198577000073113:00000215681522441576314200071714:0000106391442812146113310076315:000010242760163281189557210081916:00000935712152801917214210089017:000001333121232292189467100093418:00000956139264218120315100084319:0000062154166171108196100055220:00000263210813479191000038121:0000004236812263304200031622:000002515406141171000018223:0000012122345361520000136Total00116922171718412602176353587163007865 Page2Location:Saratoga,NewYorkRoadName:US9NBSegment:0.204MiSofCrescentAveDate:11/03/2023GPS:43.055737,-73.787907Tri-StateTrafficDataIncTSTData.comServingTransportationProfessionlsSince1995NBStart12126313641465156616671768186Time20253035404550556065707580859999Total11/04/2300001520342410100009501:000000221111101100003802:000000125453000002003:000001113821000001704:0000001059101000002605:000000131218149100005806:0000004111952522113401017707:00000139468072318200125308:00000052772127105227200036709:00001052691221130458000052710:0000001645143205143224000057811:0000022577206202123426100068412PM000112070207247132385000073013:0001043296212245108254100072814:00000847119213247122182200077815:0000052160192251120296000068416:0000151877205274131403000075417:0000052478171207129337000065418:000011277519720186292000061919:000003184811415198324000046820:0000139419110371161100033721:0000018187112072182110031222:000011115548063286200025123:0000014163971301500000176Total0155229492123993168185252991161119331 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Page4Location:Saratoga,NewYorkRoadName:US9NBSegment:0.204MiSofCrescentAveDate:11/03/2023GPS:43.055737,-73.787907Tri-StateTrafficDataIncTSTData.comServingTransportationProfessionlsSince1995NBStart12126313641465156616671768186Time20253035404550556065707580859999Total11/06/230000321411109000004901:0000000158194000003702:0000000191070100002803:000000006521000001404:000000002342000001105:000000001013121000003606:00000118183928101000010607:00000026541591345717010043008:0000004201172071809613410064209:00000634581892931745310400082110:00000110311122351725110000062211:0000131833174179144275001058512PM0001343176192121273100056713:000002165615619488225000053914:000002135314220182205200052015:0002131268156179123336020058516:000004756179228146435100066917:0000072595236242129374100077618:00001632120225257116323100079319:000001413122190118365110049120:000001222677569272001026621:000000011477465100000020722:00000005204948183200014523:0000004921322030100090Total0233819071122573075201161998185209029 Page5Location:Saratoga,NewYorkRoadName:US9NBSegment:0.204MiSofCrescentAveDate:11/03/2023GPS:43.055737,-73.787907Tri-StateTrafficDataIncTSTData.comServingTransportationProfessionlsSince1995NBStart12126313641465156616671768186Time20253035404550556065707580859999Total11/07/2300005142011116000006701:000000031111105000004002:0000000431161100002603:000000125510000001404:0000001111862100003005:0000001789101010003706:00000031024403291000011907:000202514581531324510200042308:0001575331352762037212220075309:0000031043143246168577100067810:00000000000000000011:00000000000000000012PM000000000000000013:00****************14:00****************15:00****************16:00****************17:00****************18:00****************19:00****************20:00****************21:00****************22:00****************23:00****************Total03512311314187705791983262002187GrandTotal072918884429658348119657924238140270134335143Stats15thPercentile:45MPH50thPercentile:52MPH85thPercentile:58MPH95thPercentile:62MPHMeanSpeed(Average):53MPH10MPHPaceSpeed:46-55MPHNumberinPace:20313PercentinPace:57.8%NumberofVehicles>55MPH:10797PercentofVehicles>55MPH:30.7% Page1Location:Saratoga,NewYorkRoadName:US9SBSegment:0.204MiSofCrescentAveDate:11/03/2023GPS:43.055719,-73.787973Tri-StateTrafficDataIncTSTData.comServingTransportationProfessionlsSince1995SBStart12126313641465156616671768186Time20253035404550556065707580859999Total11/03/23****************01:00****************02:00****************03:00****************04:00****************05:00****************06:00****************07:00****************08:00****************09:00****************10:00****************11:0000004177515417810020800055612PM0001228771591828418230055613:0001104191041901568213201057314:000000117981921747617100057615:0000013281592412229026300077316:0000001229520523613539300073617:0001010161152302379629510073118:000011315791291275416111042819:0000014118810688318300034020:000000722728970387310030921:00000314418613489466000041922:000001495369703310011025123:0000011113548632790100196Total0221048256113619461892892218318306444 Page2Location:Saratoga,NewYorkRoadName:US9SBSegment:0.204MiSofCrescentAveDate:11/03/2023GPS:43.055719,-73.787973Tri-StateTrafficDataIncTSTData.comServingTransportationProfessionlsSince1995SBStart12126313641465156616671768186Time20253035404550556065707580859999Total11/04/23000118234446243000015001:000000331220198120006802:000000138151510000005203:0000000481483000003704:0000001081367110003705:000000135112514110006106:00000015821302910400010807:000000131544692912020017508:000000052565905915020026109:000001216311041235816210035410:000001115731361246714100043211:000004625681721588517200053712PM0000525931741658018201056313:000000535881531396316000049914:0000008421301681536017100057915:0000111135140176115566301054516:0000018271211981548224801262617:0000000271081661437810410053718:0000316251011371165717101046519:000003626113158117538400048820:0000016329010799416100038321:000000419729483317010231322:0000003134489673210100025923:000000383667713381000227Total00414834041420234621351059237397447756 Page3Location:Saratoga,NewYorkRoadName:US9SBSegment:0.204MiSofCrescentAveDate:11/03/2023GPS:43.055719,-73.787973Tri-StateTrafficDataIncTSTData.comServingTransportationProfessionlsSince1995SBStart12126313641465156616671768186Time20253035404550556065707580859999Total11/05/23000039204734182000013301:0000000514291914240008702:0000001419311413210008503:00000007243451215421014904:0000010289105000003505:000000054486100002806:00000103951912301005307:000000127172318311007308:000000241839463912210016309:000003520757754192000025510:000001210461001035819510034511:0000000771151156639300046012PM0100324801701428113500051913:000000115821981486720300053414:000000117801561356724100048115:000001219841491515812010047716:000000022641401307312310144617:000000225641411198018410045418:00000011364123854310000033919:0000002124910390426110030620:000000182757804112100022721:000000113498070247000024422:00000016393836191000014023:00000007112220145000079Total0107292591008192017438952003810116112 Page4Location:Saratoga,NewYorkRoadName:US9SBSegment:0.204MiSofCrescentAveDate:11/03/2023GPS:43.055719,-73.787973Tri-StateTrafficDataIncTSTData.comServingTransportationProfessionlsSince1995SBStart12126313641465156616671768186Time20253035404550556065707580859999Total11/06/230001041613166100005701:0000000281087100003602:000000101271000001203:000000004755000002104:0000000153157100003205:000000124131212200104706:0000000582161385200014007:00000003755118138431211037808:000000233811022219569700064609:0000002115312120212834501055710:000001211471101659321210045311:001012419441321736011211045112PM00005191151791486215100054413:0000021038801711366512100051514:000000213561691418413300048115:000000215881401898922200054716:000001321902131778829600062817:000001624892392199927210070718:00000010219216824310830510067819:00000031443961126313110034620:0000012153160684619310024621:000000112276462287000020122:00000027224968212000017123:0000100814262242000077Total102958268982217125891447379547407971 Page5Location:Saratoga,NewYorkRoadName:US9SBSegment:0.204MiSofCrescentAveDate:11/03/2023GPS:43.055719,-73.787973Tri-StateTrafficDataIncTSTData.comServingTransportationProfessionlsSince1995SBStart12126313641465156616671768186Time20253035404550556065707580859999Total11/07/2300011111625115110007201:000000148574000002902:000000030351000001203:0000100051312000002204:000000104776000002505:000000108132212400006006:00000022212757407000015607:00001022144713312943720038008:0000001830102225204781250066509:000303684110516314231700050910:00101223000000000911:00000000000000000012PM000000000000000013:00****************14:00****************15:00****************16:00****************17:00****************18:00****************19:00****************20:00****************21:00****************22:00****************23:00****************Total13361741147347631545164277001939GrandTotal2611462351228469387308990483811981893912530222Stats15thPercentile:48MPH50thPercentile:55MPH85thPercentile:61MPH95thPercentile:64MPHMeanSpeed(Average):56MPH10MPHPaceSpeed:51-60MPHNumberinPace:17720PercentinPace:58.6%NumberofVehicles>55MPH:15271PercentofVehicles>55MPH:50.5% November 2023 Off-Premises Beverage Sales & On-Premises Beverage/Pizza - Traffic Study US Route 9, Saratoga Springs APPENDIX C Traffic Count Data For Print TSTData.com Page 1 of 3 Leg Direction Start Time Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Total 4:00:00 PM 0 172 44 0 216 0 1 41 1 21 0 63 0 0 58 174 0 0 232 0 0 0 0 0 0 0 0 1 511 4:15:00 PM 0 191 36 0 227 1 0 36 0 18 0 54 1 0 40 149 0 0 189 0 0 0 0 0 0 0 0 0 470 4:30:00 PM 0 182 36 0 218 0 0 26 0 22 0 48 0 0 39 187 0 0 226 0 0 0 0 0 0 0 0 0 492 4:45:00 PM 0 171 30 0 201 0 0 28 0 18 0 46 0 0 58 226 0 0 284 0 0 0 0 0 0 0 0 0 531 Hourly Total 0 716 146 0 862 1 1 131 1 79 0 211 1 0 195 736 0 0 931 0 0 0 0 0 0 0 0 1 2004 5:00:00 PM 0 222 35 0 257 0 0 30 1 21 0 52 0 0 43 184 0 0 227 0 0 0 0 0 0 0 0 0 536 5:15:00 PM 0 178 34 0 212 0 0 26 1 15 0 42 0 0 61 199 0 0 260 0 0 0 0 0 0 0 0 0 514 5:30:00 PM 0 166 38 1 205 0 0 22 0 8 0 30 0 0 41 196 0 0 237 0 0 0 0 0 0 0 0 0 472 5:45:00 PM 0 138 27 0 165 0 0 17 0 17 0 34 0 0 38 209 0 1 248 0 0 0 0 0 0 0 0 0 447 Hourly Total 0 704 134 1 839 0 0 95 2 61 0 158 0 0 183 788 0 1 972 0 0 0 0 0 0 0 0 0 1969 Grand Total 0 1420 280 1 1701 1 1 226 3 140 0 369 1 0 378 1524 0 1 1903 0 0 0 0 0 0 0 0 1 3973 % Approach 0.0%83.5% 16.5%0.1%0.0%0.0%0.0%61.2%0.8%37.9%0.0%0.0%0.0%0.0%19.9% 80.1%0.0%0.