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HomeMy WebLinkAbout20250989 Rt 9 / South Broadway Special Use Permit Traffic Impact Assessment 12/26/2025 1396 White Bridge Road Chittenango, NY 13037 Tel: (315) 391-5110 November 22, 2025 Bohler Engineering 17 Computer Drive West Albany, NY 12205 Attn: Mr. Steve Wilson Re: Traffic Impact Study – Proposed Mixed Use Development US Route 9, Saratoga Springs, NY Dear Mr. Wilson: I have completed my review of traffic operations associated with the proposed mixed use development on the east side of US Route 9 in Saratoga Springs, NY. This letter summarizes the work completed in this review as well as my findings. Project Understanding The project site is located on the east side of US Route 9 (South Broadway), immediately south of the Homewood Suites hotel, in Saratoga Springs, NY. The site is currently vacant. The proposed development includes approximately 200 apartments with a mix of retail/office uses on the first floor of each building, and an 80 room hotel. Access will be provided to/from US Route 9 via two full access driveways located approximately 310 feet and 580 feet to the south of Homewood Suites driveway. Conceptual site plans prepared by Bohler have been attached. Data Collection Site visits were conducted on Thursday, November 6th and Saturday, November 8th, 2025 to collect the following information: • Existing Traffic Volume Counts – Traffic turning movement counts were collected at intersections of US Route 9 with Crescent Avenue and E West Road during the weekday morning (7-9am) and evening (4-6pm) peak travel periods on the 6th, and during the Saturday midday (11am-1pm) peak travel period on the 8th, to ensure that actual peak hours of the adjacent street were captured. The traffic counts included separate heavy vehicle counts on each approach and pedestrians. • US Route 9 Gap Data – Gap data was collected to assess the ability for vehicles to turn in and out of the site driveways on US Route 9. In order for a vehicle to turn right out of either driveway, or left into either driveway, 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 either driveway onto US Route 9. These gaps in traffic were observed and Mr. Wilson November 22, 2025 Page 2 of 8 Re: Traffic Impact Study – Proposed Mixed Use Development US Route 9, Saratoga Springs, NY timed on US Route 9 passing the site during the three traffic count periods. The gaps were then converted to a number of vehicles that could turn left or right out of the proposed site driveways during each gap and then totaled for the peak hour. For example, one vehicle can turn from the 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. • Spot Speed Measurements – 50 speed measurements were collected in each direction on US Route 9 to identify average and 85th percentile operating speeds in the area passing the site. The data was collected for free flow traffic during off-peak times. The weather was sunny and the roadway was dry. • Sight Distance Measurements – Sight lines looking north/south along US Route 9 from the site driveways were collected for comparison to design standards in order to confirm that adequate sight lines are available for safe ingress and egress from the site. • Operational Data - Other data needed to evaluate traffic operations, such as intersection geometry, control, and speeds limits were also collected. Existing signal timing data was obtained from NYSDOT to ensure that the signals at the study area intersections were properly modeled. Existing Operations US Route 9 is classified as a principal urban arterial roadway that has two lanes in each direction with a two way center left turn lane through the study area. There is an auxiliary southbound left turn lane at the Crescent Avenue intersection. There is an auxiliary northbound left turn lane and an auxiliary southbound right turn lane at the E West Road intersection. The posted speed limit on US Route 9 is 35 mph. The US Route 9/Crescent Avenue intersection is control by a fully actuated, uncoordinated traffic signal under the jurisdiction of NYSDOT (#5011). The signal operation includes protected/permitted southbound left turn phasing. The US Route 9/E West Road intersection is control by a fully actuated, uncoordinated traffic signal under the jurisdiction of NYSDOT (#5038). The signal operation includes protected/permitted northbound left turn phasing. Based on the traffic counts collected, the peak hours were identified as follows: Weekday Morning Peak Hour – 7:30 am to 8:30am Weekday Evening Peak Hour – 4:30pm to 5:30pm Saturday Midday Peak Hour – 12:00pm to 1:00pm Mr. Wilson November 22, 2025 Page 3 of 8 Re: Traffic Impact Study – Proposed Mixed Use Development US Route 9, Saratoga Springs, NY The 2025 existing traffic volumes collected in November are shown in the attached Figure 1 for the weekday morning, weekday evening, and Saturday midday peak hours. The traffic count data has been attached The existing traffic counts were reviewed and compared to historical traffic volume data on US Route 9 to identify necessary adjustments, if any, to account for seasonal variations. Specifically, July 9th, 10th, and 11th, 2024 directional traffic counts on US Route 9 to the north of E West Road were taken from the NYSDOT Traffic Data Viewer website and reviewed. The averaged July 2024 traffic counts on US Route 9 had 969 vehicles northbound/680 vehicles southbound during the weekday morning peak hour, and 952 vehicles northbound/950 vehicles southbound during the weekday evening peak hour passing the site. Based on the 2025 counts collected for this study, there were 959 vehicles northbound/752 vehicles southbound during the weekday morning peak hour, and 961 vehicles northbound/1019 vehicles southbound during the weekday evening peak hour. The combined directional counts collected in 2025 are 4% higher than the 2024 counts during both peak hours. The historical count data has been attached. Since the 2025 traffic counts collected in November are higher than the 2024 July traffic counts during both the morning and evening peak hours, there were no adjustments made to the existing traffic volumes. Based on the gap data collected, there are sufficient gaps in traffic to accommodate over 260 vehicles turning right onto US Route 9 from either driveway during each peak hour. These gaps would also be available for vehicles turning left into either driveway. There were sufficient gaps observed to accommodate 100 or more vehicles turning left out of either driveway onto US Route 9 during the three peak hours. There are no concerns with available gaps in traffic to accommodate the proposed development. The gap data is attached. The posted speed limit passing the site is 55 mph on US Route 9. The speed data collected on US Route 9 indicates that the average speeds passing the site are 53 mph northbound and 55 mph southbound. The 85th percentile speeds based on the data collected are 57 mph northbound/57.5 mph southbound on US Route 9 passing the site. The speed data has been attached. 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 at the two driveway locations based on field measurements. The speed limit in the area is 55 mph on US Route 9, however the speed data collected indicates that the operating speed is closer to 60 mph in both directions. Therefore 60 mph was used for the sight distance review. The recommended sight distance for vehicles turning left out of the driveways was adjusted to account for the second northbound lane and center turn lane that need to be crossed when exiting the site. Mr. Wilson November 22, 2025 Page 4 of 8 Re: Traffic Impact Study – Proposed Mixed Use Development US Route 9, Saratoga Springs, NY Sight Distance Summary Location Operating Speed Direction AASHTO Recommended Sight Distance Available Sight Distance North Access @ US Route 9 – Turning Left 60 mph Looking Left Looking Right 750 feet 750 feet 1,500+ feet 1,500+ feet North Access @ US Route 9 – Turning Right 60 mph Looking Left 575 feet 1,500+ feet South Access @ US Route 9 – Turning Left 60 mph Looking Left Looking Right 750 feet 750 feet 1,500+ feet 1,500+ feet South Access @ US Route 9 – Turning Right 60 mph Looking Left 575 feet 1,500+ feet There are more than adequate sight distances available in both directions on US Route 9 from both driveways. There are no concerns with sight distances and safety for ingress and egress from either roadway. Capacity analysis of the existing traffic operations was completed using Synchro12, the industry accepted standard for the analysis of both signalized and unsignalized intersections that is based on methodologies developed in the Highway Capacity Manual. Intersection and individual movement operations are graded in terms of Level of Service ranging from A to F, as described in the HCM. For example, an unsignalized intersection movement with an average delay of 5 seconds per vehicle is considered a Level of Service A while an average delay per vehicle of 20 seconds is considered a C. A Level of Service D or better is generally considered acceptable for a signalized intersection while a Level of Service E or better is generally considered acceptable for an unsignalized intersection. The Synchro capacity analysis of the existing traffic operations indicates that all traffic movements in the study area are operating at an acceptable Level of Service C or better during all three peak hours. The detailed Level of Service and queue summary, and capacity analysis printouts, have been attached. There are no concerns with existing traffic operations on US Route 9 in the vicinity of the project site as there are ample gaps in traffic and clear sight lines in both directions. There are no capacity concerns with traffic turning on or off US Route 9 at the study area intersections. These findings are consistent with observations made during the data collection effort. Accident Analysis An accident analysis was completed for US Route 9 between Crescent Avenue and E West Road using history reports obtained for a three year period from March 2022 through February 2025. Mr. Wilson November 22, 2025 Page 5 of 8 Re: Traffic Impact Study – Proposed Mixed Use Development US Route 9, Saratoga Springs, NY Over the three year period, there were 19 total accidents in the study area. There were 5 accidents at the Crescent Avenue intersection (3 rearend accidents and 2 left turn accidents), 4 accidents at the E West Road intersection (4 rearend accidents), and 10 midblock accidents along US Route 9 (5 animal related accidents, 3 fixed object accidents, 1 right angle accident, and 1 left turn accident). Based on the US Route 9/Crescent Avenue intersection geometry and annual average daily traffic volumes, the predicted NYSDOT Safety Performance Function is 2.58 total accidents per year and 0.87 injury/fatality accidents per year. The calculated number of total accidents per year were 1.66. The calculated number of injury/fatality accidents per year were 0.00. This intersection has been identified to have a LOSS 2 rating based on total accident history and LOSS 2 rating based on injury accident history. This is not considered a severe accident location. Based on the US Route 9/E West Road intersection geometry and annual average daily traffic volumes, the predicted NYSDOT Safety Performance Function is 1.59 total accidents per year and 0.56 injury/fatality accidents per year. The calculated number of total accidents per year were 1.33. The calculated number of injury/fatality accidents per year were 0.33. This intersection has been identified to have a LOSS 2 rating based on total accident history and LOSS 2 rating based on injury accident history. This is not considered a severe accident location. Based on the US Route 9 roadway geometry and annual average daily traffic volumes, the predicted NYSDOT Safety Performance Function is 21.74 total accidents per year and 4.46 injury/fatality accidents per year. The calculated number of total accidents per year were 3.33. The calculated number of injury/fatality accidents per year were 0.33. This roadway segment has been identified to have a LOSS 2 rating based on total accident history and LOSS 2 rating based on injury accident history. This is not considered a severe accident roadway. Overall, there were 17 property damage only accidents with 2 injury accidents and no fatality accidents. The detailed accident summary and calculations have been attached. 