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% % Total 0.0%35.7%7.0%0.0%42.8%0.0%0.0%5.7%0.1%3.5%0.0%9.3%0.0%0.0%9.5%38.4%0.0%0.0%47.9%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Lights 0 1375 274 1 1650 0 0 167 0 138 0 305 0 0 332 1504 0 1 1837 0 0 0 0 0 0 0 0 0 3792 % Lights 0.0%96.8% 97.9% 100.0%97.0%0.0%0.0%73.9%0.0%98.6%0.0%82.7%0.0%0.0%87.8% 98.7%0.0% 100.0%96.5%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%95.4% Trucks 0 37 4 0 41 0 0 1 0 2 0 3 0 0 0 16 0 0 16 0 0 0 0 0 0 0 0 0 60 % Trucks 0.0%2.6%1.4%0.0%2.4%0.0%0.0%0.4%0.0%1.4%0.0%0.8%0.0%0.0%0.0%1.0%0.0%0.0%0.8%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%1.5% Buses 0 6 0 0 6 0 0 6 0 0 0 6 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 15 % Buses 0.0%0.4%0.0%0.0%0.4%0.0%0.0%0.0%0.0%0.0%0.0%1.6%0.0%0.0%0.0%0.2%0.0%0.0%0.2%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.4% Pedestrians 0 0 0 0 0 1 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 % Pedestrians 0.0%0.0%0.0%0.0%0.0%100.0% 100.0%0.0%0.0%0.0%0.0%0.0%100.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%100.0%0.0% Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Turning Movement Data US Rte 9 Crescent Ave US Rte 9 Gideon Putnam Road Southbound Westbound Northbound Eastbound For Print TSTData.com Page 2 of 3 Turning Movement Data Plot US Rte 9 North CrescentAveGideonPutnamRoadUS Rte 9 Total Traffic 0 1 0 1 0 6 0 0 1420 280 0 37 4 0 1375 274 0 3 0 0 1524 378 0 16 0 0 1504 332 0 1 0 10000000000000000 600226314010213801670000Buses Total Trucks Lights US Rte 9 North CrescentAveGideonPutnamRoadUS Rte 9 1 0 0 1 0 01010 0000Pedestrians Bicycles on Crosswalk For Print TSTData.com Page 3 of 3 Leg Direction Start Time Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Total 4:30:00 PM 0 182 36 0 218 0 0 26 0 22 0 48 0 0 39 187 0 0 226 0 0 0 0 0 0 0 0 0 492 4:45:00 PM 0 171 30 0 201 0 0 28 0 18 0 46 0 0 58 226 0 0 284 0 0 0 0 0 0 0 0 0 531 5:00:00 PM 0 222 35 0 257 0 0 30 1 21 0 52 0 0 43 184 0 0 227 0 0 0 0 0 0 0 0 0 536 5:15:00 PM 0 178 34 0 212 0 0 26 1 15 0 42 0 0 61 199 0 0 260 0 0 0 0 0 0 0 0 0 514 Grand Total 0 753 135 0 888 0 0 110 2 76 0 188 0 0 201 796 0 0 997 0 0 0 0 0 0 0 0 0 2073 % Approach 0.0%84.8% 15.2%0.0%0.0%0.0%0.0%58.5%1.1%40.4%0.0%0.0%0.0%0.0%20.2% 79.8%0.0%0.0%0.0%0.0%0.0%#DIV/0! #DIV/0! #DIV/0! #DIV/0!0.0%0.0%0.0% % Total 0.0%36.3%6.5%0.0%42.8%0.0%0.0%5.3%0.1%3.7%0.0%9.1%0.0%0.0%9.7%38.4%0.0%0.0%48.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% PHF 0.000 0.848 0.938 0.000 0.864 0.000 0.000 0.917 0.500 0.864 0.000 0.904 0.000 0.000 0.824 0.881 0.000 0.000 0.878 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.967 Lights 0 730 131 0 861 0 0 80 0 76 0 156 0 0 174 781 0 0 955 0 0 0 0 0 0 0 0 0 1972 % Lights 0.0%96.9% 97.0%0.0%97.0%0.0%0.0%72.7%0.0% 100.0% 0.0%83.0%0.0%0.0%86.6% 98.1%0.0%0.0%95.8%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%95.1% Trucks 0 19 3 0 22 0 0 1 0 0 0 1 0 0 0 11 0 0 11 0 0 0 0 0 0 0 0 0 34 % Trucks 0.0%2.5%2.2%0.0%2.5%0.0%0.0%0.9%0.0%0.0%0.0%0.5%0.0%0.0%0.0%1.4%0.0%0.0%1.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%1.6% Buses 0 4 0 0 4 0 0 1 0 0 0 1 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 8 % Buses 0.0%0.5%0.0%0.0%0.5%0.0%0.0%0.9%0.0%0.0%0.0%0.5%0.0%0.0%0.0%0.4%0.0%0.0%0.3%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.4% Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Turning Movement Peak Hour Data (PM) US Rte 9 Crescent Ave US Rte 9 Gideon Putnam Road Southbound Westbound Northbound Eastbound 4:30:00 PM US Rte 9 North CrescentAveGideonPutnamRoadUS Rte 9 Total Traffic 0 0 0 0 0 4 0 0 753 135 0 19 3 0 730 131 0 3 0 0 796 201 0 11 0 0 781 174 0 0 0 00000000000000000 100110276100760800000Buses Total Trucks Lights US Rte 9 North CrescentAveGideonPutnamRoadUS Rte 9 0 0 0 0 0 00000 0000Pedestrians Bicycles on Crosswalk For Print TSTData.com Page 1 of 3 Leg Direction Start Time Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Total 12:00:00 PM 0 129 32 0 161 1 0 19 0 11 0 30 0 0 48 131 0 0 179 0 0 0 0 0 0 0 1 0 370 12:15:00 PM 0 154 32 1 187 0 0 25 1 16 0 42 0 0 42 147 0 0 189 0 0 0 0 0 0 0 0 0 418 12:30:00 PM 0 118 30 0 148 0 0 25 0 12 0 37 0 0 43 144 0 0 187 0 0 0 0 0 0 0 0 0 372 12:45:00 PM 0 136 28 0 164 0 0 19 0 18 0 37 0 0 38 158 0 0 196 0 0 0 0 0 0 0 0 0 397 Hourly Total 0 537 122 1 660 1 0 88 1 57 0 146 0 0 171 580 0 0 751 0 0 0 0 0 0 0 1 0 1557 1:00:00 PM 0 121 29 0 150 0 0 30 0 11 0 41 0 0 48 140 0 0 188 0 0 0 0 0 0 0 1 0 379 1:15:00 PM 0 116 28 1 145 0 0 27 0 10 0 37 0 1 36 130 0 0 166 0 0 0 0 0 0 0 0 0 348 1:30:00 PM 0 98 23 0 121 0 0 21 2 15 0 38 0 1 40 144 0 0 184 0 0 0 0 0 0 0 0 0 343 1:45:00 PM 0 112 36 0 148 0 1 14 0 10 0 24 0 0 53 151 0 0 204 0 0 0 0 0 0 0 0 1 376 Hourly Total 0 447 116 1 564 0 1 92 2 46 0 140 0 2 177 565 0 0 742 0 0 0 0 0 0 0 1 1 1446 Grand Total 0 984 238 2 1224 1 1 180 3 103 0 286 0 2 348 1145 0 0 1493 0 0 0 0 0 0 0 2 1 3003 % Approach 0.0%80.4% 19.4%0.2%0.0%0.0%0.0%62.9%1.0%36.0%0.0%0.0%0.0%0.0%23.3% 76.7%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% % Total 0.0%32.8%7.9%0.1%40.8%0.0%0.0%6.0%0.1%3.4%0.0%9.5%0.0%0.0%11.6% 38.1%0.0%0.0%49.7%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Lights 0 962 237 2 1201 0 0 117 0 102 0 219 0 0 316 1124 0 0 1440 0 0 0 0 0 0 0 0 0 2860 % Lights 0.0%97.8% 99.6% 100.0%98.1%0.0%0.0%65.0%0.0%99.0%0.0%76.6%0.0%0.0%90.8% 98.2%0.0%0.0%96.5%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%95.2% Trucks 0 19 0 0 19 0 0 2 0 0 0 2 0 0 3 16 0 0 19 0 0 0 0 0 0 0 0 0 40 % Trucks 0.0%1.9%0.0%0.0%1.6%0.0%0.0%1.1%0.0%0.0%0.0%0.7%0.0%0.0%0.9%1.4%0.0%0.0%1.3%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%1.3% Buses 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 5 % Buses 0.0%0.3%0.0%0.0%0.2%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.2%0.0%0.0%0.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.2% Pedestrians 0 0 0 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 % Pedestrians 0.0%0.0%0.0%0.0%0.0%100.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%100.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%50.0%0.0%0.0% Bicycles on Crosswalk 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 % Bicycles on Crosswalk 0.0%0.0%0.0%0.0%0.0%0.0%100.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%50.0% 100.0%0.0% Turning Movement Data US Rte 9 Crescent Ave US Rte 9 Gideon Putnam Road Southbound Westbound Northbound Eastbound For Print TSTData.com Page 2 of 3 Turning Movement Data Plot US Rte 9 North CrescentAveGideonPutnamRoadUS Rte 9 Total Traffic 0 2 0 2 0 3 0 0 984 238 0 19 0 0 962 237 0 2 0 0 1145 348 0 16 3 0 1124 316 0 0 0 00000000000000000 000180310320010201170000Buses Total Trucks Lights US Rte 9 North CrescentAveGideonPutnamRoadUS Rte 9 0 1 1 0 0 20110 0000Pedestrians Bicycles on Crosswalk For Print TSTData.com Page 3 of 3 Leg Direction Start Time Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Total 12:15:00 PM 0 154 32 1 187 0 0 25 1 16 0 42 0 0 42 147 0 0 189 0 0 0 0 0 0 0 0 0 418 12:30:00 PM 0 118 30 0 148 0 0 25 0 12 0 37 0 0 43 144 0 0 187 0 0 0 0 0 0 0 0 0 372 12:45:00 PM 0 136 28 0 164 0 0 19 0 18 0 37 0 0 38 158 0 0 196 0 0 0 0 0 0 0 0 0 397 1:00:00 PM 0 121 29 0 150 0 0 30 0 11 0 41 0 0 48 140 0 0 188 0 0 0 0 0 0 0 1 0 379 Grand Total 0 529 119 1 649 0 0 99 1 57 0 157 0 0 171 589 0 0 760 0 0 0 0 0 0 0 1 0 1566 % Approach 0.0%81.5% 18.3%0.2%0.0%0.0%0.0%63.1%0.6%36.3%0.0%0.0%0.0%0.0%22.5% 77.5%0.0%0.0%0.0%0.0%0.0%#DIV/0! #DIV/0! #DIV/0! #DIV/0!0.0%0.0%0.0% % Total 0.0%33.8%7.6%0.1%41.4%0.0%0.0%6.3%0.1%3.6%0.0%10.0%0.0%0.0%10.9% 37.6%0.0%0.0%48.5%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% PHF 0.000 0.859 0.930 0.250 0.868 0.000 0.000 0.825 0.250 0.792 0.000 0.935 0.000 0.000 0.891 0.932 0.000 0.000 0.969 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.937 Lights 0 511 119 1 631 0 0 66 0 57 0 123 0 0 152 578 0 0 730 0 0 0 0 0 0 0 0 0 1484 % Lights 0.0%96.6% 100.0% 100.0%97.2%0.0%0.0%66.7%0.0% 100.0% 0.0%78.3%0.0%0.0%88.9% 98.1%0.0%0.0%96.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%94.8% Trucks 0 15 0 0 15 0 0 1 0 0 0 1 0 0 2 8 0 0 10 0 0 0 0 0 0 0 0 0 26 % Trucks 0.0%2.8%0.0%0.0%2.3%0.0%0.0%1.0%0.0%0.0%0.0%0.6%0.0%0.0%1.2%1.4%0.0%0.0%1.3%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%1.7% Buses 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 4 % Buses 0.0%0.6%0.0%0.0%0.5%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.2%0.0%0.0%0.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.3% Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 % Pedestrians 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%100.0%0.0%0.0% Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Turning Movement Peak Hour Data (PM) US Rte 9 Crescent Ave US Rte 9 Gideon Putnam Road Southbound Westbound Northbound Eastbound 12:15:00 PM US Rte 9 North CrescentAveGideonPutnamRoadUS Rte 9 Total Traffic 0 1 0 1 0 3 0 0 529 119 0 15 0 0 511 119 0 1 0 0 589 171 0 8 2 0 578 152 0 0 0 00000000000000000 00099157100570660000Buses Total Trucks Lights US Rte 9 North CrescentAveGideonPutnamRoadUS Rte 9 0 0 1 0 0 00000 0000Pedestrians Bicycles on Crosswalk For Print TSTData.com Page 1 of 3 Leg Direction Start Time Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Total 4:00:00 PM 3 186 2 0 191 0 0 1 0 0 0 1 0 0 2 240 4 0 246 0 0 11 0 2 0 13 0 0 451 4:15:00 PM 1 203 0 0 204 0 0 3 0 0 0 3 0 0 1 170 3 0 174 0 0 6 1 2 0 9 0 0 390 4:30:00 PM 1 217 1 0 219 0 0 0 0 0 0 0 0 0 0 232 5 0 237 0 0 9 0 1 0 10 0 0 466 4:45:00 PM 1 182 1 0 184 0 0 2 0 1 0 3 0 0 0 276 7 1 284 0 0 4 0 0 0 4 0 0 475 Hourly Total 6 788 4 0 798 0 0 6 0 1 0 7 0 0 3 918 19 1 941 0 0 30 1 5 0 36 0 0 1782 5:00:00 PM 3 230 0 0 233 0 0 0 0 0 0 0 0 0 1 230 2 0 233 0 0 14 0 2 0 16 0 0 482 5:15:00 PM 1 215 0 0 216 0 0 1 0 0 0 1 0 0 1 239 4 0 244 0 0 8 0 4 0 12 0 0 473 5:30:00 PM 1 163 0 0 164 0 0 1 0 0 0 1 0 0 0 240 1 0 241 0 0 9 0 1 0 10 0 0 416 5:45:00 PM 2 152 0 0 154 0 0 0 0 0 0 0 0 0 0 232 1 0 233 0 0 0 0 1 0 1 0 0 388 Hourly Total 7 760 0 0 767 0 0 2 0 0 0 2 0 0 2 941 8 0 951 0 0 31 0 8 0 39 0 0 1759 Grand Total 13 1548 4 0 1565 0 0 8 0 1 0 9 0 0 5 1859 27 1 1892 0 0 61 1 13 0 75 0 0 3541 % Approach 0.8%98.9%0.3%0.0%0.0%0.0%0.0%88.9%0.0%11.1%0.0%0.0%0.0%0.0%0.3%98.3%1.4%0.1%0.0%0.0%0.0%81.3%1.3%17.3%0.0%0.0%0.0%0.0%0.0% % Total 0.4%43.7%0.1%0.0%44.2%0.0%0.0%0.2%0.0%0.0%0.0%0.3%0.0%0.0%0.1%52.5%0.8%0.0%53.4%0.0%0.0%1.7%0.0%0.4%0.0%2.1%0.0%0.0%0.0% Lights 13 1502 4 0 1519 0 0 1 0 1 0 2 0 0 5 1839 26 1 1871 0 0 23 1 13 0 37 0 0 3429 % Lights 100.0% 97.0% 100.0% 0.0%97.1%0.0%0.0%12.5%0.0% 100.0% 0.0%22.2%0.0%0.0%100.0% 98.9% 96.3% 100.0%98.9%0.0%0.0%37.7% 100.0% 100.0% 0.0%49.3%0.0%0.0%96.8% Trucks 0 37 0 0 37 0 0 0 0 0 0 0 0 0 0 16 0 0 16 0 0 0 0 0 0 0 0 0 53 % Trucks 0.0%2.4%0.0%0.0%2.4%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.9%0.0%0.0%0.8%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%1.5% Buses 0 6 0 0 6 0 0 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 9 % Buses 0.0%0.4%0.0%0.0%0.4%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.2%0.0%0.0%0.2%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.3% Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Turning Movement Data US Rte 9 Merrill Ave US Rte 9 E.West Road Southbound Westbound Northbound Eastbound For Print TSTData.com Page 2 of 3 Turning Movement Data Plot US Rte 9 North MerrillAveE.WestRoadUS Rte 9 Total Traffic 0 0 0 0 0 6 0 13 1548 4 0 37 0 13 1502 4 0 3 0 27 1859 5 0 16 0 26 1839 5 0 1 0 100000006111300023113 0008010001010000Buses Total Trucks Lights US Rte 9 North MerrillAveE.WestRoadUS Rte 9 0 0 0 0 0 00000 0000Pedestrians Bicycles on Crosswalk For Print TSTData.com Page 3 of 3 Leg Direction Start Time Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Total 4:30:00 PM 1 217 1 0 219 0 0 0 0 0 0 0 0 0 0 232 5 0 237 0 0 9 0 1 0 10 0 0 466 4:45:00 PM 1 182 1 0 184 0 0 2 0 1 0 3 0 0 0 276 7 1 284 0 0 4 0 0 0 4 0 0 475 5:00:00 PM 3 230 0 0 233 0 0 0 0 0 0 0 0 0 1 230 2 0 233 0 0 14 0 2 0 16 0 0 482 5:15:00 PM 1 215 0 0 216 0 0 1 0 0 0 1 0 0 1 239 4 0 244 0 0 8 0 4 0 12 0 0 473 Grand Total 6 844 2 0 852 0 0 3 0 1 0 4 0 0 2 977 18 1 998 0 0 35 0 7 0 42 0 0 1896 % Approach 0.7%99.1%0.2%0.0%0.0%0.0%0.0%75.0%0.0%25.0%0.0%0.0%0.0%0.0%0.2%97.9%1.8%0.1%0.0%0.0%0.0%83.3%0.0%16.7%0.0%0.0%0.0%0.0% % Total 0.3%44.5%0.1%0.0%44.9%0.0%0.0%0.2%0.0%0.1%0.0%0.2%0.0%0.0%0.1%51.5%0.9%0.1%52.6%0.0%0.0%1.8%0.0%0.4%0.0%2.2%0.0%0.0% PHF 0.500 0.917 0.500 0.000 0.914 0.000 0.000 0.375 0.000 0.250 0.000 0.333 0.000 0.000 0.500 0.885 0.643 0.250 0.879 0.000 0.000 0.625 0.000 0.438 0.000 0.656 0.000 0.000 0.983 Lights 6 819 2 0 827 0 0 1 0 1 0 2 0 0 2 962 17 1 982 0 0 10 0 7 0 17 0 0 1828 % Lights 100.0% 97.0% 100.0% 0.0%97.1%0.0%0.0%33.3%0.0% 100.0% 0.0%50.0%0.0%0.0%100.0% 98.5% 94.4% 100.0%98.4%0.0%0.0%28.6%0.0% 100.0% 0.0%40.5%0.0%0.0%96.4% Trucks 0 19 0 0 19 0 0 0 0 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 0 0 0 0 30 % Trucks 0.0%2.3%0.0%0.0%2.2%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%1.1%0.0%0.0%1.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%1.6% Buses 0 4 0 0 4 0 0 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 7 % Buses 0.0%0.5%0.0%0.0%0.5%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.3%0.0%0.0%0.3%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.4% Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Turning Movement Peak Hour Data (PM) US Rte 9 Merrill Ave US Rte 9 E.West Road Southbound Westbound Northbound Eastbound 4:30:00 PM US Rte 9 North MerrillAveE.WestRoadUS Rte 9 Total Traffic 0 0 0 0 0 4 0 6 844 2 0 19 0 6 819 2 0 3 0 18 977 2 0 11 0 17 962 2 0 1 0 1000000035070001007 0003010001010000Buses Total Trucks Lights US Rte 9 North MerrillAveE.WestRoadUS Rte 9 0 0 0 0 0 00000 0000Pedestrians Bicycles on Crosswalk For Print TSTData.com Page 1 of 3 Leg Direction Start Time Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Total 12:00:00 PM 3 144 4 0 151 0 0 2 0 1 0 3 0 0 2 171 12 0 185 0 0 7 1 1 0 9 0 0 348 12:15:00 PM 2 161 0 0 163 0 0 0 0 3 0 3 0 0 1 182 14 0 197 0 0 6 0 5 0 11 0 0 374 12:30:00 PM 0 131 2 0 133 0 0 2 0 2 0 4 0 0 1 173 10 0 184 0 0 5 0 1 0 6 0 0 327 12:45:00 PM 3 154 0 0 157 0 0 2 0 1 0 3 0 0 0 197 10 0 207 0 0 3 0 2 0 5 0 0 372 Hourly Total 8 590 6 0 604 0 0 6 0 7 0 13 0 0 4 723 46 0 773 0 0 21 1 9 0 31 0 0 1421 1:00:00 PM 1 137 2 0 140 0 0 1 0 0 0 1 0 0 0 184 5 0 189 0 0 7 0 3 0 10 0 0 340 1:15:00 PM 1 122 0 0 123 0 0 2 0 1 0 3 0 0 1 167 5 0 173 0 0 8 0 3 0 11 0 0 310 1:30:00 PM 3 129 1 0 133 0 0 1 0 0 0 1 0 0 2 189 5 0 196 0 0 3 0 3 0 6 0 0 336 1:45:00 PM 2 117 0 1 120 0 0 1 1 1 0 3 0 0 0 195 16 0 211 0 0 9 0 2 0 11 0 0 345 Hourly Total 7 505 3 1 516 0 0 5 1 2 0 8 0 0 3 735 31 0 769 0 0 27 0 11 0 38 0 0 1331 Grand Total 15 1095 9 1 1120 0 0 11 1 9 0 21 0 0 7 1458 77 0 1542 0 0 48 1 20 0 69 0 0 2752 % Approach 1.3%97.8%0.8%0.1%0.0%0.0%0.0%52.4%4.8%42.9%0.0%0.0%0.0%0.0%0.5%94.6%5.0%0.0%0.0%0.0%0.0%69.6%1.4%29.0%0.0%0.0%0.0%0.0%0.0% % Total 0.5%39.8%0.3%0.0%40.7%0.0%0.0%0.4%0.0%0.3%0.0%0.8%0.0%0.0%0.3%53.0%2.8%0.0%56.0%0.0%0.0%1.7%0.0%0.7%0.0%2.5%0.0%0.0%0.0% Lights 15 1072 9 1 1097 0 0 2 1 9 0 12 0 0 7 1432 77 0 1516 0 0 28 1 20 0 49 0 0 2674 % Lights 100.0% 97.9% 100.0% 100.0%97.9%0.0%0.0%18.2% 100.0% 100.0% 0.0%57.1%0.0%0.0%100.0% 98.2% 100.0% 0.0%98.3%0.0%0.0%58.3% 100.0% 100.0% 0.0%71.0%0.0%0.0%97.2% Trucks 0 19 0 0 19 0 0 0 0 0 0 0 0 0 0 19 0 0 19 0 0 0 0 0 0 0 0 0 38 % Trucks 0.0%1.7%0.0%0.0%1.7%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%1.3%0.0%0.0%1.2%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%1.4% Buses 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 5 % Buses 0.0%0.3%0.0%0.0%0.3%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.1%0.0%0.0%0.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.2% Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Turning Movement Data US Rte 9 Merrill Ave US Rte 9 E.West Road Southbound Westbound Northbound Eastbound For Print TSTData.com Page 2 of 3 Turning Movement Data Plot US Rte 9 North MerrillAveE.WestRoadUS Rte 9 Total Traffic 0 1 0 1 0 3 0 15 1095 9 0 19 0 15 1072 9 0 2 0 77 1458 7 0 19 0 77 1432 7 0 0 0 000000004812000028120 00011190009120000Buses Total Trucks Lights US Rte 9 North MerrillAveE.WestRoadUS Rte 9 0 0 0 0 0 00000 0000Pedestrians Bicycles on Crosswalk For Print TSTData.com Page 3 of 3 Leg Direction Start Time Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Right Thru Left U-Turn App TotalPeds CWPeds CCW Total 12:15:00 PM 2 161 0 0 163 0 0 0 0 3 0 3 0 0 1 182 14 0 197 0 0 6 0 5 0 11 0 0 374 12:30:00 PM 0 131 2 0 133 0 0 2 0 2 0 4 0 0 1 173 10 0 184 0 0 5 0 1 0 6 0 0 327 12:45:00 PM 3 154 0 0 157 0 0 2 0 1 0 3 0 0 0 197 10 0 207 0 0 3 0 2 0 5 0 0 372 1:00:00 PM 1 137 2 0 140 0 0 1 0 0 0 1 0 0 0 184 5 0 189 0 0 7 0 3 0 10 0 0 340 Grand Total 6 583 4 0 593 0 0 5 0 6 0 11 0 0 2 736 39 0 777 0 0 21 0 11 0 32 0 0 1413 % Approach 1.0%98.3%0.7%0.0%0.0%0.0%0.0%45.5%0.0%54.5%0.0%0.0%0.0%0.0%0.3%94.7%5.0%0.0%0.0%0.0%0.0%65.6%0.0%34.4%0.0%0.0%0.0%0.0% % Total 0.4%41.3%0.3%0.0%42.0%0.0%0.0%0.4%0.0%0.4%0.0%0.8%0.0%0.0%0.1%52.1%2.8%0.0%55.0%0.0%0.0%1.5%0.0%0.8%0.0%2.3%0.0%0.0% PHF 0.500 0.905 0.500 0.000 0.910 0.000 0.000 0.625 0.000 0.500 0.000 0.688 0.000 0.000 0.500 0.934 0.696 0.000 0.938 0.000 0.000 0.750 0.000 0.550 0.000 0.727 0.000 0.000 0.945 Lights 6 566 4 0 576 0 0 0 0 6 0 6 0 0 2 722 39 0 763 0 0 13 0 11 0 24 0 0 1369 % Lights 100.0% 97.1% 100.0% 0.0%97.1%0.0%0.0%0.0%0.0% 100.0% 0.0%54.5%0.0%0.0%100.0% 98.1% 100.0% 0.0%98.2%0.0%0.0%61.9%0.0% 100.0% 0.0%75.0%0.0%0.0%96.9% Trucks 0 14 0 0 14 0 0 0 0 0 0 0 0 0 0 9 0 0 9 0 0 0 0 0 0 0 0 0 23 % Trucks 0.0%2.4%0.0%0.0%2.4%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%1.2%0.0%0.0%1.2%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%1.6% Buses 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 4 % Buses 0.0%0.5%0.0%0.0%0.5%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.1%0.0%0.0%0.