2028 Background Operations The proposed mixed use development is expected to be completed over approximately 3 years, therefore 2028 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 completion must first be completed. The existing traffic volumes were first adjusted by a growth rate to account for any unknown development that may occur prior to completion of the project. Mr. Wilson November 22, 2025 Page 6 of 8 Re: Traffic Impact Study – Proposed Mixed Use Development US Route 9, Saratoga Springs, NY Historical traffic volumes along US Route 9 passing the site, and along Crescent Avenue to the east of US Route 9, were taken from the NYSDOT Traffic Data Viewer website and reviewed in order to identify an appropriate background growth rate. Long term growth rates in the area have been positive on US Route 9 around +1.1% per year and negative on Crescent Avenue around -2.8% per year between 2015 and 2024. In order to maintain a conservative analysis, a positive +1.0% per year growth was chosen and used to grow the 2025 existing traffic volumes to the 2028 background condition. There are no known specific approved developments in the area that need to be included in the growth projections. The 2030 background traffic volumes with 1% growth per year (3% total) are shown in Figure 2. Capacity analysis of the background operations indicates that there will be minor increases in delay during all three peak hours. The analysis indicates that all traffic movements in the study area will continue to operate at an acceptable Level of Service C or better during the three peak hours. The detailed Level of Service and queue summary, and capacity analysis printouts, have been attached. Trip Generation Estimate and Distribution The proposed development includes approximately 200 apartments with a mix of retail/office uses on the first floor of each building, and an 80 room hotel. Trips generated by the proposed development were estimated using the ITE Trip Generation, 12th Edition, which is the industry accepted standard for estimating traffic generated by new developments. Land Use 231 – Mid-Rise Residential with Ground-Floor Commercial (25-65K), and Land Use 310 – Hotel, were used. The following table summarizes the trip generation estimate for the proposed mixed use development on US Route 9 in the Saratoga Springs. Trip Generation Summary Morning Peak Hour Evening Peak Hour Saturday Peak Hour Entering Exiting Entering Exiting Entering Exiting Apartments – 200 Units 25 57 105 45 72 70 Hotel – 80 Rooms 14 13 19 18 19 18 Total Trips Generated 39 70 124 63 92 88 Many people expect that residential land uses will generate an average of 2 trips per unit during peak hours. The trip generation rates for residential land uses are generally less than 1 trip per unit for a number of reasons. The primary reason is that people work different times, some may leave for work Mr. Wilson November 22, 2025 Page 7 of 8 Re: Traffic Impact Study – Proposed Mixed Use Development US Route 9, Saratoga Springs, NY at 6:30 in the morning while others may leave at 7:30 or 8:30. Subsequently, the arrival patterns home in the evening will also be staggered over multiple hours. Some people work evenings while others may stay at home or work from home. The rates contained in the ITE Trip Generation have been verified and provide an accurate representation of what may be expected for this development during the peak hours of the adjacent streets. The detailed trip generation calculations have been attached. Overall, the mixed use development is expected to be a moderate traffic generator with 39 trips entering/70 trips exiting during the morning peak hour, 124 trips entering/63 trips exiting during the evening peak hour, and 92 trips entering/88 trips exiting during the Saturday peak hour. 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, 40% are expected to travel to/from the north on US Route 9, and 10% are expected to travel to/from the east on Crescent Avenue. 10% of the traffic traveling to the south is expected to Crescent Avenue to access I-87. The expected arrival/departure distribution is shown in Figure 3. The trips generated are shown in Figure 4. The resultant full build traffic volumes are shown in Figure 5. Build Operations Based on the projected turning movements on US Route 9 at the site driveways, there are more than sufficient gaps available to accommodate the proposed development. Capacity analysis of the build condition with the proposed mixed use development indicates that the development will have only minor impacts on traffic operations at the existing signalized US Route 9 intersections with Crescent Avenue and E West Road. All traffic movements will continue to operate at acceptable Levels of Service C or better during all three peak hours with the following minor drops in Level of Service noted: • US Route 9 @ Crescent Avenue o WB Left/Right – LOS B to C - +3 seconds average delay – Morning Peak Hour • US Route 9 @ E West Road o EB Left/Right – LOS B to C - +1 seconds average delay – Evening Peak Hour The site driveways are projected to operate at Level of Service C during all three peak hours with minimal delays on US Route 9. The detailed Level of Service and queue summary, and capacity analysis printouts, have been attached. Mr. Wilson November 22, 2025 Page 8 of 8 Re: Traffic Impact Study – Proposed Mixed Use Development US Route 9, Saratoga Springs, NY Conclusions The additional traffic generated by the proposed mixed use development will have no notable or significant impact on traffic operations on US Route 9. The development will only average 1-2 vehicles entering and exiting minute during the peak hours. There are excellent site lines at both driveways exiting onto US Route 9, more than sufficient gaps in traffic to accommodate the development, and no notable accident history in the area. There are no capacity concerns noted. There are no off-site mitigation measures recommended. If you have any questions or need additional information, please call. Sincerely, Gordon T. Stansbury, P.E., P.T.O.E. GTS Consulting Attachments – Site Plan Traffic Volume Figures 1-5 Gap Calculations Spot Speed Data Growth Rate Calculations Trip Generation Estimate Accident Data Count Data Synchro Capacity Printouts Li v e / W o r k 10 . 5 K S F Li v e / W o r k 10 . 5 K S F Live / Work 9K SF Li v e / W o r k 10 . 5 K S F Li v e / W o r k 10 . 5 K S F Li v e / W o r k 10 . 5 K S F Hotel Future Parking Spaces Additional Parking August 1, 2025Mixed-Use Development, Route 9, Saratoga Springs, NY / Conceptual Site Plan Li v e / W o r k 10 . 5 K S F Li v e / W o r k 10 . 5 K S F Live / Work 9K SF Li v e / W o r k 10 . 5 K S F Li v e / W o r k 10 . 5 K S F Li v e / W o r k 10 . 5 K S F Hotel Future Parking Spaces Additional Parking August 1, 2025Mixed-Use Development, Route 9, Saratoga Springs, NY / Conceptual Site Plan Proposed Mixed Use Development US Route 9 – Saratoga Springs, NY Intersection Level of Service Summary Weekday Morning 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(11) B(11) B(12) WB Left/Right - B(18) 45 B(19) 49 C(22) 61 NB Through/Right - B(16) 261 B(16) 274 B(16) 301 SB Left 200 A(5) 27 A(5) 28 A(6) 29 SB Through - A(5) 101 A(5) 107 A(5) 116 US Route 9 @ E West Road A(3) A(3) A(3) EB Left 400 B(16) 6 B(16) 6 B(17) 6 EB Right - B(13) 4 B(13) 4 B(13) 4 NB Left 375 A(2) 6 A(2) 6 A(2) 6 NB Through - A(1) 82 A(1) 85 A(1) 87 SB Through - A(6) 176 A(6) 183 A(6) 191 SB Right 200 A(6) 4 A(6) 4 A(6) 4 US Route 9 @ North Access WB Left/Right - - - - - c(19) 18 NB Through - - - - - a(0) 0 SB Left 150 - - - - b(11) 3 SB Through - - - - - a(0) 0 US Route 9 @ South Access WB Left/Right - - - - - c(18) 5 NB Through - - - - a(0) 0 SB Left 150 - - - - b(11) 0 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 Mixed Use Development US Route 9 – Saratoga Springs, NY Intersection Level of Service Summary Weekday 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(12) B(12) B(13) WB Left/Right - C(24) 101 C(25) 108 C(29) 131 NB Through/Right - B(17) 272 B(17) 288 B(18) 316 SB Left 200 A(6) 33 A(6) 34 A(6) 37 SB Through - A(5) 118 A(5) 125 A(5) 145 US Route 9 @ E West Road A(6) A(6) A(6) EB Left 400 B(19) 14 B(20) 14 C(21) 14 EB Right - A(9) 9 A(9) 10 A(10) 10 NB Left 375 A(1) 3 A(1) 3 A(1) 3 NB Through - A(4) 76 A(4) 79 A(4) 86 SB Through - A(8) 235 A(8) 244 A(8) 252 SB Right 200 A(6) 5 A(6) 5 A(6) 5 US Route 9 @ North Access WB Left/Right - - - - - c(21) 18 NB Through - - - - - a(0) 0 SB Left 150 - - - - b(12) 8 SB Through - - - - - a(0) 0 US Route 9 @ South Access WB Left/Right - - - - - c(20) 5 NB Through - - - - a(0) 0 SB Left 150 - - - - b(11) 3 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 Mixed Use Development 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(13) B(13) B(14) WB Left/Right - C(22) 96 C(23) 105 C(26) 124 NB Through/Right - B(18) 254 B(19) 273 B(20) 307 SB Left 200 A(6) 39 A(6) 42 A(7) 44 SB Through - A(5) 79 A(5) 86 A(5) 98 US Route 9 @ E West Road A(7) A(7) A(7) EB Left 400 C(21) 33 C(21) 34 C(22) 35 EB Right - B(11) 17 B(11) 18 B(11) 18 NB Left 375 A(2) 8 A(2) 8 A(2) 8 NB Through - A(3) 73 A(3) 77 A(3) 84 SB Through - B(11) 145 B(11) 151 B(11) 161 SB Right 200 A(7) 8 A(7) 8 A(7) 9 US Route 9 @ North Access WB Left/Right - - - - - c(19) 23 NB Through - - - - - a(0) 0 SB Left 150 - - - - b(11) 5 SB Through - - - - - a(0) 0 US Route 9 @ South Access WB Left/Right - - - - - c(18) 5 NB Through - - - - a(0) 0 SB Left 150 - - - - b(11) 3 