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.3% Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Pedestrians 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Bicycles on Crosswalk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bicycles on Crosswalk 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% Turning Movement Peak Hour Data (PM) US Rte 9 Merrill Ave US Rte 9 E.West Road Southbound Westbound Northbound Eastbound 12:15:00 PM US Rte 9 North MerrillAveE.WestRoadUS Rte 9 Total Traffic 0 0 0 0 0 3 0 6 583 4 0 14 0 6 566 4 0 1 0 39 736 2 0 9 0 39 722 2 0 0 0 000000002101100013011 0005060006000000Buses Total Trucks Lights US Rte 9 North MerrillAveE.WestRoadUS Rte 9 0 0 0 0 0 00000 0000Pedestrians Bicycles on Crosswalk November 2023 Off-Premises Beverage Sales & On-Premises Beverage/Pizza - Traffic Study US Route 9, Saratoga Springs APPENDIX D Traffic Volume Figures 1-8 O N EW GTS Consulting Off-Premises Beverage Sales &On-Premises Beverage/Pizza Development US Route 9 - Saratoga Springs,NY Not to Scale 2023 Existing Traffic Volumes Collected November 3rd & 4th, 2023 Friday Evening (Saturday Midday) Peak Hour Figure 1 Proposed Development US Route 9 US Route 9 Crescent Avenue E West Road 18(39)977(736)7 (11)35 (21)6(6)844(583)110 (99) 76 (57) 0 (0) 0 (0)997(760)0(0)796(589)201(171)997(760)811(586)0(0)811(586)735(529)135(119)Friday Evening Peak Hour - 4:30-5:30pm Saturday Midday Peak hour - 12:15-1:15pm O N EW GTS Consulting Off-Premises Beverage Sales &On-Premises Beverage/Pizza Development US Route 9 - Saratoga Springs,NY Not to Scale 2023 Existing Traffic Volumes - Adjusted Based on Historical Volume Data Friday Evening (Saturday Midday) Peak Hour Figure 2 Proposed Development US Route 9 US Route 9 Crescent Avenue E West Road 18(39)1075(810)7 (11)35 (21)6(6)928(641)110 (99) 76 (57) 0 (0) 0 (0)1077(819)0(0)876(648)201(171)1077(819)885(639)0(0)885(639)809(582)135(119)Friday Evening Peak Hour - 4:30-5:30pm Saturday Midday Peak hour - 12:15-1:15pm US Route 9 Through Volumes Increased by 10% O N EW GTS Consulting Off-Premises Beverage Sales &On-Premises Beverage/Pizza Development US Route 9 - Saratoga Springs,NY Not to Scale 2025 Base Traffic Volumes - With 1% Growth per Year (2% Total) Friday Evening (Saturday Midday) Peak Hour Figure 3 Proposed Development US Route 9 US Route 9 Crescent Avenue E West Road 18(40)1097(826)7 (11)36 (21)6(6)947(654)112 (101) 78 (58) 0 (0) 0 (0)1099(835)0(0)894(661)205(174)1099(835)903(652)0(0)903(652)825(594)138(121) O N EW GTS Consulting Off-Premises Beverage Sales &On-Premises Beverage/Pizza Development US Route 9 - Saratoga Springs,NY Not to Scale Approved Trips - Crescent Avenue Apartments Friday Evening (Saturday Midday) Peak Hour Figure 4 Proposed Development US Route 9 US Route 9 Crescent Avenue E West Road 31(25)12(11)19 (20) 12 (11)31(25)31(25)31(25)12(11)12(11)21(18)Approved Development - 215 Apartments ITE Trip Generation - 11th Edition Land Use 221 - Multifamily Housing (Mid-Rise) Evening Peak Hour - 51 Entering / 33 Exiting Satuday Peak Hour - 43 Entering / 31 Exiting O N EW GTS Consulting Off-Premises Beverage Sales &On-Premises Beverage/Pizza Development US Route 9 - Saratoga Springs,NY Not to Scale 2025 Background Traffic Volumes - With Growth and Approved Develolpment Friday Evening (Saturday Midday) Peak Hour Figure 5 Proposed Development US Route 9 US Route 9 Crescent Avenue E West Road 18(40)1128(851)7 (11)36 (21)6(6)959(664)131 (121) 90 (69) 0 (0) 0 (0)1130(860)0(0)894(661)236(199)1130(860)915(663)0(0)915(663)825(594)159(139) O N EW GTS Consulting Off-Premises Beverage Sales &On-Premises Beverage/Pizza Development US Route 9 - Saratoga Springs,NY Not to Scale Arrival / Departure Trip Distribution New (Pass-by) Trip Percentage Figure 6 Proposed Development US Route 9 US Route 9 Crescent Avenue E West Road 50%40%10% 60%(+55%) 40%(+45%)(-55%)50%(+55%)40%20%(-55%)40%50%(+45%)50%40% O N EW GTS Consulting Off-Premises Beverage Sales &On-Premises Beverage/Pizza Development US Route 9 - Saratoga Springs,NY Not to Scale Arrival / Departure Trip Distribution Friday Evening (Saturday Midday) Peak Hour Figure 7 Proposed Development US Route 9 US Route 9 Crescent Avenue E West Road 88(72)38(51)18 (14) 83 (102) 58 (71)-25(-25)113(97)38(51)20(26)-25(-25)38(51)109(91)89(71)71(57) O N EW GTS Consulting Off-Premises Beverage Sales &On-Premises Beverage/Pizza Development US Route 9 - Saratoga Springs,NY Not to Scale 2025 Build Traffic Volumes Friday Evening (Saturday Midday) Peak Hour Figure 8 Proposed Development US Route 9 US Route 9 Crescent Avenue E West Road 18(40)1216(923)7 (11)36 (21)6(6)997(715)131 (121) 108 (83) 83 (102) 58 (71)1105(835)113(97)932(712)256(225)1105(835)953(714)109(91)1004(734)896(651)159(139) November 2023 Off-Premises Beverage Sales & On-Premises Beverage/Pizza - Traffic Study US Route 9, Saratoga Springs APPENDIX E Level of Service & Queue Summary Proposed Off-Premises Beverage Sales & On-Premises Beverage/Pizza US Route 9 – Saratoga Springs, NY Intersection Level of Service Summary Friday Evening Peak Hour Intersection Available Storage 2023 Existing 2025 Background 2025 Build LOS Max Queue LOS Max Queue LOS Max Queue US Route 9 @ Crescent Avenue B(15) B(18) C(20) WB Left/Right - D(39) 182 D(49) 225 D(54) 253 NB Through/Right - B(20) 380 C(21) 445 C(23) 502 SB Left 200 B(11) 69 B(17) 108 C(22) 127 SB Through - A(5) 140 A(6) 164 A(7) 198 US Route 9 @ E West Road A(8) A(8) A(8) EB Left/Right - A(9) 17 A(9) 18 A(10) 18 NB Left 200 A(4) 7 A(4) 7 A(4) 7 NB Through - A(6) 129 A(6) 138 A(7) 155 SB Through - A(10) 191 A(10) 199 A(10) 210 SB Right 200 B(18) 11 B(18) 10 B(19) 11 US Route 9 @ Site Exit Driveway WB Left - - - - - e(38) 40 WB Right - - - - - c(16) 20 NB Through - - - - - a(0) 0 SB Through - - - - - a(0) 0 US Route 9 @ Site Entrance Driveway NB Through/Right - - - - - a(0) 0 SB Left 150 - - - - b(15) 25 SB Through - - - - - a(0) 0 B(12) – Signalized Level of Service (Average Delay per Vehicle in Seconds) a(9) – Unsignalized Level of Service (Average Delay per Vehicle in Seconds) Max Queue – 95th Percentile Queue in Feet Proposed Off-Premises Beverage Sales & On-Premises Beverage/Pizza US Route 9 – Saratoga Springs, NY Intersection Level of Service Summary Saturday Midday Peak Hour Intersection Available Storage 2023 Existing 2025 Background 2025 Build LOS Max Queue LOS Max Queue LOS Max Queue US Route 9 @ Crescent Avenue B(12) B(14) B(15) WB Left/Right - C(21) 94 C(24) 127 C(27) 154 NB Through/Right - B(17) 210 B(19) 253 C(21) 302 SB Left 200 A(6) 36 A(7) 47 A(7) 52 SB Through - A(5) 75 A(5) 90 A(6) 111 US Route 9 @ E West Road A(5) A(6) A(6) EB Left/Right - A(9) 17 A(10) 17 A(10) 18 NB Left 200 A(4) 12 A(4) 13 A(4) 13 NB Through - A(3) 86 A(3) 92 A(3) 101 SB Through - A(8) 124 A(9) 130 A(9) 141 SB Right 200 B(14) 9 B(14) 9 B(14) 9 US Route 9 @ Site Exit Driveway WB Left - - - - - c(23) 28 WB Right - - - - - b(13) 18 NB Through - - - - - a(0) 0 SB Through - - - - - a(0) 0 US Route 9 @ Site Entrance Driveway NB Through/Right - - - - - a(0) 0 SB Left 150 - - - - b(11) 13 SB Through - - - - - a(0) 0 B(12) – Signalized Level of Service (Average Delay per Vehicle in Seconds) a(9) – Unsignalized Level of Service (Average Delay per Vehicle in Seconds) Max Queue – 95th Percentile Queue in Feet November 2023 Off-Premises Beverage Sales & On-Premises Beverage/Pizza - Traffic Study US Route 9, Saratoga Springs APPENDIX F Growth Calculations Background Traffic Grow th Calculations Off-Premises Beverages Sales &On-Premises Beverage/Pizza Development US Route 9 -Saratoga Springs,NY Historical Traffic Counts Taken from the NYSDOT Traffic Data Viewer Wesbsite US Route 9 - South of Crescent Avenue 2019 2015 2008 2005 21,799 veh 19,358 veh 16,017 veh 19,862 veh Crescent Avenue - Between US Route 9 and Crescent Avenue 2019 2015 2008 2007 5,042 veh 5,740 veh 5,395 veh 5,022 veh Use +1.0% annual growth for traffic projections +3.2% per year +3.0% per year -3.0% per year +0.0% per year -0.6% per year +7.4% per year+0.9% per year +3.3% per year -6.5% per year +0.7% per year November 2023 Off-Premises Beverage Sales & On-Premises Beverage/Pizza - Traffic Study US Route 9, Saratoga Springs APPENDIX G Trip Generation Estimate Proposed Development 29,612 SF - Total Development Building Space 7,160 SF - Brewery 15,618 SF - Back of House, Kitchen, Bar, Retail, Utilities, Etc. 6,834 SF - Mezzanine Off-Premises Beverage Sales - Similar Data from Facilities in Massachussets Tewksbury, MA 5-7pm on Friday Average Sales =49 trips/hour 1-4pm on Saturday Average Sales =70 trips/hour Sandwich, MA 5-7pm on Friday Average Sales =40 trips/hour 1-4pm on Saturday Average Sales =59 trips/hour Deerfield, MA 5-7pm on Friday Average Sales =41 trips/hour 1-4pm on Saturday Average Sales =62 trips/hour Average 5-7pm on Friday Average Sales =43 trips/hour 1-4pm on Saturday Average Sales =64 trips/hour Assume +25% Factor of Safety in estimate for proposed operation in Saratoga Springs, Applied to average values Brewery Space - Brewing operations will occur overnight when the development is not open, no trips generated during peak periods On-Premises Beverage & Pizza - Minimal food offered - treat as traditional drinking place. ITE Trip Generation - 11th Edition Land Use 975 - Drinking Place PM Peak Hour 11.36 Trips/1,000 SF 66% Enter 34% Exit Sat Peak Hour 8.97 Trips/1,000 SF 54% Enter 46% Exit Average Pass-by Trip Percentages - ITE Trip Generation - 11th Edition Land Use 821 - Shopping Plaza - PM - 40%, Sat - 31% Land Use 932 - High Turnover Sit Down Restaruant - PM - 43% Assume 25% Pass-by Trip Percentage - Both Peak Hours Development Size Total Trips Entering Exiting Total Trips Entering Exiting Off-Premises Beverage Sales N/A 108 54 54 160 80 80 On-Premises Beverage & Pizza 22,452 SF 255 168 87 201 108 93 363 222 141 361 188 173 -90 -45 -45 -90 -45 -45 274 177 96 270 143 128 Total Trips Generated Pass-by Trips - 25% Total New Trips Generated Proposed Off-Premises Beverage Sales & On-Premises Beverage/Pizza Development Trip Generation Estimate Trip Generation Estimate - Proposed Off-Premises Beverage Sales & On-Premises Beverage/Pizza Development Friday Evening Peak Hour Saturday Midday Peak Hour US Route 9, Saratoga Springs, NY November 2023 Off-Premises Beverage Sales & On-Premises Beverage/Pizza - Traffic Study US Route 9, Saratoga Springs Appendix H Accident Analysis Accident #Date Location Type # Cars Severity Direction Conditions Contributing Factors 1 6/12/2020 East West @ Rt 9 Rear End 2 PDO NB / NB Stopped Dry Following Too Closely 2 7/2/2020 Rt 9 Midblock Sideswipe 2 PDO SB Changing Lanes / SB Dry Unsafe Lane Change 3 10/3/2020 East West @ Rt 9 Rear End 2 PDO NB / NB Stopped Dry Following Too Closely 4 10/9/2020 Rt 9 Midblock Animal 1 PDO SB / Deer Dry Animal's Actions 5 11/2/2020 P-Lot Of 3402 Rt 9 Sideswipe 2 PDO WB / Parked Dry Driver Inattention 6 12/20/2020 Rt 9 Midblock Sideswipe 2 PDO NB Changing Lanes / NB Dry Unsafe Lane Change 7 12/17/2020 Rt 9 Near E West Rd Rear End 2 INJ SB / SB Icy Following Too Closely 8 1/7/2021 Rt 9 Midblock Animal 1 PDO NB / Deer Dry Animal's Actions 9 2/23/2021 East West @ Rt 9 Right Angle 2 PDO SB / EB Left Wet Traffic Control Disregard 10 3/17/2021 Rt 9 Midblock Right Angle 2 INJ WB Left / NB Dry Failure To Yield ROW 11 3/19/2021 East West @ Rt 9 Rear End 3 PDO SB / SB / SB Dry Following Too Closely 12 4/4/2021 Rt 9 Midblock Animal 1 PDO NB / Turkey Dry Animal's Actions 13 4/18/2021 Rt 9 Midblock Pedestrian 1 FAT NB / Pedestrian Dry Failure to Keep Left 14 6/4/2021 Rt 9 Midblock Bicyclist 1 INJ EB Right / SB Bicyclist Wet Failure To Yield ROW 15 6/18/2021 Rt 9 Midblock Animal 1 PDO NB / Deer Dry Animal's Actions 16 7/22/2021 Rt 9 Midblock Animal 1 PDO SB / Deer Dry Animal's Actions 17 8/26/2021 Rt 9 Midblock Right Angle 2 INJ WB Left / NB Dry Failure To Yield ROW 18 9/24/2021 Rt 9 Midblock Sideswipe 2 PDO NB Changing Lanes / NB Dry Construction Lane Closure 19 10/10/2021 Rt 9 Midblock Animal 1 PDO NB / Deer Dry Animal's Actions 20 10/14/2021 Rt 9 Midblock Right Angle 2 INJ WB Left / NB Dry Failure To Yield ROW 21 11/9/2021 Rt 9 Midblock Left Turn 2 PDO NB U-Turn / NB Dry Turning Improper 22 11/10/2021 Rt 9 Midblock Animal 1 PDO SB / Deer Dry Animal's Actions 23 11/2/2021 Rt 9 Midblock Pedestrian 1 PDO NB / Pedestrian Dry Failure To Keep Left 24 12/21/2021 Rt 9 Midblock Animal 1 PDO NB / Deer Dry Animal's Actions 25 1/28/2022 Rt 9 Midblock Fixed Object 1 PDO NB / Ditch Icy Slippery Pavement 26 3/15/2022 East West Midblock Fixed Object 1 PDO WB / Gate Dry Unknown 27 5/4/2022 Rt 9 Midblock Left Turn 2 PDO SB U-Turn / SB Wet Turning Improper 28 7/9/2022 Rt 9 Midblock Animal 1 PDO NB / Deer Dry Animal's Actions 29 12/31/2022 Rt 9 Midblock Animal 1 PDO SB / Deer Wet Animal's Actions Accident History Summaries - May 1 2020 Through April 30, 2023 Proposed Off-Premises Beverage Sales & On-Premises Beverage/Pizza Development Development - Sartoga Springs, NY US 9 @ E West Road - 4 Accidents US Route 9 Midblock - 23 Accidents 1 - Parking Lot Accident 3 - Rearend Accidents 10 - Animal Accidents 1 - Right Angle Accident 6 - Sideswipe Accidents 1 - E West Road Midblock Accident 3 - Right Angle Accidents 2 - Left Turn Accidents 2 - Pedestrian Accidents 1 - Rearend Accident 1 - Bicyclist Accident 1 - Fixed Object Accident US Route 9 @ East West Road Intersection - Evening Peak Hour - 2,069 Vehicles. Assumed PM Peak is 9% of AADT, AADT = 22,989 Vehicles US Route 9 - NYSDOT Traffic Data Viewer - AADT = 21,799 Vehicles. Intersection Accident Rates # Accidents X 1,000,000 Time Period = 3 years AADT X # Years X 365 Days US 9 @ E West Road - 4 Accidents Accident Rate = 0.16 accidents per million entering vehicles Statewide average for similar facilities = 0.16 accidents per million entering vehicles (Urban - 3 Legged Signal Intersection - 5 Lanes w/ Left Turn) Intersection Accident History is Equal to the Statewide Average Link Accident Rates Time Period = 3 years # Accidents X 1,000,000 Route 9 Link Length = 0.9 Miles Link Length X AADT X # Years X 365 Days US 9 Midblock - 23 Accidents Accident Rate = 1.07 accidents per million vehicle miles Statewide average for similar facilities = 3.46 accidents per million vehicle miles Urban - Free Access - 4 Lanes (2 per direction) - Divided - Mainline Only) Link Accident History is Below the Statewide Average November 2023 Off-Premises Beverage Sales & On-Premises Beverage/Pizza - Traffic Study US Route 9, Saratoga Springs APPENDIX I Capacity Analysis Printouts Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/27/2023 2023 Existing Conditions - Friday Evening Peak Hour Synchro 11 Report GTS Consulting Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)76 110 876 201 135 809 Future Volume (vph)76 110 876 201 135 809 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 200 Storage Lanes 1 0 0 1 Taper Length (ft)25 25 Satd. Flow (prot)1696 0 3481 0 1787 3505 Flt Permitted 0.980 0.102 Satd. Flow (perm)1696 0 3481 0 192 3505 Right Turn on Red Yes Yes Satd. Flow (RTOR)55 18 Link Speed (mph)35 55 40 Link Distance (ft)1221 1123 1199 Travel Time (s)23.8 13.9 20.4 Peak Hour Factor 0.90 0.90 0.80 0.88 0.86 0.86 Heavy Vehicles (%)1%1%1%1%1%3% Shared Lane Traffic (%) Lane Group Flow (vph)206 0 1323 0 157 941 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Turn Type Prot NA pm+pt NA Protected Phases 3 6 5 1 Permitted Phases 1 Detector Phase 3 6 5 1 Switch Phase Minimum Initial (s)6.0 15.0 6.0 15.0 Minimum Split (s)11.0 20.0 11.0 20.0 Total Split (s)65.0 65.0 25.0 90.0 Total Split (%)41.9%41.9%16.1% 58.1% Maximum Green (s)60.0 60.0 20.0 85.0 Yellow Time (s)4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 5.0 2.0 5.0 Recall Mode None Min None Min Act Effct Green (s)13.9 46.6 64.7 64.7 Actuated g/C Ratio 0.16 0.52 0.73 0.73 v/c Ratio 0.66 0.72 0.42 0.37 Control Delay 38.7 19.5 10.7 5.2 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/27/2023 2023 Existing Conditions - Friday Evening Peak Hour Synchro 11 Report GTS Consulting Page 2 Lane Group WBL WBR NBT NBR SBL SBT Queue Delay 0.0 0.0 0.0 0.0 Total Delay 38.7 19.5 10.7 5.2 LOS D B B A Approach Delay 38.7 19.5 6.0 Approach LOS D B A Queue Length 50th (ft)79 273 21 83 Queue Length 95th (ft)182 380 69 140 Internal Link Dist (ft)1141 1043 1119 Turn Bay Length (ft)200 Base Capacity (vph)1206 2447 512 3194 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 0.17 0.54 0.31 0.29 Intersection Summary Area Type:Other Cycle Length: 155 Actuated Cycle Length: 89 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 15.3 Intersection LOS: B Intersection Capacity Utilization 61.6%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: US Route 9 & Crescent Avenue Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/27/2023 2023 Existing Conditions - Friday Evening Peak Hour Synchro 11 Report GTS Consulting Page 3 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)7 35 18 1075 928 6 Future Volume (vph)7 35 18 1075 928 6 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 200 200 Storage Lanes 1 0 1 1 Taper Length (ft)25 25 Satd. Flow (prot)1655 0 1787 3574 3539 1599 Flt Permitted 0.991 0.191 Satd. Flow (perm)1655 0 359 3574 3539 1599 Right Turn on Red Yes Yes Satd. Flow (RTOR)53 4 Link Speed (mph)30 55 55 Link Distance (ft)781 1752 3472 Travel Time (s)17.8 21.7 43.0 Peak Hour Factor 0.66 0.66 0.88 0.88 0.91 0.91 Heavy Vehicles (%)1%1%1%1%2%1% Shared Lane Traffic (%) Lane Group Flow (vph)64 0 20 1222 1020 7 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Turn Type Prot pm+pt NA NA custom Protected Phases 3 1 5 2 Permitted Phases 5 1 Detector Phase 3 1 5 2 1 Switch Phase Minimum Initial (s)10.0 1.0 15.0 15.0 1.0 Minimum Split (s)15.0 6.0 20.0 20.0 6.0 Total Split (s)55.0 25.0 80.0 55.0 25.0 Total Split (%)40.7%18.5% 59.3% 40.7% 18.5% Maximum Green (s)50.0 20.0 75.0 50.