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 O N EW GTS Consulting Proposed Mixed Use Development - US Route 9 - Saratoga Springs,NY Not to Scale 2025 Existing Traffic Volumes Collected November 6th & 8th, 2025 Weekday Morning (Weekday Evening) {Saturday Midday} Peak Hour Figure 1 Proposed Development US Route 9 US Route 9 Crescent Avenue E West Road 21 (7) {29} 957 (952) {871} 2 (9){33}2 (25){29} 2 (4) {11} 750 (1015) {644} 88 (87){101} 30 (53) {51} 959 (961) {904} 0 (0) {0} 836 (829){687} 71 (115) {146} 752 (1019) {655} 0 (0) {0} 727 (871) {584} 83 (112) {127} Weekday Morning Peak Hour -7:30-8:30pm Weekday Evening Peak Hour - 4:30-5:30pm Saturday Midday Peak hour - 12:00am-1:00pm 0 (0) {0} 0 (0) {0} 959 (961) {904} 0 (0) {0} 752 (1019) {655} 0 (0) {0} 0 (0) {0} 0 (0) {0} O N EW GTS Consulting Proposed Mixed Use Development - US Route 9 - Saratoga Springs,NY Not to Scale 2028 Background Traffic Volumes - With 1% Growth per Year (3% Total) Weekday Morning (Weekday Evening) {Saturday Midday} Peak Hour Figure 2 Proposed Development US Route 9 US Route 9 Crescent Avenue E West Road 22 (7) {30} 986 (981) {897} 2 (9){34}2 (26){30} 2 (4) {11} 773 (1045) {663} 91 (90){104} 31 (55) {53} 988 (990) {931} 0 (0) {0} 861 (854){708} 73 (118) {150} 775 (1049) {674} 0 (0) {0} 749 (897) {602} 85 (115) {131} 0 (0) {0} 0 (0) {0} 988 (990) {931} 0 (0) {0} 775 (1049) {674} 0 (0) {0} 0 (0) {0} 0 (0) {0} O N EW GTS Consulting Proposed Mixed Use Development - US Route 9 - Saratoga Springs,NY Not to Scale Arrival / Departure Trip Distribution New Trip Percentage Figure 3 Proposed Development US Route 9 US Route 9 Crescent Avenue E West Road 50% 40% 10% 40% 10% 40% 20% 30% 10% 40% 10% 10% 10% 40% 10% 40% 50% 30% O N EW GTS Consulting Proposed Mixed Use Development - US Route 9 - Saratoga Springs,NY Not to Scale Trips Generated Weekday Morning (Weekday Evening) {Saturday Midday} Peak Hour Figure 4 Proposed Development US Route 9 US Route 9 Crescent Avenue E West Road 20 (62) {46} 28 (26) {35} 4 (12) {9} 16 (50) {37} 4 (12) {9} 28 (25) {35} 14 (12) {18} 21 (19) {26} 4 {12) {9} 15 (50) {37} 7 (6) {9} 7 (7) {9} 7 (6) {9} 16 (50) {37} 4 (12) {9} 15 (50) {37} 35 (31) {44} 21 (19) {26} O N EW GTS Consulting Proposed Mixed Use Development - US Route 9 - Saratoga Springs,NY Not to Scale 2028 Build Traffic Volumes Weekday Morning (Weekday Evening) {Saturday Midday} Peak Hour Figure 5 Proposed Development US Route 9 US Route 9 Crescent Avenue E West Road 22 (7) {30} 1006 (1043) {943} 2 (9){34}2 (26){30} 2 (4) {11} 802 (1071) {698} 91 (90){104} 35 (67) {62} 1004 (1040) {968} 4 (12) {9} 889 (879){743} 87 (130) {168} 796 (1068) {700} 4 (12) {9} 764 (947) {639} 85 (115) {131} 995 (996) {940} 16 (50) {37} 779 (1061) {683} 15 (50) {37} 7 (6) {9} 7 (7) {9} 35 (31) {44} 21 (19) {26} Intersection Gap Study Project: Proposed Mixed Use Development - US Route 9 - Saratoga Springs, NY Date: 11/6/2025 & 11/8/2025 Intersection: Proposed Site Access @ US Route 9 Movement: Right Turns Exiting / Left Turns Entering 6-9 sec 10-13 sec 14-17 sec 18-19 sec 20-23 sec 24-25 sec 26-29 sec >29 sec Interval Hour Time Interval x 1 x 2 x 3 x 4 x 5 x 6 x 7 x 8 Total Total Morning Peak Hour 7:30-7:45am # of Gaps 17 8 6 1 1 0 2 1 # of Vehicles 17 16 18 4 5 0 14 8 82 7:45-8:00am # of Gaps 20 7 3 2 1 1 0 0 # of Vehicles 20 14 9 8 5 6 0 0 62 8:00-8:15am # of Gaps 15 7 4 3 1 1 0 1 # of Vehicles 15 14 12 12 5 6 0 8 72 8:15-8:30am # of Gaps 18 7 3 1 4 1 0 1 # of Vehicles 18 14 9 4 20 6 0 8 79 295 Evening Peak Hour 4:30-4:45pm # of Gaps 15 8 6 0 1 1 0 2 # of Vehicles 15 16 18 0 5 6 0 16 76 4:45-5:00pm # of Gaps 16 3 2 0 0 0 0 0 # of Vehicles 16 6 6 0 0 0 0 0 28 5:00-5:15pm # of Gaps 9 12 6 2 4 1 0 1 # of Vehicles 9 24 18 8 20 6 0 8 93 5:15-5:30pm # of Gaps 14 9 6 0 3 0 1 0 # of Vehicles 14 18 18 0 15 0 7 0 72 269 Saturday Peak Hour 12:00-12:15pm # of Gaps 16 7 5 3 0 3 0 1 # of Vehicles 16 14 15 12 0 18 0 8 83 12:15-12:30pm # of Gaps 17 7 4 1 0 1 1 2 # of Vehicles 17 14 12 4 0 6 7 16 76 12:30-12:45pm # of Gaps 12 7 1 0 2 2 4 2 # of Vehicles 12 14 3 0 10 12 28 16 95 12:45-1:00pm # of Gaps 11 8 4 4 3 0 0 1 # of Vehicles 11 16 12 16 15 0 0 8 78 332 Intersection Gap Study Project: Proposed Mixed Use Development - US Route 9 - Saratoga Springs, NY Date: 11/6/2025 & 11/8/2025 Intersection: Proposed Site Access @ US Route 9 Movement: Left Turns Exiting 6-9 sec 10-13 sec 14-17 sec 18-19 sec 20-23 sec 24-25 sec 26-29 sec >29 sec Interval Hour Time Interval x 1 x 2 x 3 x 4 x 5 x 6 x 7 x 8 Total Total Morning Peak Hour 7:30-7:45am # of Gaps 14 6 4 0 0 0 0 0 # of Vehicles 14 12 12 0 0 0 0 0 38 7:45-8:00am # of Gaps 10 3 1 0 0 0 0 0 # of Vehicles 10 6 3 0 0 0 0 0 19 8:00-8:15am # of Gaps 13 3 1 0 0 0 0 0 # of Vehicles 13 6 3 0 0 0 0 0 22 8:15-8:30am # of Gaps 15 5 1 1 0 0 0 0 # of Vehicles 15 10 3 4 0 0 0 0 32 111 Evening Peak Hour 4:30-4:45pm # of Gaps 14 3 1 0 0 0 0 0 # of Vehicles 14 6 3 0 0 0 0 0 23 4:45-5:00pm # of Gaps 9 1 2 1 0 0 0 0 # of Vehicles 9 2 6 4 0 0 0 0 21 5:00-5:15pm # of Gaps 12 8 1 0 0 0 0 0 # of Vehicles 12 16 3 0 0 0 0 0 31 5:15-5:30pm # of Gaps 12 5 1 0 0 0 0 0 # of Vehicles 12 10 3 0 0 0 0 0 25 100 Saturday Peak Hour 12:00-12:15pm # of Gaps 13 4 1 2 0 0 0 1 # of Vehicles 13 8 3 8 0 0 0 8 40 12:15-12:30pm # of Gaps 18 5 0 1 2 0 0 0 # of Vehicles 18 10 0 4 10 0 0 0 42 12:30-12:45pm # of Gaps 17 5 4 0 3 0 0 0 # of Vehicles 17 10 12 0 15 0 0 0 54 12:45-1:00pm # of Gaps 11 7 3 1 0 0 0 0 # of Vehicles 11 14 9 4 0 0 0 0 38 174 Distance Travelled (ft) =275 50 Speed Measurements per Direction Speed Limit 30 mph NB Time Calculated NB Time Calculated SB Time Calculated SB Time Calculated Seconds Speed Seconds Speed Seconds Speed Seconds Speed 4.21 45 3.58 52 4.09 46 3.41 55 4.05 46 3.57 53 4.00 47 3.40 55 3.99 47 3.55 53 3.82 49 3.37 56 3.87 48 3.55 53 3.81 49 3.36 56 3.84 49 3.55 53 3.78 50 3.36 56 3.77 50 3.52 53 3.76 50 3.35 56 3.77 50 3.48 54 3.73 50 3.35 56 3.75 50 3.46 54 3.66 51 3.32 56 3.75 50 3.45 54 3.65 51 3.32 56 3.74 50 3.43 55 3.63 52 3.32 56 3.74 50 3.42 55 3.62 52 3.31 57 3.71 51 3.42 55 3.56 53 3.31 57 3.71 51 3.36 56 3.53 53 3.29 57 3.71 51 3.36 56 3.52 53 3.28 57 3.67 51 3.34 56 3.52 53 3.28 57 3.67 51 3.30 57 3.50 54 3.28 57 3.65 51 3.30 57 3.47 54 3.28 57 3.64 52 3.27 57 3.45 54 3.25 58 3.64 52 3.24 58 3.44 55 3.25 58 3.64 52 3.23 58 3.43 55 3.25 58 3.64 52 3.21 58 3.43 55 3.22 58 3.58 52 3.21 58 3.42 55 3.22 58 3.58 52 3.18 59 3.41 55 3.19 59 3.58 52 3.15 60 3.41 55 3.12 60 3.58 52 3.14 60 3.41 55 3.00 63 Northbound Southbound Average Speed =53 mph Average Speed =55 mph 85th Percentile Speed =57 mph 85th Percentile Speed =57.5 mph Proposed Mixed Use Development - US Route 9 - Saratoga Springs, NY Speed Study Measurements - US Route 9 Passing Site 11/6/2025 Background Traffic Grow th Calculations Proposed Mixed Use Development US Route 9 -Saratoga Springs,NY Historical Traffic Counts Taken from the NYSDOT Traffic Data Viewer Wesbsite US Route 9 - Between Crescent Avenue and South City Line 2024 2021 2018 2015 21,338 veh 17,438 veh 21,854 veh 19,358 veh Crescent Avenue - Between US Route 9 and County Route 64 2024 2021 2018 2015 4,279 veh 4,711 veh 5,330 veh 5,740 veh Use +1.0% annual growth for traffic projections +7.5% per year -6.7% per year -3.1% per year -2.8% per year -3.3% per year -2.4% per year-3.9% per year -0.4% per year +4.3% per year +1.1% per year Proposed Development 200 Apartments (with retail/office on First Floors) 80 Room - Hotel ITE Trip Generation - 12th Edition Land Use 231 - Mid-Rise Residential with Ground-Floor Commercial (25-65K) Morning Peak Hour 0.41 Trips/Unit 30%Enter*70%Exit* Evening Peak Hour 0.75 Trips/Unit 70%Enter*30%Exit* Saturday Peak Hour 0.71 Trips/Unit**51%Enter**49%Exit ** * - Directional Distribution Not Available - Used Distributribution Based on Mid-Rise Residential with Ground-Floor Commercial (1-25K) ** - Not Data Available for Saturday Peak, Used Comparison for Land Use 221 - Multfamily Housing - Sat = 94.7% of PM Rate, Used Same Directional Split as Land Use 221 Land Use 310 - Hotel Morning Peak Hour 0.34 Trips/Room 52%Enter 48%Exit Evening Peak Hour 0.47 Trips/Room 51%Enter 49%Exit Saturday Peak Hour 0.47 Trips/Room 51%Enter 49%Exit Development Size Total Trips Entering Exiting Total Trips Entering Exiting Total Trips Entering Exiting Apartments 200 Units 82 25 57 150 105 45 142 72 70 Hotel 80 Rooms 27 14 13 38 19 18 38 19 18 109 39 70 188 124 63 180 92 88 Trip Generation Estimate - Proposed Mixed Use Development Total Trips Generated Saturday Peak HourMorning Peak Hour Evening Peak Hour Proposed Mixed Use Development US Route 9 - Saratoga Springs, NY Trip Generation Estimate Accident #Date Location Type # Cars Severity Direction Conditions Contributing Factors 1 3./4/22 US 9 - 100' N of Crescent Fixed Object 1 PDO SB / Light Pole Dry Reaction to Another Vehicle 2 5/4/2022 US 9 - 300' S of Crescent Right Angle 2 PDO SB Uturn / SB Wet Failure to Yield ROW 3 7/9/2022 US 9 - 300' S of Crescent Animal 1 PDO NB / Deer Dry Animal's Actions 4 9/10/2022 Crescent Ave @ US 9 Left Turn 2 PDO SB Left / NB Dry Failure to Yield ROW 5 10/24/2022 Crescent Ave @ US 9 Rearend 2 PDO NB / NB Dry Following Too Closely 6 3/16/2022 US 9 - 1800' S of Crescent Left Turn 2 INJ SB Left / NB Dry Failure to Yield ROW 7 12/31/2022 US 9 - 0.1mi S of Crescent Animal 1 PDO SB / Deer Wet Animal's Actions 8 6/10/2023 E West Rd @ US 9 Rearend 2 PDO NB / NB Stopped Dry Following Too Closely 9 6/15/2023 US 9 - 100' N of E West Animal 1 PDO NB / Deer Dry Animal's Actions 10 8/16/2023 E West Rd @ US 9 Rearend 2 PDO SB / SB Stopped Dry Following Too Closely 11 8/29/2023 Crescent Ave @ US 9 Rearend 2 PDO SB / SB Left Stopped Dry Following Too Closely 12 8/14/2023 US 9 - 100' S of E West Fixed Object 1 PDO SB / Fence Dry Unknown 13 2/10/2024 E West Rd @ US 9 Rearend 2 PDO SB / SB Stopped Wet Following Too Closely 14 1/25/2024 US 9 - 100' N of Crescent Fixed Object 1 PDO SB / Median Wet Reaction to Another Vehicle 15 4/19/2024 E West Rd @ US 9 Rearend 3 INJ SB / SB Stopped (2) Dry Alcohol Involvement 16 5/11/2024 Crescent Ave @ US 9 Rearend 2 PDO NB / NB Dry Following Too Closely 17 12/14/2023 US 9 - 400' N of E West Animal 1 PDO SB / Coyote Dry Animal's Actions 18 11/8/2024 US 9 - 0.5mi N of E West Animal 1 PDO NB / Deer Dry Animal's Actions 19 8/3/2024 Crescent Ave @ US 9 Left Turn 2 PDO SB Uturn / NB Dry Turning Improper US 9 @ Crescent Avenue - 5 Accidents US 9 @ E West Road - 4 Accidents US Route 9 Midblock - 10 Accidents 3 - Rearend Accidents 4 - Rearend Accidents 5 - Animal Accidents 2 - Left Turn Accidents 3 - Fixed Object Accidents 1 - Right Angle Accident 1 - Left Turn Accident US 9 @ Crescent Avenue Intersection - Evening Peak Hour - 140 Veh EW / 1927 Veh NS. Assumed PM Peak is 9% of AADT, AADT = 1556 Veh EW / 21411 Veh N/S US 9 @ E West Road Intersection - Evening Peak Hour - 34 Veh EW / 1978 Veh NS. Assumed PM Peak is 9% of AADT, AADT = 378 Veh EW / 21978 Veh N/S US Route 9 - NYSDOT Traffic Data Viewer - AADT = 21,338 Vehicles. Accident History Summaries - March 2022 Through