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 Recall Mode None None Min Min None Act Effct Green (s)10.3 31.7 33.0 29.0 6.0 Actuated g/C Ratio 0.21 0.66 0.69 0.60 0.12 v/c Ratio 0.16 0.05 0.50 0.48 0.03 Control Delay 9.3 4.1 6.1 9.9 17.5 Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/27/2023 2023 Existing Conditions - Friday Evening Peak Hour Synchro 11 Report GTS Consulting Page 4 Lane Group EBL EBR NBL NBT SBT SBR Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.3 4.1 6.1 9.9 17.5 LOS A A A A B Approach Delay 9.3 6.1 10.0 Approach LOS A A A Queue Length 50th (ft)2 2 94 73 1 Queue Length 95th (ft)17 7 129 191 11 Internal Link Dist (ft)701 1672 3392 Turn Bay Length (ft)200 200 Base Capacity (vph)1597 846 3574 3412 685 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.04 0.02 0.34 0.30 0.01 Intersection Summary Area Type:Other Cycle Length: 135 Actuated Cycle Length: 48.1 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.50 Intersection Signal Delay: 7.9 Intersection LOS: A Intersection Capacity Utilization 46.4%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: US Route 9 & E West Road Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/27/2023 2023 Existing Conditions - Saturday Midday Peak Hour Synchro 11 Report GTS Consulting Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)57 99 648 171 119 582 Future Volume (vph)57 99 648 171 119 582 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 200 Storage Lanes 1 0 0 1 Taper Length (ft)25 25 Satd. Flow (prot)1690 0 3463 0 1787 3539 Flt Permitted 0.982 0.192 Satd. Flow (perm)1690 0 3463 0 361 3539 Right Turn on Red Yes Yes Satd. Flow (RTOR)65 25 Link Speed (mph)35 55 40 Link Distance (ft)1221 1123 1199 Travel Time (s)23.8 13.9 20.4 Peak Hour Factor 0.94 0.94 0.97 0.97 0.87 0.87 Heavy Vehicles (%)1%1%1%1%1%2% Shared Lane Traffic (%) Lane Group Flow (vph)166 0 844 0 137 669 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Turn Type Prot NA pm+pt NA Protected Phases 3 6 5 1 Permitted Phases 1 Detector Phase 3 6 5 1 Switch Phase Minimum Initial (s)6.0 15.0 6.0 15.0 Minimum Split (s)11.0 20.0 11.0 20.0 Total Split (s)65.0 65.0 25.0 90.0 Total Split (%)41.9%41.9%16.1% 58.1% Maximum Green (s)60.0 60.0 20.0 85.0 Yellow Time (s)4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 5.0 2.0 5.0 Recall Mode None Min None Min Act Effct Green (s)9.4 21.1 36.1 36.1 Actuated g/C Ratio 0.17 0.38 0.65 0.65 v/c Ratio 0.49 0.64 0.28 0.29 Control Delay 20.5 17.0 5.6 4.8 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/27/2023 2023 Existing Conditions - Saturday Midday Peak Hour Synchro 11 Report GTS Consulting Page 2 Lane Group WBL WBR NBT NBR SBL SBT Queue Delay 0.0 0.0 0.0 0.0 Total Delay 20.5 17.0 5.6 4.8 LOS C B A A Approach Delay 20.5 17.0 4.9 Approach LOS C B A Queue Length 50th (ft)29 108 13 39 Queue Length 95th (ft)94 210 36 75 Internal Link Dist (ft)1141 1043 1119 Turn Bay Length (ft)200 Base Capacity (vph)1621 3317 762 3539 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 0.10 0.25 0.18 0.19 Intersection Summary Area Type:Other Cycle Length: 155 Actuated Cycle Length: 55.9 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 12.0 Intersection LOS: B Intersection Capacity Utilization 51.7%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: US Route 9 & Crescent Avenue Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/27/2023 2023 Existing Conditions - Saturday Midday Peak Hour Synchro 11 Report GTS Consulting Page 3 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)11 21 39 810 641 6 Future Volume (vph)11 21 39 810 641 6 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 200 200 Storage Lanes 1 0 1 1 Taper Length (ft)25 25 Satd. Flow (prot)1685 0 1787 3574 3539 1599 Flt Permitted 0.983 0.317 Satd. Flow (perm)1685 0 596 3574 3539 1599 Right Turn on Red Yes Yes Satd. Flow (RTOR)29 5 Link Speed (mph)30 55 55 Link Distance (ft)781 1752 3472 Travel Time (s)17.8 21.7 43.0 Peak Hour Factor 0.73 0.73 0.94 0.94 0.91 0.91 Heavy Vehicles (%)1%1%1%1%2%1% Shared Lane Traffic (%) Lane Group Flow (vph)44 0 41 862 704 7 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Turn Type Prot pm+pt NA NA custom Protected Phases 3 1 5 2 Permitted Phases 5 1 Detector Phase 3 1 5 2 1 Switch Phase Minimum Initial (s)10.0 1.0 15.0 15.0 1.0 Minimum Split (s)15.0 6.0 20.0 20.0 6.0 Total Split (s)55.0 25.0 80.0 55.0 25.0 Total Split (%)40.7%18.5% 59.3% 40.7% 18.5% Maximum Green (s)50.0 20.0 75.0 50.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 Recall Mode None None Min Min None Act Effct Green (s)10.3 29.0 32.5 28.8 6.1 Actuated g/C Ratio 0.26 0.74 0.83 0.74 0.16 v/c Ratio 0.09 0.07 0.29 0.27 0.03 Control Delay 9.3 3.8 3.4 7.6 13.8 Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/27/2023 2023 Existing Conditions - Saturday Midday Peak Hour Synchro 11 Report GTS Consulting Page 4 Lane Group EBL EBR NBL NBT SBT SBR Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.3 3.8 3.4 7.6 13.8 LOS A A A A B Approach Delay 9.3 3.4 7.6 Approach LOS A A A Queue Length 50th (ft)2 0 0 0 0 Queue Length 95th (ft)17 12 86 124 9 Internal Link Dist (ft)701 1672 3392 Turn Bay Length (ft)200 200 Base Capacity (vph)1685 1071 3574 3539 847 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.03 0.04 0.24 0.20 0.01 Intersection Summary Area Type:Other Cycle Length: 135 Actuated Cycle Length: 39.1 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.29 Intersection Signal Delay: 5.4 Intersection LOS: A Intersection Capacity Utilization 41.9%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: US Route 9 & E West Road Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/27/2023 2025 Background Conditions - Friday Evening Peak Hour Synchro 11 Report GTS Consulting Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)90 131 894 236 159 825 Future Volume (vph)90 131 894 236 159 825 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 200 Storage Lanes 1 0 0 1 Taper Length (ft)25 25 Satd. Flow (prot)1696 0 3471 0 1787 3505 Flt Permitted 0.980 0.095 Satd. Flow (perm)1696 0 3471 0 179 3505 Right Turn on Red Yes Yes Satd. Flow (RTOR)55 22 Link Speed (mph)35 55 40 Link Distance (ft)1221 1123 1199 Travel Time (s)23.8 13.9 20.4 Peak Hour Factor 0.90 0.90 0.80 0.88 0.86 0.86 Heavy Vehicles (%)1%1%1%1%1%3% Shared Lane Traffic (%) Lane Group Flow (vph)246 0 1386 0 185 959 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Turn Type Prot NA pm+pt NA Protected Phases 3 6 5 1 Permitted Phases 1 Detector Phase 3 6 5 1 Switch Phase Minimum Initial (s)6.0 15.0 6.0 15.0 Minimum Split (s)11.0 20.0 11.0 20.0 Total Split (s)65.0 65.0 25.0 90.0 Total Split (%)41.9%41.9%16.1% 58.1% Maximum Green (s)60.0 60.0 20.0 85.0 Yellow Time (s)4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 5.0 2.0 5.0 Recall Mode None Min None Min Act Effct Green (s)16.9 57.0 76.8 76.8 Actuated g/C Ratio 0.16 0.55 0.74 0.74 v/c Ratio 0.77 0.72 0.52 0.37 Control Delay 48.8 21.4 16.6 5.7 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/27/2023 2025 Background Conditions - Friday Evening Peak Hour Synchro 11 Report GTS Consulting Page 2 Lane Group WBL WBR NBT NBR SBL SBT Queue Delay 0.0 0.0 0.0 0.0 Total Delay 48.8 21.4 16.6 5.7 LOS D C B A Approach Delay 48.8 21.4 7.5 Approach LOS D C A Queue Length 50th (ft)123 338 33 101 Queue Length 95th (ft)225 445 108 164 Internal Link Dist (ft)1141 1043 1119 Turn Bay Length (ft)200 Base Capacity (vph)1016 2043 446 2909 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 0.24 0.68 0.41 0.33 Intersection Summary Area Type:Other Cycle Length: 155 Actuated Cycle Length: 103.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 18.1 Intersection LOS: B Intersection Capacity Utilization 66.6%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: US Route 9 & Crescent Avenue Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/27/2023 2025 Background Conditions - Friday Evening Peak Hour Synchro 11 Report GTS Consulting Page 3 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)7 36 18 1128 959 6 Future Volume (vph)7 36 18 1128 959 6 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 200 200 Storage Lanes 1 0 1 1 Taper Length (ft)25 25 Satd. Flow (prot)1655 0 1787 3574 3539 1599 Flt Permitted 0.992 0.182 Satd. Flow (perm)1655 0 342 3574 3539 1599 Right Turn on Red Yes Yes Satd. Flow (RTOR)55 4 Link Speed (mph)30 55 55 Link Distance (ft)781 1752 3472 Travel Time (s)17.8 21.7 43.0 Peak Hour Factor 0.66 0.66 0.88 0.88 0.91 0.91 Heavy Vehicles (%)1%1%1%1%2%1% Shared Lane Traffic (%) Lane Group Flow (vph)66 0 20 1282 1054 7 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Turn Type Prot pm+pt NA NA custom Protected Phases 3 1 5 2 Permitted Phases 5 1 Detector Phase 3 1 5 2 1 Switch Phase Minimum Initial (s)10.0 1.0 15.0 15.0 1.0 Minimum Split (s)15.0 6.0 20.0 20.0 6.0 Total Split (s)55.0 25.0 80.0 55.0 25.0 Total Split (%)40.7%18.5% 59.3% 40.7% 18.5% Maximum Green (s)50.0 20.0 75.0 50.