February 2025 Proposed Mixed Use Development - US Route 9 - Saratoga Springs, NY Intersection Accident Severity Basic US 9 @ Crescent Avenue - 5 Accidents LOSS 5 Total Accidents NYSDOT Saftey Performance Function = 2.58 Accidents/Year Calculated Rate = 1.66 Accidents/Year 2 0 Injury Accidents / 0 Fatality Accident NYSDOT Saftey Performance Function = 0.87 Accidents/Year Calculated Rate = 0.00 Accidents/Year 2 High Accident Location / Low Severity US 9 @ E West Road - 4 Accidents 4 Total Accidents NYSDOT Saftey Performance Function = 1.59 Accidents/Year Calculated Rate = 1.33 Accidents/Year 2 1 Injury Accidents / 0 Fatality Accidents NYSDOT Saftey Performance Function = 0.56 Accidents/Year Calculated Rate = 0.33 Accidents/Year 2 Not a Severe Accident Location Link Accident Severity Basic US Route 9 Midblock - 10 Accidents LOSS 10 Total Accidents NYSDOT Saftey Performance Function = 21.74 Accidents/Year Calculated Rate = 3.33 Accidents/Year 2 1 Injury Accidents / 0 Fatality Accidents NYSDOT Saftey Performance Function = 4.46 Accidents/Year Calculated Rate = 0.33 Accidents/Year 2 Not a Severe Accident Location HourlyDirectionReportNYSDOT_SC150050000000Tuesday,July9,2024toThursday,July11,2024 SiteName SiteID Description Region County DOTID CountyOrder Excludedata: Time NB1 NB2 SB2 SB1 Total 00:00:00 37 16 33 15 102 01:00:00 20 9 16 11 56 02:00:00 13 6 15 6 40 03:00:00 15 6 31 7 60 04:00:00 41 18 50 14 123 05:00:00 100 50 119 44 312 06:00:00 322 181 256 121 880 07:00:00 496 304 424 264 1487 08:00:00 604 365 423 257 1649 09:00:00 515 332 382 212 1441 10:00:00 507 303 374 201 1385 11:00:00 575 352 410 225 1562 12:00:00 564 351 406 242 1563 13:00:00 513 347 389 240 1489 14:00:00 492 311 429 262 1494 15:00:00 524 330 499 352 1705 16:00:00 554 398 555 395 1902 17:00:00 602 411 495 352 1861 18:00:00 484 352 385 218 1439 19:00:00 294 156 308 168 926 20:00:00 246 101 243 134 725 21:00:00 173 81 240 123 618 22:00:00 132 56 190 86 465 23:00:00 65 28 87 46 225 7am-7pm 6429 4158 5171 3219 18977 6am-10pm 7465 4677 6218 3766 22126 6am-12am 7662 4761 6495 3898 22816 12am-12am 7888 4867 6760 3995 23510 amPeak 8:00:00 8:00:00 7:00:00 7:00:00 8:00:00 PeakVolume 604 365 424 264 1649 pmPeak 17:00:00 17:00:00 16:00:00 16:00:00 16:00:00 9 None 150050 150050000000 US9fromCITYOFSARATOGASPRINGStoCRESCENTAVE 1 Saratoga 100514 File Name : US Route 9 @ Crescent Avenue - AMPM Site Code : 00000001 Start Date : 11/6/2025 Page No : 1 Groups Printed- Cars & HV US Route 9 Southbound Crescent Avenue Westbound US Route 9 Northbound Eastbound Start Time Right Thru Left HV Right Thru Left HV Right Thru Left HV Right Thru Left HV Int. Total 07:00 AM 0 182 18 1 15 0 5 1 10 125 0 8 0 0 0 0 365 07:15 AM 0 175 21 8 26 0 10 1 9 155 0 9 0 0 0 0 414 07:30 AM 0 193 9 7 35 0 12 1 11 211 0 11 0 0 0 0 490 07:45 AM 0 203 29 7 21 0 8 0 19 236 0 11 0 0 0 0 534 Total 0 753 77 23 97 0 35 3 49 727 0 39 0 0 0 0 1803 08:00 AM 0 185 30 6 14 0 5 2 14 190 0 9 0 0 0 0 455 08:15 AM 0 146 15 6 18 0 5 0 27 199 0 11 0 0 0 0 427 08:30 AM 0 161 27 9 23 0 14 1 24 209 0 10 0 0 0 0 478 08:45 AM 0 137 29 8 17 0 7 1 29 229 0 12 0 0 0 0 469 Total 0 629 101 29 72 0 31 4 94 827 0 42 0 0 0 0 1829 04:00 PM 0 170 33 4 30 0 21 1 28 183 0 2 0 0 0 0 472 04:15 PM 0 209 22 4 35 0 12 0 21 169 0 3 0 0 0 0 475 04:30 PM 0 223 41 5 23 0 6 0 24 185 0 0 0 0 0 0 507 04:45 PM 0 200 22 5 20 0 17 1 31 246 0 1 0 0 0 0 543 Total 0 802 118 18 108 0 56 2 104 783 0 6 0 0 0 0 1997 05:00 PM 0 231 22 2 21 0 16 0 28 200 0 4 0 0 0 0 524 05:15 PM 0 217 27 3 23 0 14 0 32 198 0 0 0 0 0 0 514 05:30 PM 0 132 28 2 17 0 16 1 30 172 0 2 0 0 0 0 400 05:45 PM 0 132 27 3 15 0 9 0 24 215 0 3 0 0 0 0 428 Total 0 712 104 10 76 0 55 1 114 785 0 9 0 0 0 0 1866 Grand Total 0 2896 400 80 353 0 177 10 361 3122 0 96 0 0 0 0 7495 Apprch %0 85.8 11.8 2.4 65.4 0 32.8 1.9 10.1 87.2 0 2.7 0 0 0 0 Total %0 38.6 5.3 1.1 4.7 0 2.4 0.1 4.8 41.7 0 1.3 0 0 0 0 File Name : US Route 9 @ Crescent Avenue - AMPM Site Code : 00000001 Start Date : 11/6/2025 Page No : 2 US Route 9 Southbound Crescent Avenue Westbound US Route 9 Northbound Eastbound Start Time Right Thru Left HV App. Total Right Thru Left HV App. Total Right Thru Left HV App. Total Right Thru Left HV App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 193 9 7 209 35 0 12 1 48 11 211 0 11 233 0 0 0 0 0 490 07:45 AM 0 203 29 7 239 21 0 8 0 29 19 236 0 11 266 0 0 0 0 0 534 08:00 AM 0 185 30 6 221 14 0 5 2 21 14 190 0 9 213 0 0 0 0 0 455 08:15 AM 0 146 15 6 167 18 0 5 0 23 27 199 0 11 237 0 0 0 0 0 427 Total Volume 0 727 83 26 836 88 0 30 3 121 71 836 0 42 949 0 0 0 0 0 1906 % App. Total 0 87 9.9 3.1 72.7 0 24.8 2.5 7.5 88.1 0 4.4 0 0 0 0 PHF .000 .895 .692 .929 .874 .629 .000 .625 .375 .630 .657 .886 .000 .955 .892 .000 .000 .000 .000 .000 .892 US Route 9 Crescent Avenue US Route 9 Right 0 Thru 727 Left 83 HV 26 InOut Total 924 836 1760 Right 88 Thru 0 Left 30 HV 3 Out Total In 154 121 275 Left 0 Thru 836 Right 71 HV 42 Out TotalIn 757 949 1706 Left0 Thru0 Right0 HV 0 Total Out In 0 0 0 Peak Hour Begins at 07:30 AM Cars & HV Peak Hour Data North File Name : US Route 9 @ Crescent Avenue - AMPM Site Code : 00000001 Start Date : 11/6/2025 Page No : 3 US Route 9 Southbound Crescent Avenue Westbound US Route 9 Northbound Eastbound Start Time Right Thru Left HV App. Total Right Thru Left HV App. Total Right Thru Left HV App. Total Right Thru Left HV App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 223 41 5 269 23 0 6 0 29 24 185 0 0 209 0 0 0 0 0 507 04:45 PM 0 200 22 5 227 20 0 17 1 38 31 246 0 1 278 0 0 0 0 0 543 05:00 PM 0 231 22 2 255 21 0 16 0 37 28 200 0 4 232 0 0 0 0 0 524 05:15 PM 0 217 27 3 247 23 0 14 0 37 32 198 0 0 230 0 0 0 0 0 514 Total Volume 0 871 112 15 998 87 0 53 1 141 115 829 0 5 949 0 0 0 0 0 2088 % App. Total 0 87.3 11.2 1.5 61.7 0 37.6 0.7 12.1 87.4 0 0.5 0 0 0 0 PHF .000 .943 .683 .750 .928 .946 .000 .779 .250 .928 .898 .842 .000 .313 .853 .000 .000 .000 .000 .000 .961 US Route 9 Crescent Avenue US Route 9 Right 0 Thru 871 Left 112 HV 15 InOut Total 916 998 1914 Right 87 Thru 0 Left 53 HV 1 Out Total In 227 141 368 Left 0 Thru 829 Right 115 HV 5 Out TotalIn 924 949 1873 Left0 Thru0 Right0 HV 0 Total Out In 0 0 0 Peak Hour Begins at 04:30 PM Cars & HV Peak Hour Data North File Name : US Route 9 @ Crescent Avenue - AMPM Site Code : 00000001 Start Date : 11/6/2025 Page No : 1 Groups Printed- Peds US Route 9 Southbound Crescent Avenue Westbound US Route 9 Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 04:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 04:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 Total 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 2 05:15 PM 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 3 Total 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 3 Grand Total 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 5 Apprch %0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 Total %0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 File Name : US Route 9 @ Crescent Avenue - Sat Site Code : 00000001 Start Date : 11/8/2025 Page No : 1 Groups Printed- Cars & HV US Route 9 Southbound Crescent Avenue Westbound US Route 9 Northbound Eastbound Start Time Right Thru Left HV Right Thru Left HV Right Thru Left HV Right Thru Left HV Int. Total 11:00 AM 0 136 18 0 16 0 9 4 25 149 0 1 0 0 0 0 358 11:15 AM 0 135 26 0 17 0 11 0 28 134 0 1 0 0 0 0 352 11:30 AM 0 156 29 1 29 0 14 0 33 154 0 5 0 0 0 0 421 11:45 AM 0 119 26 2 16 0 10 0 33 174 0 2 0 0 0 0 382 Total 0 546 99 3 78 0 44 4 119 611 0 9 0 0 0 0 1513 12:00 PM 0 175 30 4 22 0 10 0 33 140 0 0 0 0 0 0 414 12:15 PM 0 146 34 0 27 0 17 0 45 186 0 2 0 0 0 0 457 12:30 PM 0 134 31 0 29 0 10 0 38 193 0 3 0 0 0 0 438 12:45 PM 0 129 32 3 23 0 14 0 30 168 0 3 0 0 0 0 402 Total 0 584 127 7 101 0 51 0 146 687 0 8 0 0 0 0 1711 Grand Total 0 1130 226 10 179 0 95 4 265 1298 0 17 0 0 0 0 3224 Apprch %0 82.7 16.5 0.7 64.4 0 34.2 1.4 16.8 82.2 0 1.1 0 0 0 0 Total %0 35 7 0.3 5.6 0 2.9 0.1 8.2 40.3 0 0.5 0 0 0 0 File Name : US Route 9 @ Crescent Avenue - Sat Site Code : 00000001 Start Date : 11/8/2025 Page No : 2 US Route 9 Southbound Crescent Avenue Westbound US Route 9 Northbound Eastbound Start Time Right Thru Left HV App. Total Right Thru Left HV App. Total Right Thru Left HV App. Total Right Thru Left HV App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM 12:00 PM 0 175 30 4 209 22 0 10 0 32 33 140 0 0 173 0 0 0 0 0 414 12:15 PM 0 146 34 0 180 27 0 17 0 44 45 186 0 2 233 0 0 0 0 0 457 12:30 PM 0 134 31 0 165 29 0 10 0 39 38 193 0 3 234 0 0 0 0 0 438 12:45 PM 0 129 32 3 164 23 0 14 0 37 30 168 0 3 201 0 0 0 0 0 402 Total Volume 0 584 127 7 718 101 0 51 0 152 146 687 0 8 841 0 0 0 0 0 1711 % App. Total 0 81.3 17.7 1 66.4 0 33.6 0 17.4 81.7 0 1 0 0 0 0 PHF .000 .834 .934 .438 .859 .871 .000 .750 .000 .864 .811 .890 .000 .667 .899 .000 .000 .000 .000 .000 .936 US Route 9 Crescent Avenue US Route 9 Right 0 Thru 584 Left 127 HV 7 InOut Total 788 718 1506 Right 101 Thru 0 Left 51 HV 0 Out Total In 273 152 425 Left 0 Thru 687 Right 146 HV 8 Out TotalIn 635 841 1476 Left0 Thru0 Right0 HV 0 Total Out In 0 0 0 Peak Hour Begins at 12:00 PM Cars & HV Peak Hour Data North File Name : US Route 9 @ Crescent Avenue - Sat Site Code : 00000001 Start Date : 11/8/2025 Page No : 1 Groups Printed- Peds US Route 9 Southbound Crescent Avenue Westbound US Route 9 Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 11:00 AM 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 3 11:15 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 11:45 AM 0 0 0 2 0 0 0 5 0 0 0 0 0 0 0 0 7 Total 0 0 0 3 0 0 0 8 0 0 0 0 0 0 0 0 11 12:00 PM 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 7 12:45 PM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 2 Total 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 9 Grand Total 0 0 0 3 0 0 0 17 0 0 0 0 0 0 0 0 20 Apprch %0 0 0 100 0 0 0 100 0 0 0 0 0 0 0 0 Total %0 0 0 15 0 0 0 85 0 0 0 0 0 0 0 0 File Name : US Route 9 @ E West Road - AMPM Site Code : 00000002 Start Date : 11/6/2025 Page No : 1 Groups Printed- Cars & HV US Route 9 Southbound Driveway Westbound US Route 9 Northbound E West Road Eastbound Start Time Right Thru Left HV Right Thru Left HV Right Thru Left HV Right Thru Left HV Int. Total 07:00 AM 0 159 0 1 0 0 0 0 0 124 3 12 1 0 0 1 301 07:15 AM 1 177 0 6 0 0 0 0 0 150 3 9 0 0 0 0 346 07:30 AM 0 182 1 8 0 0 0 0 0 220 7 12 2 0 1 1 434 07:45 AM 1 207 0 7 0 0 0 0 0 267 4 11 0 0 0 0 497 Total 2 725 1 22 0 0 0 0 0 761 17 44 3 0 1 2 1578 08:00 AM 0 194 1 7 0 0 0 0 0 227 7 10 0 0 0 0 446 08:15 AM 1 167 0 6 0 0 1 0 0 243 3 9 0 0 1 0 431 08:30 AM 2 157 0 9 0 0 0 0 0 228 2 7 1 0 0 0 406 08:45 AM 3 133 0 10 0 0 0 0 0 274 3 12 0 0 0 0 435 Total 6 651 1 32 0 0 1 0 0 972 15 38 1 0 1 0 1718 04:00 PM 4 217 0 6 1 0 0 0 1 191 5 3 11 0 1 0 440 04:15 PM 0 253 0 5 0 0 0 0 0 192 1 2 4 0 0 0 457 04:30 PM 1 243 0 2 0 0 0 0 0 207 3 2 11 0 5 0 474 04:45 PM 0 244 0 5 0 0 0 0 0 257 3 1 4 0 1 0 515 Total 5 957 0 18 1 0 0 0 1 847 12 8 30 0 7 0 1886 05:00 PM 1 271 0 3 1 0 0 0 4 260 1 3 7 1 2 