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 Recall Mode None None Min Min None Act Effct Green (s)10.3 32.4 33.8 29.8 6.1 Actuated g/C Ratio 0.21 0.66 0.69 0.61 0.12 v/c Ratio 0.17 0.05 0.52 0.49 0.03 Control Delay 9.4 4.1 6.2 9.9 17.8 Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/27/2023 2025 Background Conditions - Friday Evening Peak Hour Synchro 11 Report GTS Consulting Page 4 Lane Group EBL EBR NBL NBT SBT SBR Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.4 4.1 6.2 9.9 17.8 LOS A A A A B Approach Delay 9.4 6.2 9.9 Approach LOS A A A Queue Length 50th (ft)2 2 102 76 1 Queue Length 95th (ft)18 7 138 199 10 Internal Link Dist (ft)701 1672 3392 Turn Bay Length (ft)200 200 Base Capacity (vph)1578 837 3574 3370 677 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.04 0.02 0.36 0.31 0.01 Intersection Summary Area Type:Other Cycle Length: 135 Actuated Cycle Length: 48.8 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 7.9 Intersection LOS: A Intersection Capacity Utilization 47.8%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: US Route 9 & E West Road Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/27/2023 2025 Background Conditions - Saturday Midday Peak Hour Synchro 11 Report GTS Consulting Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)69 121 661 199 139 594 Future Volume (vph)69 121 661 199 139 594 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 200 Storage Lanes 1 0 0 1 Taper Length (ft)25 25 Satd. Flow (prot)1688 0 3449 0 1787 3539 Flt Permitted 0.982 0.175 Satd. Flow (perm)1688 0 3449 0 329 3539 Right Turn on Red Yes Yes Satd. Flow (RTOR)67 30 Link Speed (mph)35 55 40 Link Distance (ft)1221 1123 1199 Travel Time (s)23.8 13.9 20.4 Peak Hour Factor 0.94 0.94 0.97 0.97 0.87 0.87 Heavy Vehicles (%)1%1%1%1%1%2% Shared Lane Traffic (%) Lane Group Flow (vph)202 0 886 0 160 683 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Turn Type Prot NA pm+pt NA Protected Phases 3 6 5 1 Permitted Phases 1 Detector Phase 3 6 5 1 Switch Phase Minimum Initial (s)6.0 15.0 6.0 15.0 Minimum Split (s)11.0 20.0 11.0 20.0 Total Split (s)65.0 65.0 25.0 90.0 Total Split (%)41.9%41.9%16.1% 58.1% Maximum Green (s)60.0 60.0 20.0 85.0 Yellow Time (s)4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 5.0 2.0 5.0 Recall Mode None Min None Min Act Effct Green (s)11.3 23.7 40.4 40.4 Actuated g/C Ratio 0.18 0.38 0.65 0.65 v/c Ratio 0.56 0.67 0.33 0.30 Control Delay 23.9 19.0 6.5 5.3 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/27/2023 2025 Background Conditions - Saturday Midday Peak Hour Synchro 11 Report GTS Consulting Page 2 Lane Group WBL WBR NBT NBR SBL SBT Queue Delay 0.0 0.0 0.0 0.0 Total Delay 23.9 19.0 6.5 5.3 LOS C B A A Approach Delay 23.9 19.0 5.5 Approach LOS C B A Queue Length 50th (ft)44 130 18 46 Queue Length 95th (ft)127 253 47 90 Internal Link Dist (ft)1141 1043 1119 Turn Bay Length (ft)200 Base Capacity (vph)1549 3156 706 3539 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 0.13 0.28 0.23 0.19 Intersection Summary Area Type:Other Cycle Length: 155 Actuated Cycle Length: 62.2 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 13.6 Intersection LOS: B Intersection Capacity Utilization 56.1%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: US Route 9 & Crescent Avenue Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/27/2023 2025 Background Conditions - Saturday Midday Peak Hour Synchro 11 Report GTS Consulting Page 3 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)11 21 40 851 664 6 Future Volume (vph)11 21 40 851 664 6 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 200 200 Storage Lanes 1 0 1 1 Taper Length (ft)25 25 Satd. Flow (prot)1685 0 1787 3574 3539 1599 Flt Permitted 0.983 0.296 Satd. Flow (perm)1685 0 557 3574 3539 1599 Right Turn on Red Yes Yes Satd. Flow (RTOR)29 5 Link Speed (mph)30 55 55 Link Distance (ft)781 1752 3472 Travel Time (s)17.8 21.7 43.0 Peak Hour Factor 0.73 0.73 0.94 0.94 0.91 0.91 Heavy Vehicles (%)1%1%1%1%2%1% Shared Lane Traffic (%) Lane Group Flow (vph)44 0 43 905 730 7 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Turn Type Prot pm+pt NA NA custom Protected Phases 3 1 5 2 Permitted Phases 5 1 Detector Phase 3 1 5 2 1 Switch Phase Minimum Initial (s)10.0 1.0 15.0 15.0 1.0 Minimum Split (s)15.0 6.0 20.0 20.0 6.0 Total Split (s)55.0 25.0 80.0 55.0 25.0 Total Split (%)40.7%18.5% 59.3% 40.7% 18.5% Maximum Green (s)50.0 20.0 75.0 50.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 Recall Mode None None Min Min None Act Effct Green (s)10.3 29.8 33.3 25.6 6.1 Actuated g/C Ratio 0.26 0.75 0.83 0.64 0.15 v/c Ratio 0.10 0.07 0.30 0.32 0.03 Control Delay 9.6 3.7 3.4 8.7 14.0 Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/27/2023 2025 Background Conditions - Saturday Midday Peak Hour Synchro 11 Report GTS Consulting Page 4 Lane Group EBL EBR NBL NBT SBT SBR Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.6 3.7 3.4 8.7 14.0 LOS A A A A B Approach Delay 9.6 3.4 8.7 Approach LOS A A A Queue Length 50th (ft)2 0 0 33 0 Queue Length 95th (ft)17 13 92 130 9 Internal Link Dist (ft)701 1672 3392 Turn Bay Length (ft)200 200 Base Capacity (vph)1685 1049 3574 3539 826 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.03 0.04 0.25 0.21 0.01 Intersection Summary Area Type:Other Cycle Length: 135 Actuated Cycle Length: 39.9 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.32 Intersection Signal Delay: 5.8 Intersection LOS: A Intersection Capacity Utilization 42.5%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: US Route 9 & E West Road Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 12/05/2023 2025 Build Conditions - Friday Evening Peak Hour Synchro 11 Report GTS Consulting Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)108 131 932 256 159 896 Future Volume (vph)108 131 932 256 159 896 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 200 Storage Lanes 1 0 0 1 Taper Length (ft)25 25 Satd. Flow (prot)1704 0 3467 0 1787 3505 Flt Permitted 0.978 0.082 Satd. Flow (perm)1704 0 3467 0 154 3505 Right Turn on Red Yes Yes Satd. Flow (RTOR)46 23 Link Speed (mph)35 55 40 Link Distance (ft)1221 1123 1199 Travel Time (s)23.8 13.9 20.4 Peak Hour Factor 0.90 0.90 0.80 0.88 0.86 0.86 Heavy Vehicles (%)1%1%1%1%1%3% Shared Lane Traffic (%) Lane Group Flow (vph)266 0 1456 0 185 1042 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Turn Type Prot NA pm+pt NA Protected Phases 3 6 5 1 Permitted Phases 1 Detector Phase 3 6 5 1 Switch Phase Minimum Initial (s)6.0 15.0 6.0 15.0 Minimum Split (s)11.0 20.0 11.0 20.0 Total Split (s)65.0 65.0 25.0 90.0 Total Split (%)41.9%41.9%16.1% 58.1% Maximum Green (s)60.0 60.0 20.0 85.0 Yellow Time (s)4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 5.0 2.0 5.0 Recall Mode None Min None Min Act Effct Green (s)18.9 60.4 80.2 80.2 Actuated g/C Ratio 0.17 0.55 0.73 0.73 v/c Ratio 0.80 0.75 0.56 0.40 Control Delay 54.0 23.3 21.9 6.6 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 12/05/2023 2025 Build Conditions - Friday Evening Peak Hour Synchro 11 Report GTS Consulting Page 2 Lane Group WBL WBR NBT NBR SBL SBT Queue Delay 0.0 0.0 0.0 0.0 Total Delay 54.0 23.3 21.9 6.6 LOS D C C A Approach Delay 54.0 23.3 8.9 Approach LOS D C A Queue Length 50th (ft)150 386 48 124 Queue Length 95th (ft)253 502 127 198 Internal Link Dist (ft)1141 1043 1119 Turn Bay Length (ft)200 Base Capacity (vph)963 1929 414 2748 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 0.28 0.75 0.45 0.38 Intersection Summary Area Type:Other Cycle Length: 155 Actuated Cycle Length: 109.2 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 20.1 Intersection LOS: C Intersection Capacity Utilization 69.3%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: US Route 9 & Crescent Avenue Lanes, Volumes, Timings 2: US Route 9 & E West Road 12/05/2023 2025 Build Conditions - Friday Evening Peak Hour Synchro 11 Report GTS Consulting Page 3 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)7 36 18 1216 997 6 Future Volume (vph)7 36 18 1216 997 6 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 200 200 Storage Lanes 1 0 1 1 Taper Length (ft)25 25 Satd. Flow (prot)1655 0 1787 3574 3539 1599 Flt Permitted 0.992 0.172 Satd. Flow (perm)1655 0 324 3574 3539 1599 Right Turn on Red Yes Yes Satd. Flow (RTOR)55 3 Link Speed (mph)30 55 55 Link Distance (ft)781 1752 3440 Travel Time (s)17.8 21.7 42.6 Peak Hour Factor 0.66 0.66 0.88 0.88 0.91 0.91 Heavy Vehicles (%)1%1%1%1%2%1% Shared Lane Traffic (%) Lane Group Flow (vph)66 0 20 1382 1096 7 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Turn Type Prot pm+pt NA NA custom Protected Phases 3 1 5 2 Permitted Phases 5 1 Detector Phase 3 1 5 2 1 Switch Phase Minimum Initial (s)10.0 1.0 15.0 15.0 1.0 Minimum Split (s)15.0 6.0 20.0 20.0 6.0 Total Split (s)55.0 25.0 80.0 55.0 25.0 Total Split (%)40.7%18.5% 59.3% 40.7% 18.5% Maximum Green (s)50.0 20.0 75.0 50.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 Recall Mode None None Min Min None Act Effct Green (s)10.3 33.3 34.7 30.7 6.1 Actuated g/C Ratio 0.21 0.67 0.70 0.62 0.12 v/c Ratio 0.17 0.05 0.55 0.50 0.04 Control Delay 9.6 4.0 6.5 9.9 19.3 Lanes, Volumes, Timings 2: US Route 9 & E West Road 12/05/2023 2025 Build Conditions - Friday Evening Peak Hour Synchro 11 Report GTS Consulting Page 4 Lane Group EBL EBR NBL NBT SBT SBR Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.6 4.0 6.5 9.9 19.3 LOS A A A A B Approach Delay 9.6 6.5 9.9 Approach LOS A A A Queue Length 50th (ft)2 2 115 81 1 Queue Length 95th (ft)18 7 155 210 11 Internal Link Dist (ft)701 1672 3360 Turn Bay Length (ft)200 200 Base Capacity (vph)1559 825 3574 3327 667 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.04 0.02 0.39 0.33 0.01 Intersection Summary Area Type:Other Cycle Length: 135 Actuated Cycle Length: 49.7 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay: 8.0 Intersection LOS: A Intersection Capacity Utilization 50.3%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: US Route 9 & E West Road Lanes, Volumes, Timings 3: US Route 9 & Site Exit Driveway 12/05/2023 2025 Build Conditions - Friday Evening Peak Hour Synchro 11 Report GTS Consulting Page 5 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)58 83 1105 0 0 1004 Future Volume (vph)58 83 1105 0 0 1004 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Satd. Flow (prot)1787 1599 3574 0 0 3505 Flt Permitted 0.950 Satd. Flow (perm)1787 1599 3574 0 0 3505 Link Speed (mph)30 55 55 Link Distance (ft)345 287 1123 Travel Time (s)7.8 3.6 13.9 Peak Hour Factor 