0 554 05:15 PM 2 257 1 5 0 0 0 0 0 228 0 0 3 0 1 0 497 05:30 PM 0 158 0 1 0 0 0 0 0 204 0 0 1 0 1 0 365 05:45 PM 1 140 0 3 0 0 0 0 0 250 1 1 1 1 3 0 401 Total 4 826 1 12 1 0 0 0 4 942 2 4 12 2 7 0 1817 Grand Total 17 3159 3 84 2 0 1 0 5 3522 46 94 46 2 16 2 6999 Apprch %0.5 96.8 0.1 2.6 66.7 0 33.3 0 0.1 96 1.3 2.6 69.7 3 24.2 3 Total %0.2 45.1 0 1.2 0 0 0 0 0.1 50.3 0.7 1.3 0.7 0 0.2 0 File Name : US Route 9 @ E West Road - AMPM Site Code : 00000002 Start Date : 11/6/2025 Page No : 2 US Route 9 Southbound Driveway Westbound US Route 9 Northbound E West Road Eastbound Start Time Right Thru Left HV App. Total Right Thru Left HV App. Total Right Thru Left HV App. Total Right Thru Left HV App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 182 1 8 191 0 0 0 0 0 0 220 7 12 239 2 0 1 1 4 434 07:45 AM 1 207 0 7 215 0 0 0 0 0 0 267 4 11 282 0 0 0 0 0 497 08:00 AM 0 194 1 7 202 0 0 0 0 0 0 227 7 10 244 0 0 0 0 0 446 08:15 AM 1 167 0 6 174 0 0 1 0 1 0 243 3 9 255 0 0 1 0 1 431 Total Volume 2 750 2 28 782 0 0 1 0 1 0 957 21 42 1020 2 0 2 1 5 1808 % App. Total 0.3 95.9 0.3 3.6 0 0 100 0 0 93.8 2.1 4.1 40 0 40 20 PHF .500 .906 .500 .875 .909 .000 .000 .250 .000 .250 .000 .896 .750 .875 .904 .250 .000 .500 .250 .313 .909 US Route 9 E West Road Driveway US Route 9 Right 2 Thru 750 Left 2 HV 28 InOut Total 959 782 1741 Right 0 Thru 0 Left 1 HV 0 Out Total In 2 1 3 Left 21 Thru 957 Right 0 HV 42 Out TotalIn 753 1020 1773 Left2 Thru0 Right2 HV 1 Total Out In 23 5 28 Peak Hour Begins at 07:30 AM Cars & HV Peak Hour Data North File Name : US Route 9 @ E West Road - AMPM Site Code : 00000002 Start Date : 11/6/2025 Page No : 3 US Route 9 Southbound Driveway Westbound US Route 9 Northbound E West Road Eastbound Start Time Right Thru Left HV App. Total Right Thru Left HV App. Total Right Thru Left HV App. Total Right Thru Left HV App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 1 243 0 2 246 0 0 0 0 0 0 207 3 2 212 11 0 5 0 16 474 04:45 PM 0 244 0 5 249 0 0 0 0 0 0 257 3 1 261 4 0 1 0 5 515 05:00 PM 1 271 0 3 275 1 0 0 0 1 4 260 1 3 268 7 1 2 0 10 554 05:15 PM 2 257 1 5 265 0 0 0 0 0 0 228 0 0 228 3 0 1 0 4 497 Total Volume 4 1015 1 15 1035 1 0 0 0 1 4 952 7 6 969 25 1 9 0 35 2040 % App. Total 0.4 98.1 0.1 1.4 100 0 0 0 0.4 98.2 0.7 0.6 71.4 2.9 25.7 0 PHF .500 .936 .250 .750 .941 .250 .000 .000 .000 .250 .250 .915 .583 .500 .904 .568 .250 .450 .000 .547 .921 US Route 9 E West Road Driveway US Route 9 Right 4 Thru 1015 Left 1 HV 15 InOut Total 962 1035 1997 Right 1 Thru 0 Left 0 HV 0 Out Total In 6 1 7 Left 7 Thru 952 Right 4 HV 6 Out TotalIn 1040 969 2009 Left9 Thru1 Right 25 HV 0 Total Out In 11 35 46 Peak Hour Begins at 04:30 PM Cars & HV Peak Hour Data North File Name : US Route 9 @ E West Road - AMPM Site Code : 00000002 Start Date : 11/6/2025 Page No : 1 Groups Printed- Peds US Route 9 Southbound Driveway Westbound US Route 9 Northbound E West Road Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total % File Name : US Route 9 @ E West Road - Sat Site Code : 00000002 Start Date : 11/8/2025 Page No : 1 Groups Printed- Cars & HV US Route 9 Southbound Driveway Westbound US Route 9 Northbound E West Road Eastbound Start Time Right Thru Left HV Right Thru Left HV Right Thru Left HV Right Thru Left HV Int. Total 11:00 AM 5 164 0 1 0 0 2 0 2 162 5 1 4 1 4 0 351 11:15 AM 4 129 0 0 1 0 0 0 0 168 9 3 11 0 0 0 325 11:30 AM 2 173 0 2 0 0 0 0 1 192 4 5 5 0 3 0 387 11:45 AM 3 144 1 1 0 0 0 0 0 223 1 2 4 0 4 0 383 Total 14 610 1 4 1 0 2 0 3 745 19 11 24 1 11 0 1446 12:00 PM 2 202 1 5 0 0 1 0 0 182 7 0 9 0 3 0 412 12:15 PM 3 157 2 0 2 0 0 0 3 241 7 3 3 0 12 0 433 12:30 PM 3 145 1 0 4 0 1 0 1 218 7 5 9 0 11 0 405 12:45 PM 3 140 1 5 6 0 0 0 9 230 8 3 8 0 7 0 420 Total 11 644 5 10 12 0 2 0 13 871 29 11 29 0 33 0 1670 Grand Total 25 1254 6 14 13 0 4 0 16 1616 48 22 53 1 44 0 3116 Apprch %1.9 96.5 0.5 1.1 76.5 0 23.5 0 0.9 94.9 2.8 1.3 54.1 1 44.9 0 Total %0.8 40.2 0.2 0.4 0.4 0 0.1 0 0.5 51.9 1.5 0.7 1.7 0 1.4 0 File Name : US Route 9 @ E West Road - Sat Site Code : 00000002 Start Date : 11/8/2025 Page No : 2 US Route 9 Southbound Driveway Westbound US Route 9 Northbound E West Road Eastbound Start Time Right Thru Left HV App. Total Right Thru Left HV App. Total Right Thru Left HV App. Total Right Thru Left HV App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM 12:00 PM 2 202 1 5 210 0 0 1 0 1 0 182 7 0 189 9 0 3 0 12 412 12:15 PM 3 157 2 0 162 2 0 0 0 2 3 241 7 3 254 3 0 12 0 15 433 12:30 PM 3 145 1 0 149 4 0 1 0 5 1 218 7 5 231 9 0 11 0 20 405 12:45 PM 3 140 1 5 149 6 0 0 0 6 9 230 8 3 250 8 0 7 0 15 420 Total Volume 11 644 5 10 670 12 0 2 0 14 13 871 29 11 924 29 0 33 0 62 1670 % App. Total 1.6 96.1 0.7 1.5 85.7 0 14.3 0 1.4 94.3 3.1 1.2 46.8 0 53.2 0 PHF .917 .797 .625 .500 .798 .500 .000 .500 .000 .583 .361 .904 .906 .550 .909 .806 .000 .688 .000 .775 .964 US Route 9 E West Road Driveway US Route 9 Right 11 Thru 644 Left 5 HV 10 InOut Total 916 670 1586 Right 12 Thru 0 Left 2 HV 0 Out Total In 18 14 32 Left 29 Thru 871 Right 13 HV 11 Out TotalIn 675 924 1599 Left33 Thru0 Right 29 HV 0 Total Out In 40 62 102 Peak Hour Begins at 12:00 PM Cars & HV Peak Hour Data North File Name : US Route 9 @ E West Road - Sat Site Code : 00000002 Start Date : 11/8/2025 Page No : 1 Groups Printed- Peds US Route 9 Southbound Driveway Westbound US Route 9 Northbound E West Road Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total % Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/21/2025 2025 Existing Conditions - Weekday Morning Peak Hour Synchro 12 Report GTS Consulting Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 30 88 836 71 83 727 Future Volume (vph) 30 88 836 71 83 727 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) 1637 0 3429 0 1752 3505 Flt Permitted 0.987 0.161 Satd. Flow (perm) 1637 0 3429 0 297 3505 Right Turn on Red Yes Yes Satd. Flow (RTOR) 111 7 Link Speed (mph) 35 55 40 Link Distance (ft) 1221 2068 1199 Travel Time (s) 23.8 25.6 20.4 Peak Hour Factor 0.63 0.63 0.89 0.89 0.87 0.87 Heavy Vehicles (%) 3% 3% 4% 4% 3% 3% Shared Lane Traffic (%) Lane Group Flow (vph) 188 0 1019 0 95 836 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) 9.5 26.3 36.9 36.9 Actuated g/C Ratio 0.17 0.46 0.65 0.65 v/c Ratio 0.52 0.65 0.23 0.37 Control Delay (s/veh) 17.6 15.5 5.1 5.1 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/21/2025 2025 Existing Conditions - Weekday Morning Peak Hour Synchro 12 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 (s/veh) 17.6 15.5 5.1 5.1 LOS B B A A Approach Delay (s/veh) 17.6 15.5 5.1 Approach LOS B B A Queue Length 50th (ft) 24 142 9 52 Queue Length 95th (ft) 45 261 27 101 Internal Link Dist (ft) 1141 1988 1119 Turn Bay Length (ft) 200 Base Capacity (vph) 1537 3206 746 3505 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 0.12 0.32 0.13 0.24 Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 57.2 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay (s/veh): 11.1 Intersection LOS: B Intersection Capacity Utilization 50.0% 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 11/21/2025 2025 Existing Conditions - Weekday Morning Peak Hour Synchro 12 Report GTS Consulting Page 3 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 2 2 21 957 750 2 Future Volume (vph) 2 2 21 957 750 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 0 375 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Satd. Flow (prot) 1504 1346 1736 3471 3471 1553 Flt Permitted 0.950 0.335 Satd. Flow (perm) 1504 1346 612 3471 3471 1553 Right Turn on Red Yes Yes Satd. Flow (RTOR) 4 2 Link Speed (mph) 30 55 55 Link Distance (ft) 781 1752 2527 Travel Time (s) 17.8 21.7 31.3 Peak Hour Factor 0.50 0.50 0.88 0.88 0.91 0.91 Heavy Vehicles (%) 20% 20% 4% 4% 4% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 4 4 24 1088 824 2 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 Perm pm+pt NA NA Perm Protected Phases 7 2 5 1 Permitted Phases 7 5 1 Detector Phase 7 7 2 5 1 1 Switch Phase Minimum Initial (s) 6.0 6.0 15.0 15.0 6.0 6.0 Minimum Split (s) 11.0 11.0 20.0 20.0 11.0 11.0 Total Split (s) 50.0 50.0 25.0 75.0 50.0 50.0 Total Split (%) 40.0% 40.0% 20.0% 60.0% 40.0% 40.0% Maximum Green (s) 45.0 45.0 20.0 70.0 45.0 45.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min None None Act Effct Green (s) 7.0 7.0 25.6 27.3 18.1 18.1 Actuated g/C Ratio 0.24 0.24 0.89 0.94 0.63 0.63 v/c Ratio 0.01 0.01 0.02 0.33 0.38 0.00 Control Delay (s/veh) 15.5 12.5 1.5 1.3 6.0 6.0 Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/21/2025 2025 Existing Conditions - Weekday Morning Peak Hour Synchro 12 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 0.0 Total Delay (s/veh) 15.5 12.5 1.5 1.3 6.0 6.0 LOS B B A A A A Approach Delay (s/veh) 14.0 1.3 6.0 Approach LOS B A A Queue Length 50th (ft) 0 0 0 0 2 0 Queue Length 95th (ft) 6 4 6 82 176 4 Internal Link Dist (ft) 701 1672 2447 Turn Bay Length (ft) 400 375 200 Base Capacity (vph) 1439 1288 1478 3471 3322 1486 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.00 0.00 0.02 0.31 0.25 0.00 Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 28.9 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.38 Intersection Signal Delay (s/veh): 3.3 Intersection LOS: A Intersection Capacity Utilization 39.8% 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 11/21/2025 2025 Existing Conditions - Weekday Evening Peak Hour Synchro 12 Report GTS Consulting Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 53 87 829 115 112 871 Future Volume (vph) 53 87 829 115 112 871 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 3499 0 1770 3539 Flt Permitted 0.981 0.131 Satd. Flow (perm) 1690 0 3499 0 244 3539 Right Turn on Red Yes Yes Satd. Flow (RTOR) 62 11 Link Speed (mph) 35 55 40 Link Distance (ft) 1221 2068 1199 Travel Time (s) 23.8 25.6 20.4 Confl. Peds. (#/hr) 4 4 Peak Hour Factor 0.93 0.93 0.85 0.85 0.93 0.93 Heavy Vehicles (%) 1% 1% 1% 1% 2% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 151 0 1110 0 120 937 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) 9.7 28.8 44.0 44.0 Actuated g/C Ratio 0.15 0.45 0.69 0.69 v/c Ratio 0.49 0.71 0.30 0.39 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/21/2025 2025 Existing Conditions - Weekday Evening Peak Hour Synchro 12 Report GTS Consulting Page 2 Lane Group WBL WBR NBT NBR SBL SBT Control Delay (s/veh) 23.7 17.3 5.5 4.