0.90 0.90 0.88 0.88 0.86 0.86 Heavy Vehicles (%)1%1%1%1%1%3% Shared Lane Traffic (%) Lane Group Flow (vph)64 92 1256 0 0 1167 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 46.8%ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC 3: US Route 9 & Site Exit Driveway 12/05/2023 2025 Build Conditions - Friday Evening Peak Hour Synchro 11 Report GTS Consulting Page 6 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 58 83 1105 0 0 1004 Future Vol, veh/h 58 83 1105 0 0 1004 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 90 90 88 88 86 86 Heavy Vehicles, %1 1 1 1 1 3 Mvmt Flow 64 92 1256 0 0 1167 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1840 628 0 0 -- Stage 1 1256 ----- Stage 2 584 ----- Critical Hdwy 6.82 6.92 ---- Critical Hdwy Stg 1 5.82 ----- Critical Hdwy Stg 2 5.82 ----- Follow-up Hdwy 3.51 3.31 ---- Pot Cap-1 Maneuver 68 428 --0 - Stage 1 233 ---0 - Stage 2 523 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver 68 428 ---- Mov Cap-2 Maneuver 173 ----- Stage 1 233 ----- Stage 2 523 ----- Approach WB NB SB HCM Control Delay, s 24.7 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBT Capacity (veh/h)-- 173 428 - HCM Lane V/C Ratio -- 0.373 0.215 - HCM Control Delay (s)-- 37.7 15.7 - HCM Lane LOS --E C - HCM 95th %tile Q(veh)-- 1.6 0.8 - Lanes, Volumes, Timings 4: US Route 9 & Site Entrance Driveway 12/05/2023 2025 Build Conditions - Friday Evening Peak Hour Synchro 11 Report GTS Consulting Page 7 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 0 1105 113 109 953 Future Volume (vph)0 0 1105 113 109 953 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 150 Storage Lanes 0 0 0 1 Taper Length (ft)25 25 Satd. Flow (prot)0 0 3524 0 1787 3505 Flt Permitted 0.950 Satd. Flow (perm)0 0 3524 0 1787 3505 Link Speed (mph)30 55 55 Link Distance (ft)319 3440 287 Travel Time (s)7.3 42.6 3.6 Peak Hour Factor 0.90 0.90 0.88 0.88 0.86 0.86 Heavy Vehicles (%)1%1%1%1%1%3% Shared Lane Traffic (%) Lane Group Flow (vph)0 0 1384 0 127 1108 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)0 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 46.8%ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 12/05/2023 2025 Build Conditions - Saturday Midday Peak Hour Synchro 11 Report GTS Consulting Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)83 121 712 225 139 651 Future Volume (vph)83 121 712 225 139 651 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 200 Storage Lanes 1 0 0 1 Taper Length (ft)25 25 Satd. Flow (prot)1696 0 3446 0 1787 3539 Flt Permitted 0.980 0.150 Satd. Flow (perm)1696 0 3446 0 282 3539 Right Turn on Red Yes Yes Satd. Flow (RTOR)56 32 Link Speed (mph)35 55 40 Link Distance (ft)1221 1123 1199 Travel Time (s)23.8 13.9 20.4 Peak Hour Factor 0.94 0.94 0.97 0.97 0.87 0.87 Heavy Vehicles (%)1%1%1%1%1%2% Shared Lane Traffic (%) Lane Group Flow (vph)217 0 966 0 160 748 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Turn Type Prot NA pm+pt NA Protected Phases 3 6 5 1 Permitted Phases 1 Detector Phase 3 6 5 1 Switch Phase Minimum Initial (s)6.0 15.0 6.0 15.0 Minimum Split (s)11.0 20.0 11.0 20.0 Total Split (s)65.0 65.0 25.0 90.0 Total Split (%)41.9%41.9%16.1% 58.1% Maximum Green (s)60.0 60.0 20.0 85.0 Yellow Time (s)4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Vehicle Extension (s)2.0 5.0 2.0 5.0 Recall Mode None Min None Min Act Effct Green (s)13.2 26.9 44.1 44.1 Actuated g/C Ratio 0.19 0.40 0.65 0.65 v/c Ratio 0.58 0.70 0.36 0.33 Control Delay 26.9 20.5 7.3 5.9 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 12/05/2023 2025 Build Conditions - Saturday Midday Peak Hour Synchro 11 Report GTS Consulting Page 2 Lane Group WBL WBR NBT NBR SBL SBT Queue Delay 0.0 0.0 0.0 0.0 Total Delay 26.9 20.5 7.3 5.9 LOS C C A A Approach Delay 26.9 20.5 6.1 Approach LOS C C A Queue Length 50th (ft)58 157 21 58 Queue Length 95th (ft)154 302 52 111 Internal Link Dist (ft)1141 1043 1119 Turn Bay Length (ft)200 Base Capacity (vph)1478 2993 653 3472 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 0.15 0.32 0.25 0.22 Intersection Summary Area Type:Other Cycle Length: 155 Actuated Cycle Length: 67.9 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.70 Intersection Signal Delay: 14.9 Intersection LOS: B Intersection Capacity Utilization 59.1%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: US Route 9 & Crescent Avenue Lanes, Volumes, Timings 2: US Route 9 & E West Road 12/05/2023 2025 Build Conditions - Saturday Midday Peak Hour Synchro 11 Report GTS Consulting Page 3 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)11 21 40 923 715 6 Future Volume (vph)11 21 40 923 715 6 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 200 200 Storage Lanes 1 0 1 1 Taper Length (ft)25 25 Satd. Flow (prot)1685 0 1787 3574 3539 1599 Flt Permitted 0.983 0.274 Satd. Flow (perm)1685 0 515 3574 3539 1599 Right Turn on Red Yes Yes Satd. Flow (RTOR)29 5 Link Speed (mph)30 55 55 Link Distance (ft)781 1752 3434 Travel Time (s)17.8 21.7 42.6 Peak Hour Factor 0.73 0.73 0.94 0.94 0.91 0.91 Heavy Vehicles (%)1%1%1%1%2%1% Shared Lane Traffic (%) Lane Group Flow (vph)44 0 43 982 786 7 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 15 9 Turn Type Prot pm+pt NA NA custom Protected Phases 3 1 5 2 Permitted Phases 5 1 Detector Phase 3 1 5 2 1 Switch Phase Minimum Initial (s)10.0 1.0 15.0 15.0 1.0 Minimum Split (s)15.0 6.0 20.0 20.0 6.0 Total Split (s)55.0 25.0 80.0 55.0 25.0 Total Split (%)40.7%18.5% 59.3% 40.7% 18.5% Maximum Green (s)50.0 20.0 75.0 50.0 20.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 Recall Mode None None Min Min None Act Effct Green (s)10.3 30.2 33.7 26.1 6.1 Actuated g/C Ratio 0.26 0.75 0.84 0.65 0.15 v/c Ratio 0.10 0.07 0.33 0.34 0.03 Control Delay 9.8 3.6 3.4 8.7 14.3 Lanes, Volumes, Timings 2: US Route 9 & E West Road 12/05/2023 2025 Build Conditions - Saturday Midday Peak Hour Synchro 11 Report GTS Consulting Page 4 Lane Group EBL EBR NBL NBT SBT SBR Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.8 3.6 3.4 8.7 14.3 LOS A A A A B Approach Delay 9.8 3.4 8.7 Approach LOS A A A Queue Length 50th (ft)2 0 0 36 0 Queue Length 95th (ft)18 13 101 141 9 Internal Link Dist (ft)701 1672 3354 Turn Bay Length (ft)200 200 Base Capacity (vph)1682 1037 3574 3532 820 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.03 0.04 0.27 0.22 0.01 Intersection Summary Area Type:Other Cycle Length: 135 Actuated Cycle Length: 40.3 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.34 Intersection Signal Delay: 5.8 Intersection LOS: A Intersection Capacity Utilization 43.9%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: US Route 9 & E West Road Lanes, Volumes, Timings 3: US Route 9 & Site Exit Driveway 12/05/2023 2025 Build Conditions - Saturday Midday Peak Hour Synchro 11 Report GTS Consulting Page 5 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)71 102 835 0 0 734 Future Volume (vph)71 102 835 0 0 734 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Satd. Flow (prot)1787 1599 3574 0 0 3539 Flt Permitted 0.950 Satd. Flow (perm)1787 1599 3574 0 0 3539 Link Speed (mph)30 55 55 Link Distance (ft)345 293 1123 Travel Time (s)7.8 3.6 13.9 Peak Hour Factor 0.90 0.90 0.97 0.97 0.87 0.87 Heavy Vehicles (%)1%1%1%1%1%2% Shared Lane Traffic (%) Lane Group Flow (vph)79 113 861 0 0 844 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 37.9%ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC 3: US Route 9 & Site Exit Driveway 12/05/2023 2025 Build Conditions - Saturday Midday Peak Hour Synchro 11 Report GTS Consulting Page 6 Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 71 102 835 0 0 734 Future Vol, veh/h 71 102 835 0 0 734 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 90 90 97 97 87 87 Heavy Vehicles, %1 1 1 1 1 2 Mvmt Flow 79 113 861 0 0 844 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1283 431 0 0 -- Stage 1 861 ----- Stage 2 422 ----- Critical Hdwy 6.82 6.92 ---- Critical Hdwy Stg 1 5.82 ----- Critical Hdwy Stg 2 5.82 ----- Follow-up Hdwy 3.51 3.31 ---- Pot Cap-1 Maneuver 158 575 --0 - Stage 1 377 ---0 - Stage 2 632 ---0 - Platoon blocked, %--- Mov Cap-1 Maneuver 158 575 ---- Mov Cap-2 Maneuver 281 ----- Stage 1 377 ----- Stage 2 632 ----- Approach WB NB SB HCM Control Delay, s 16.9 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBT Capacity (veh/h)-- 281 575 - HCM Lane V/C Ratio -- 0.281 0.197 - HCM Control Delay (s)-- 22.7 12.8 - HCM Lane LOS --C B - HCM 95th %tile Q(veh)-- 1.1 0.7 - Lanes, Volumes, Timings 4: US Route 9 & Site Entrance Driveway 12/05/2023 2025 Build Conditions - Saturday Midday Peak Hour Synchro 11 Report GTS Consulting Page 7 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 0 835 97 91 714 Future Volume (vph)0 0 835 97 91 714 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 150 Storage Lanes 0 0 0 1 Taper Length (ft)25 25 Satd. Flow (prot)0 0 3517 0 1787 3539 Flt Permitted 0.950 Satd. Flow (perm)0 0 3517 0 1787 3539 Link Speed (mph)30 55 55 Link Distance (ft)319 3434 293 Travel Time (s)7.3 42.6 3.6 Peak Hour Factor 0.90 0.90 0.97 0.97 0.87 0.87 Heavy Vehicles (%)1%1%1%1%1%2% Shared Lane Traffic (%) Lane Group Flow (vph)0 0 961 0 105 821 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft)0 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 37.9%ICU Level of Service A Analysis Period (min) 15