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh) 23.7 17.3 5.5 4.9 LOS C B A A Approach Delay (s/veh) 23.7 17.3 4.9 Approach LOS C B A Queue Length 50th (ft) 31 167 12 63 Queue Length 95th (ft) 101 272 33 118 Internal Link Dist (ft) 1141 1988 1119 Turn Bay Length (ft) 200 Base Capacity (vph) 1525 3146 665 3522 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 0.35 0.18 0.27 Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 64.2 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay (s/veh): 12.1 Intersection LOS: B Intersection Capacity Utilization 53.6% 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 11/21/2025 2025 Existing Conditions - Weekday Evening Peak Hour Synchro 12 Report GTS Consulting Page 3 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 9 25 7 952 1015 4 Future Volume (vph) 9 25 7 952 1015 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 0 375 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Satd. Flow (prot) 1787 1599 1787 3574 3574 1599 Flt Permitted 0.950 0.219 Satd. Flow (perm) 1787 1599 412 3574 3574 1599 Right Turn on Red Yes Yes Satd. Flow (RTOR) 45 3 Link Speed (mph) 30 55 55 Link Distance (ft) 781 1752 2527 Travel Time (s) 17.8 21.7 31.3 Peak Hour Factor 0.55 0.55 0.90 0.90 0.94 0.94 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% Shared Lane Traffic (%) Lane Group Flow (vph) 16 45 8 1058 1080 4 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 Perm pm+pt NA NA Perm Protected Phases 7 2 5 1 Permitted Phases 7 5 1 Detector Phase 7 7 2 5 1 1 Switch Phase Minimum Initial (s) 6.0 6.0 15.0 15.0 6.0 6.0 Minimum Split (s) 11.0 11.0 20.0 20.0 11.0 11.0 Total Split (s) 50.0 50.0 25.0 75.0 50.0 50.0 Total Split (%) 40.0% 40.0% 20.0% 60.0% 40.0% 40.0% Maximum Green (s) 45.0 45.0 20.0 70.0 45.0 45.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min None None Act Effct Green (s) 7.1 7.1 29.7 25.2 19.2 19.2 Actuated g/C Ratio 0.21 0.21 0.88 0.75 0.57 0.57 v/c Ratio 0.04 0.12 0.01 0.40 0.53 0.00 Control Delay (s/veh) 19.2 9.3 1.3 3.9 8.3 6.3 Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/21/2025 2025 Existing Conditions - Weekday Evening Peak Hour Synchro 12 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 0.0 Total Delay (s/veh) 19.2 9.3 1.3 3.9 8.3 6.3 LOS B A A A A A Approach Delay (s/veh) 11.9 3.9 8.3 Approach LOS B A A Queue Length 50th (ft) 2 0 0 55 57 0 Queue Length 95th (ft) 14 9 3 76 235 5 Internal Link Dist (ft) 701 1672 2447 Turn Bay Length (ft) 400 375 200 Base Capacity (vph) 1679 1505 1332 3574 3359 1503 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.03 0.01 0.30 0.32 0.00 Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 33.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay (s/veh): 6.3 Intersection LOS: A Intersection Capacity Utilization 41.4% 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 11/21/2025 2025 Existing Conditions - Saturday Midday Peak Hour Synchro 12 Report GTS Consulting Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 51 101 687 146 127 584 Future Volume (vph) 51 101 687 146 127 584 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) 1684 0 3462 0 1787 3574 Flt Permitted 0.984 0.167 Satd. Flow (perm) 1684 0 3462 0 314 3574 Right Turn on Red Yes Yes Satd. Flow (RTOR) 75 19 Link Speed (mph) 35 55 40 Link Distance (ft) 1221 2068 1199 Travel Time (s) 23.8 25.6 20.4 Confl. Peds. (#/hr) 9 9 Peak Hour Factor 0.86 0.86 0.90 0.90 0.86 0.86 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% Shared Lane Traffic (%) Lane Group Flow (vph) 176 0 925 0 148 679 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) 9.9 23.6 39.6 39.6 Actuated g/C Ratio 0.17 0.39 0.66 0.66 v/c Ratio 0.52 0.67 0.31 0.29 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/21/2025 2025 Existing Conditions - Saturday Midday Peak Hour Synchro 12 Report GTS Consulting Page 2 Lane Group WBL WBR NBT NBR SBL SBT Control Delay (s/veh) 21.5 18.2 5.8 4.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh) 21.5 18.2 5.8 4.7 LOS C B A A Approach Delay (s/veh) 21.5 18.2 4.9 Approach LOS C B A Queue Length 50th (ft) 32 131 15 41 Queue Length 95th (ft) 96 254 39 79 Internal Link Dist (ft) 1141 1988 1119 Turn Bay Length (ft) 200 Base Capacity (vph) 1567 3212 721 3574 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 0.11 0.29 0.21 0.19 Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 60 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay (s/veh): 12.8 Intersection LOS: B Intersection Capacity Utilization 52.4% 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 11/21/2025 2025 Existing Conditions - Saturday Midday Peak Hour Synchro 12 Report GTS Consulting Page 3 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 33 29 29 871 644 11 Future Volume (vph) 33 29 29 871 644 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 0 375 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Satd. Flow (prot) 1787 1599 1787 3574 3539 1583 Flt Permitted 0.950 0.322 Satd. Flow (perm) 1787 1599 606 3574 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 37 13 Link Speed (mph) 30 55 55 Link Distance (ft) 781 1752 2527 Travel Time (s) 17.8 21.7 31.3 Peak Hour Factor 0.78 0.78 0.91 0.91 0.80 0.80 Heavy Vehicles (%) 1% 1% 1% 1% 2% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 42 37 32 957 805 14 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 Perm pm+pt NA NA Perm Protected Phases 7 2 5 1 Permitted Phases 7 5 1 Detector Phase 7 7 2 5 1 1 Switch Phase Minimum Initial (s) 6.0 6.0 15.0 15.0 6.0 6.0 Minimum Split (s) 11.0 11.0 20.0 20.0 11.0 11.0 Total Split (s) 50.0 50.0 25.0 75.0 50.0 50.0 Total Split (%) 40.0% 40.0% 20.0% 60.0% 40.0% 40.0% Maximum Green (s) 45.0 45.0 20.0 70.0 45.0 45.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min None None Act Effct Green (s) 7.2 7.2 32.0 29.5 19.4 19.4 Actuated g/C Ratio 0.19 0.19 0.85 0.78 0.52 0.52 v/c Ratio 0.12 0.11 0.03 0.34 0.44 0.02 Control Delay (s/veh) 21.0 10.4 2.3 3.2 10.6 7.1 Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/21/2025 2025 Existing Conditions - Saturday Midday Peak Hour Synchro 12 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 0.0 Total Delay (s/veh) 21.0 10.4 2.3 3.2 10.6 7.1 LOS C B A A B A Approach Delay (s/veh) 16.1 3.2 10.6 Approach LOS B A B Queue Length 50th (ft) 6 0 1 48 38 0 Queue Length 95th (ft) 33 17 8 73 145 8 Internal Link Dist (ft) 701 1672 2447 Turn Bay Length (ft) 400 375 200 Base Capacity (vph) 1648 1478 1285 3574 3264 1461 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.03 0.02 0.27 0.25 0.01 Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 37.6 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.44 Intersection Signal Delay (s/veh): 6.9 Intersection LOS: A Intersection Capacity Utilization 37.4% 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 11/21/2025 2028 Background Conditions - Weekday Morning Peak Hour Synchro 12 Report GTS Consulting Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 31 91 861 73 85 749 Future Volume (vph) 31 91 861 73 85 749 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) 1637 0 3429 0 1752 3505 Flt Permitted 0.987 0.155 Satd. Flow (perm) 1637 0 3429 0 286 3505 Right Turn on Red Yes Yes Satd. Flow (RTOR) 111 7 Link Speed (mph) 35 55 40 Link Distance (ft) 1221 2068 1199 Travel Time (s) 23.8 25.6 20.4 Peak Hour Factor 0.63 0.63 0.89 0.89 0.87 0.87 Heavy Vehicles (%) 3% 3% 4% 4% 3% 3% Shared Lane Traffic (%) Lane Group Flow (vph) 193 0 1049 0 98 861 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) 9.8 27.5 38.3 38.3 Actuated g/C Ratio 0.17 0.47 0.65 0.65 v/c Ratio 0.53 0.65 0.24 0.38 Control Delay (s/veh) 18.5 15.7 5.2 5.2 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/21/2025 2028 Background Conditions - Weekday Morning Peak Hour Synchro 12 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 (s/veh) 18.5 15.7 5.2 5.2 LOS B B A A Approach Delay (s/veh) 18.5 15.7 5.2 Approach LOS B B A Queue Length 50th (ft) 27 152 10 56 Queue Length 95th (ft) 49 274 28 107 Internal Link Dist (ft) 1141 1988 1119 Turn Bay Length (ft) 200 Base Capacity (vph) 1521 3170 729 3505 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 0.33 0.13 0.25 Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 59 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay (s/veh): 11.3 Intersection LOS: B Intersection Capacity Utilization 50.9% 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 11/21/2025 2028 Background Conditions - Weekday Morning Peak Hour Synchro 12 Report GTS Consulting Page 3 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 2 2 22 986 773 2 Future Volume (vph) 2 2 22 986 773 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 0 375 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Satd. Flow (prot) 1504 1346 1736 3471 3471 1553 Flt Permitted 0.950 0.324 Satd. Flow (perm) 1504 1346 592 3471 3471 1553 Right Turn on Red Yes Yes Satd. Flow (RTOR) 4 2 Link Speed (mph) 30 55 55 Link Distance (ft) 781 1752 2527 Travel Time (s) 17.8 21.7 31.3 Peak Hour Factor 0.50 0.50 0.88 0.88 0.91 0.91 Heavy Vehicles (%) 20% 20% 4% 4% 4% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 4 4 25 1120 849 2 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 Perm pm+pt NA NA Perm Protected Phases 7 2 5 1 Permitted Phases 7 5 1 Detector Phase 7 7 2 5 1 1 Switch Phase Minimum Initial (s) 6.0 6.0 15.0 15.0 6.0 6.0 Minimum Split (s) 11.0 11.0 20.0 20.0 11.0 11.0 Total Split (s) 50.0 50.0 25.0 75.0 50.0 50.0 Total Split (%) 40.0% 40.0% 20.0% 60.0% 40.0% 40.0% Maximum Green (s) 45.0 45.0 20.0 70.0 45.0 45.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min None None Act Effct Green (s) 7.0 7.0 25.6 27.4 18.2 18.2 Actuated g/C Ratio 0.24 0.24 0.88 0.94 0.63 0.63 v/c Ratio 0.01 0.01 0.02 0.34 0.39 0.00 Control Delay (s/veh) 16.0 12.5 1.5 1.3 6.0 6.0 Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/21/2025 2028 Background Conditions - Weekday Morning Peak Hour Synchro 12 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 0.0 Total Delay (s/veh) 16.0 12.5 1.5 1.3 6.0 6.0 LOS B B A A A A Approach Delay (s/veh) 14.3 1.3 6.0 Approach LOS B A A Queue Length 50th (ft) 0 0 1 0 1 0 Queue Length 95th (ft) 6 4 6 85 183 4 Internal Link Dist (ft) 701 1672 2447 Turn Bay Length (ft) 400 375 200 Base Capacity (vph) 1437 1286 1472 3471 3316 1484 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.00 0.00 0.02 0.32 0.26 0.00 Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 29 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.39 Intersection Signal Delay (s/veh): 3.3 Intersection LOS: A Intersection Capacity Utilization 40.6% 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 11/21/2025 2028 Background Conditions - Weekday Evening Peak Hour Synchro 12 Report GTS Consulting Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 55 90 854 118 115 897 Future Volume (vph) 55 90 854 118 115 897 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 3499 0 1770 3539 Flt Permitted 0.981 0.126 Satd. Flow (perm) 1690 0 3499 0 235 3539 Right Turn on Red Yes Yes Satd. Flow (RTOR) 62 11 Link Speed (mph) 35 55 40 Link Distance (ft) 1221 2068 1199 Travel Time (s) 23.8 25.6 20.4 Confl. Peds. (#/hr) 4 4 Peak Hour Factor 0.93 0.93 0.85 0.85 0.93 0.93 Heavy Vehicles (%) 1% 1% 1% 1% 2% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 156 0 1144 0 124 965 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) 10.0 30.9 46.5 46.5 Actuated g/C Ratio 0.15 0.46 0.69 0.69 v/c Ratio 0.51 0.71 0.31 0.39 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/21/2025 2028 Background Conditions - Weekday Evening Peak Hour Synchro 12 Report GTS Consulting Page 2 Lane Group WBL WBR NBT NBR SBL SBT Control Delay (s/veh) 25.1 17.4 5.7 4.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh) 25.1 17.4 5.7 4.9 LOS C B A A Approach Delay (s/veh) 25.1 17.4 5.0 Approach LOS C B A Queue Length 50th (ft) 34 181 13 68 Queue Length 95th (ft) 108 288 34 125 Internal Link Dist (ft) 1141 1988 1119 Turn Bay Length (ft) 200 Base Capacity (vph) 1490 3071 643 3497 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 0.37 0.19 0.28 Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 67 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay (s/veh): 12.3 Intersection LOS: B Intersection Capacity Utilization 54.9% 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 11/21/2025 2028 Background Conditions - Weekday Evening Peak Hour Synchro 12 Report GTS Consulting Page 3 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 9 26 7 981 1045 4 Future Volume (vph) 9 26 7 981 1045 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 0 375 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Satd. Flow (prot) 1787 1599 1787 3574 3574 1599 Flt Permitted 0.950 0.209 Satd. Flow (perm) 1787 1599 393 3574 3574 1599 Right Turn on Red Yes Yes Satd. Flow (RTOR) 47 3 Link Speed (mph) 30 55 55 Link Distance (ft) 781 1752 2527 Travel Time (s) 17.8 21.7 31.3 Peak Hour Factor 0.55 0.55 0.90 0.90 0.94 0.94 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% Shared Lane Traffic (%) Lane Group Flow (vph) 16 47 8 1090 1112 4 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 Perm pm+pt NA NA Perm Protected Phases 7 2 5 1 Permitted Phases 7 5 1 Detector Phase 7 7 2 5 1 1 Switch Phase Minimum Initial (s) 6.0 6.0 15.0 15.0 6.0 6.0 Minimum Split (s) 11.0 11.0 20.0 20.0 11.0 11.0 Total Split (s) 50.0 50.0 25.0 75.0 50.0 50.0 Total Split (%) 40.0% 40.0% 20.0% 60.0% 40.0% 40.0% Maximum Green (s) 45.0 45.0 20.0 70.0 45.0 45.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min None None Act Effct Green (s) 7.1 7.1 29.6 25.6 19.6 19.6 Actuated g/C Ratio 0.21 0.21 0.87 0.75 0.57 0.57 v/c Ratio 0.04 0.13 0.01 0.41 0.54 0.00 Control Delay (s/veh) 19.7 9.4 1.3 3.9 8.3 6.0 Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/21/2025 2028 Background Conditions - Weekday Evening Peak Hour Synchro 12 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 0.0 Total Delay (s/veh) 19.7 9.4 1.3 3.9 8.3 6.0 LOS B A A A A A Approach Delay (s/veh) 12.0 3.9 8.3 Approach LOS B A A Queue Length 50th (ft) 2 0 0 57 59 0 Queue Length 95th (ft) 14 10 3 79 244 5 Internal Link Dist (ft) 701 1672 2447 Turn Bay Length (ft) 400 375 200 Base Capacity (vph) 1675 1502 1323 3574 3351 1499 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.03 0.01 0.30 0.33 0.00 Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 34.2 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.54 Intersection Signal Delay (s/veh): 6.3 Intersection LOS: A Intersection Capacity Utilization 42.2% 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 11/21/2025 2028 Background Conditions - Saturday Midday Peak Hour Synchro 12 Report GTS Consulting Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 53 104 708 150 131 602 Future Volume (vph) 53 104 708 150 131 602 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) 1685 0 3462 0 1787 3574 Flt Permitted 0.983 0.159 Satd. Flow (perm) 1685 0 3462 0 299 3574 Right Turn on Red Yes Yes Satd. Flow (RTOR) 74 19 Link Speed (mph) 35 55 40 Link Distance (ft) 1221 2068 1199 Travel Time (s) 23.8 25.6 20.4 Confl. Peds. (#/hr) 9 9 Peak Hour Factor 0.86 0.86 0.90 0.90 0.86 0.86 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% Shared Lane Traffic (%) Lane Group Flow (vph) 183 0 954 0 152 700 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) 10.4 24.9 41.4 41.4 Actuated g/C Ratio 0.17 0.40 0.66 0.66 v/c Ratio 0.53 0.68 0.33 0.30 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/21/2025 2028 Background Conditions - Saturday Midday Peak Hour Synchro 12 Report GTS Consulting Page 2 Lane Group WBL WBR NBT NBR SBL SBT Control Delay (s/veh) 22.7 18.7 6.1 4.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh) 22.7 18.7 6.1 4.8 LOS C B A A Approach Delay (s/veh) 22.7 18.7 5.1 Approach LOS C B A Queue Length 50th (ft) 36 142 16 45 Queue Length 95th (ft) 105 273 42 86 Internal Link Dist (ft) 1141 1988 1119 Turn Bay Length (ft) 200 Base Capacity (vph) 1543 3159 700 3568 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 0.12 0.30 0.22 0.20 Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 62.4 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.68 Intersection Signal Delay (s/veh): 13.2 Intersection LOS: B Intersection Capacity Utilization 53.6% 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 11/21/2025 2028 Background Conditions - Saturday Midday Peak Hour Synchro 12 Report GTS Consulting Page 3 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 34 30 30 897 663 11 Future Volume (vph) 34 30 30 897 663 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 0 375 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Satd. Flow (prot) 1787 1599 1787 3574 3539 1583 Flt Permitted 0.950 0.311 Satd. Flow (perm) 1787 1599 585 3574 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 38 13 Link Speed (mph) 30 55 55 Link Distance (ft) 781 1752 2527 Travel Time (s) 17.8 21.7 31.3 Peak Hour Factor 0.78 0.78 0.91 0.91 0.80 0.80 Heavy Vehicles (%) 1% 1% 1% 1% 2% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 44 38 33 986 829 14 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 Perm pm+pt NA NA Perm Protected Phases 7 2 5 1 Permitted Phases 7 5 1 Detector Phase 7 7 2 5 1 1 Switch Phase Minimum Initial (s) 6.0 6.0 15.0 15.0 6.0 6.0 Minimum Split (s) 11.0 11.0 20.0 20.0 11.0 11.0 Total Split (s) 50.0 50.0 25.0 75.0 50.0 50.0 Total Split (%) 40.0% 40.0% 20.0% 60.0% 40.0% 40.0% Maximum Green (s) 45.0 45.0 20.0 70.0 45.0 45.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min None None Act Effct Green (s) 7.3 7.3 32.3 29.8 19.8 19.8 Actuated g/C Ratio 0.19 0.19 0.85 0.79 0.52 0.52 v/c Ratio 0.13 0.11 0.03 0.35 0.45 0.02 Control Delay (s/veh) 21.2 10.4 2.3 3.3 10.6 7.0 Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/21/2025 2028 Background Conditions - Saturday Midday Peak Hour Synchro 12 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 0.0 Total Delay (s/veh) 21.2 10.4 2.3 3.3 10.6 7.0 LOS C B A A B A Approach Delay (s/veh) 16.2 3.2 10.6 Approach LOS B A B Queue Length 50th (ft) 7 0 1 50 40 0 Queue Length 95th (ft) 34 18 8 77 151 8 Internal Link Dist (ft) 701 1672 2447 Turn Bay Length (ft) 400 375 200 Base Capacity (vph) 1641 1472 1279 3574 3251 1455 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.03 0.03 0.28 0.25 0.01 Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 37.9 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.45 Intersection Signal Delay (s/veh): 7.0 Intersection LOS: A Intersection Capacity Utilization 38.3% 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 11/21/2025 2028 Build Conditions - Weekday Morning Peak Hour Synchro 12 Report GTS Consulting Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 35 91 889 87 85 764 Future Volume (vph) 35 91 889 87 85 764 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) 1642 0 3426 0 1752 3505 Flt Permitted 0.986 0.144 Satd. Flow (perm) 1642 0 3426 0 266 3505 Right Turn on Red Yes Yes Satd. Flow (RTOR) 97 8 Link Speed (mph) 35 55 40 Link Distance (ft) 1221 2068 1199 Travel Time (s) 23.8 25.6 20.4 Peak Hour Factor 0.63 0.63 0.89 0.89 0.87 0.87 Heavy Vehicles (%) 3% 3% 4% 4% 3% 3% Shared Lane Traffic (%) Lane Group Flow (vph) 200 0 1097 0 98 878 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) 10.8 29.8 40.7 40.7 Actuated g/C Ratio 0.17 0.48 0.65 0.65 v/c Ratio 0.55 0.67 0.25 0.39 Control Delay (s/veh) 21.5 16.3 5.6 5.4 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/21/2025 2028 Build Conditions - Weekday Morning Peak Hour Synchro 12 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 (s/veh) 21.5 16.3 5.6 5.4 LOS C B A A Approach Delay (s/veh) 21.5 16.3 5.5 Approach LOS C B A Queue Length 50th (ft) 36 172 11 63 Queue Length 95th (ft) 61 301 29 116 Internal Link Dist (ft) 1141 1988 1119 Turn Bay Length (ft) 200 Base Capacity (vph) 1478 3062 698 3483 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 0.14 0.36 0.14 0.25 Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 62.5 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay (s/veh): 12.1 Intersection LOS: B Intersection Capacity Utilization 52.4% 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 11/21/2025 2028 Build Conditions - Weekday Morning Peak Hour Synchro 12 Report GTS Consulting Page 3 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 2 2 22 1006 802 2 Future Volume (vph) 2 2 22 1006 802 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 0 375 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Satd. Flow (prot) 1504 1346 1736 3471 3471 1553 Flt Permitted 0.950 0.310 Satd. Flow (perm) 1504 1346 566 3471 3471 1553 Right Turn on Red Yes Yes Satd. Flow (RTOR) 4 2 Link Speed (mph) 30 55 55 Link Distance (ft) 781 1752 2527 Travel Time (s) 17.8 21.7 31.3 Peak Hour Factor 0.50 0.50 0.88 0.88 0.91 0.91 Heavy Vehicles (%) 20% 20% 4% 4% 4% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 4 4 25 1143 881 2 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 Perm pm+pt NA NA Perm Protected Phases 7 2 5 1 Permitted Phases 7 5 1 Detector Phase 7 7 2 5 1 1 Switch Phase Minimum Initial (s) 6.0 6.0 15.0 15.0 6.0 6.0 Minimum Split (s) 11.0 11.0 20.0 20.0 11.0 11.0 Total Split (s) 50.0 50.0 25.0 75.0 50.0 50.0 Total Split (%) 40.0% 40.0% 20.0% 60.0% 40.0% 40.0% Maximum Green (s) 45.0 45.0 20.0 70.0 45.0 45.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min None None Act Effct Green (s) 7.0 7.0 25.9 27.7 18.5 18.5 Actuated g/C Ratio 0.24 0.24 0.88 0.95 0.63 0.63 v/c Ratio 0.01 0.01 0.02 0.35 0.40 0.00 Control Delay (s/veh) 16.5 13.0 1.4 1.3 6.0 6.0 Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/21/2025 2028 Build Conditions - Weekday Morning Peak Hour Synchro 12 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 0.0 Total Delay (s/veh) 16.5 13.0 1.4 1.3 6.0 6.0 LOS B B A A A A Approach Delay (s/veh) 14.8 1.3 6.0 Approach LOS B A A Queue Length 50th (ft) 0 0 1 0 1 0 Queue Length 95th (ft) 6 4 6 87 191 4 Internal Link Dist (ft) 701 1672 2447 Turn Bay Length (ft) 400 375 200 Base Capacity (vph) 1433 1283 1460 3471 3308 1480 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.00 0.00 0.02 0.33 0.27 0.00 Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 29.3 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.40 Intersection Signal Delay (s/veh): 3.4 Intersection LOS: A Intersection Capacity Utilization 41.1% 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 & North Access 11/21/2025 2028 Build Conditions - Weekday Morning Peak Hour Synchro 12 Report GTS Consulting Page 5 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 21 35 995 16 15 779 Future Volume (vph) 21 35 995 16 15 779 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 150 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Satd. Flow (prot) 1690 0 3466 0 1787 3471 Flt Permitted 0.982 0.950 Satd. Flow (perm) 1690 0 3466 0 1787 3471 Link Speed (mph) 30 55 55 Link Distance (ft) 298 272 2068 Travel Time (s) 6.8 3.4 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 1% 1% 4% 1% 1% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 62 0 1124 0 17 866 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 38.0% ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC 3: US Route 9 & North Access 11/21/2025 2028 Build Conditions - Weekday Morning Peak Hour Synchro 12 Report GTS Consulting Page 6 Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 21 35 995 16 15 779 Future Vol, veh/h 21 35 995 16 15 779 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 - - - 150 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 1 4 1 1 4 Mvmt Flow 23 39 1106 18 17 866 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1581 562 0 0 1123 0 Stage 1 1114 - - - - - Stage 2 466 - - - - - Critical Hdwy 6.82 6.92 - - 4.12 - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 - - 2.21 - Pot Cap-1 Maneuver 101 473 - - 623 - Stage 1 278 - - - - - Stage 2 601 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 98 473 - - 623 - Mov Cap-2 Maneuver 209 - - - - - Stage 1 278 - - - - - Stage 2 585 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 18.88 0 0.21 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 321 623 - HCM Lane V/C Ratio - - 0.194 0.027 - HCM Ctrl Dly (s/v) - - 18.9 10.9 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.7 0.1 - Lanes, Volumes, Timings 4: US Route 9 & South Access 11/21/2025 2028 Build Conditions - Weekday Morning Peak Hour Synchro 12 Report GTS Consulting Page 7 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 7 7 1004 4 4 796 Future Volume (vph) 7 7 1004 4 4 796 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 150 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Satd. Flow (prot) 1711 0 3468 0 1787 3471 Flt Permitted 0.976 0.950 Satd. Flow (perm) 1711 0 3468 0 1787 3471 Link Speed (mph) 30 55 55 Link Distance (ft) 319 2527 272 Travel Time (s) 7.3 31.3 3.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 1% 1% 4% 1% 1% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 16 0 1120 0 4 884 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 7th TWSC 4: US Route 9 & South Access 11/21/2025 2028 Build Conditions - Weekday Morning Peak Hour Synchro 12 Report GTS Consulting Page 8 Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 7 7 1004 4 4 796 Future Vol, veh/h 7 7 1004 4 4 796 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 - - - 150 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 1 1 4 1 1 4 Mvmt Flow 8 8 1116 4 4 884 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1569 560 0 0 1120 0 Stage 1 1118 - - - - - Stage 2 451 - - - - - Critical Hdwy 6.82 6.92 - - 4.12 - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 - - 2.21 - Pot Cap-1 Maneuver 103 474 - - 625 - Stage 1 276 - - - - - Stage 2 611 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 102 474 - - 625 - Mov Cap-2 Maneuver 211 - - - - - Stage 1 276 - - - - - Stage 2 607 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 18 0 0.05 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 292 625 - HCM Lane V/C Ratio - - 0.053 0.007 - HCM Ctrl Dly (s/v) - - 18 10.8 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.2 0 - Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/21/2025 2028 Build Conditions - Weekday Evening Peak Hour Synchro 12 Report GTS Consulting Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 67 90 879 130 115 947 Future Volume (vph) 67 90 879 130 115 947 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) 1700 0 3495 0 1770 3539 Flt Permitted 0.979 0.119 Satd. Flow (perm) 1700 0 3495 0 222 3539 Right Turn on Red Yes Yes Satd. Flow (RTOR) 51 12 Link Speed (mph) 35 55 40 Link Distance (ft) 1221 2068 1199 Travel Time (s) 23.8 25.6 20.4 Confl. Peds. (#/hr) 4 4 Peak Hour Factor 0.93 0.93 0.85 0.85 0.93 0.93 Heavy Vehicles (%) 1% 1% 1% 1% 2% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 169 0 1187 0 124 1018 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 33.7 49.5 49.5 Actuated g/C Ratio 0.16 0.47 0.69 0.69 v/c Ratio 0.54 0.72 0.32 0.41 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/21/2025 2028 Build Conditions - Weekday Evening Peak Hour Synchro 12 Report GTS Consulting Page 2 Lane Group WBL WBR NBT NBR SBL SBT Control Delay (s/veh) 28.9 18.1 6.1 5.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh) 28.9 18.1 6.1 5.3 LOS C B A A Approach Delay (s/veh) 28.9 18.1 5.4 Approach LOS C B A Queue Length 50th (ft) 46 202 15 81 Queue Length 95th (ft) 131 316 37 145 Internal Link Dist (ft) 1141 1988 1119 Turn Bay Length (ft) 200 Base Capacity (vph) 1444 2955 610 3452 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 0.12 0.40 0.20 0.29 Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 71.3 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay (s/veh): 13.0 Intersection LOS: B Intersection Capacity Utilization 56.6% 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 11/21/2025 2028 Build Conditions - Weekday Evening Peak Hour Synchro 12 Report GTS Consulting Page 3 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 9 26 7 1043 1071 4 Future Volume (vph) 9 26 7 1043 1071 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 0 375 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Satd. Flow (prot) 1787 1599 1787 3574 3574 1599 Flt Permitted 0.950 0.201 Satd. Flow (perm) 1787 1599 378 3574 3574 1599 Right Turn on Red Yes Yes Satd. Flow (RTOR) 47 3 Link Speed (mph) 30 55 55 Link Distance (ft) 781 1752 2527 Travel Time (s) 17.8 21.7 31.3 Peak Hour Factor 0.55 0.55 0.90 0.90 0.94 0.94 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% Shared Lane Traffic (%) Lane Group Flow (vph) 16 47 8 1159 1139 4 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 Perm pm+pt NA NA Perm Protected Phases 7 2 5 1 Permitted Phases 7 5 1 Detector Phase 7 7 2 5 1 1 Switch Phase Minimum Initial (s) 6.0 6.0 15.0 15.0 6.0 6.0 Minimum Split (s) 11.0 11.0 20.0 20.0 11.0 11.0 Total Split (s) 50.0 50.0 25.0 75.0 50.0 50.0 Total Split (%) 40.0% 40.0% 20.0% 60.0% 40.0% 40.0% Maximum Green (s) 45.0 45.0 20.0 70.0 45.0 45.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min None None Act Effct Green (s) 7.1 7.1 29.9 26.3 20.1 20.1 Actuated g/C Ratio 0.20 0.20 0.86 0.76 0.58 0.58 v/c Ratio 0.04 0.13 0.01 0.43 0.55 0.00 Control Delay (s/veh) 20.1 9.6 1.3 4.0 8.4 6.0 Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/21/2025 2028 Build Conditions - Weekday Evening Peak Hour Synchro 12 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 0.0 Total Delay (s/veh) 20.1 9.6 1.3 4.0 8.4 6.0 LOS C A A A A A Approach Delay (s/veh) 12.3 3.9 8.3 Approach LOS B A A Queue Length 50th (ft) 2 0 0 63 64 0 Queue Length 95th (ft) 14 10 3 86 252 5 Internal Link Dist (ft) 701 1672 2447 Turn Bay Length (ft) 400 375 200 Base Capacity (vph) 1672 1499 1308 3574 3345 1497 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.03 0.01 0.32 0.34 0.00 Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 34.7 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay (s/veh): 6.3 Intersection LOS: A Intersection Capacity Utilization 42.9% 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 & North Access 11/21/2025 2028 Build Conditions - Weekday Evening Peak Hour Synchro 12 Report GTS Consulting Page 5 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 19 31 996 50 50 1061 Future Volume (vph) 19 31 996 50 50 1061 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 150 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Satd. Flow (prot) 1692 0 3549 0 1787 3539 Flt Permitted 0.981 0.950 Satd. Flow (perm) 1692 0 3549 0 1787 3539 Link Speed (mph) 30 55 55 Link Distance (ft) 298 272 2068 Travel Time (s) 6.8 3.4 25.6 Peak Hour Factor 0.90 0.90 0.88 0.88 0.93 0.93 Heavy Vehicles (%) 1% 1% 1% 1% 1% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 55 0 1189 0 54 1141 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 45.8% ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC 3: US Route 9 & North Access 11/21/2025 2028 Build Conditions - Weekday Evening Peak Hour Synchro 12 Report GTS Consulting Page 6 Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 19 31 996 50 50 1061 Future Vol, veh/h 19 31 996 50 50 1061 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 - - - 150 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 88 88 93 93 Heavy Vehicles, % 1 1 1 1 1 2 Mvmt Flow 21 34 1132 57 54 1141 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1838 594 0 0 1189 0 Stage 1 1160 - - - - - Stage 2 678 - - - - - Critical Hdwy 6.82 6.92 - - 4.12 - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 - - 2.21 - Pot Cap-1 Maneuver 68 450 - - 589 - Stage 1 262 - - - - - Stage 2 468 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 62 450 - - 589 - Mov Cap-2 Maneuver 174 - - - - - Stage 1 262 - - - - - Stage 2 426 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 20.92 0 0.53 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 281 589 - HCM Lane V/C Ratio - - 0.198 0.091 - HCM Ctrl Dly (s/v) - - 20.9 11.7 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.7 0.3 - Lanes, Volumes, Timings 4: US Route 9 & South Access 11/21/2025 2028 Build Conditions - Weekday Evening Peak Hour Synchro 12 Report GTS Consulting Page 7 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 7 6 1040 12 12 1068 Future Volume (vph) 7 6 1040 12 12 1068 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 150 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Satd. Flow (prot) 1717 0 3567 0 1787 3539 Flt Permitted 0.974 0.950 Satd. Flow (perm) 1717 0 3567 0 1787 3539 Link Speed (mph) 30 55 55 Link Distance (ft) 319 2527 272 Travel Time (s) 7.3 31.3 3.4 Peak Hour Factor 0.90 0.90 0.88 0.88 0.93 0.93 Heavy Vehicles (%) 1% 1% 1% 1% 1% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 15 0 1196 0 13 1148 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 39.5% ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC 4: US Route 9 & South Access 11/21/2025 2028 Build Conditions - Weekday Evening Peak Hour Synchro 12 Report GTS Consulting Page 8 Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 7 6 1040 12 12 1068 Future Vol, veh/h 7 6 1040 12 12 1068 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 - - - 150 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 88 88 93 93 Heavy Vehicles, % 1 1 1 1 1 2 Mvmt Flow 8 7 1182 14 13 1148 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1789 598 0 0 1195 0 Stage 1 1189 - - - - - Stage 2 600 - - - - - Critical Hdwy 6.82 6.92 - - 4.12 - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 - - 2.21 - Pot Cap-1 Maneuver 73 448 - - 585 - Stage 1 254 - - - - - Stage 2 514 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 72 448 - - 585 - Mov Cap-2 Maneuver 182 - - - - - Stage 1 254 - - - - - Stage 2 502 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 20.23 0 0.13 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 251 585 - HCM Lane V/C Ratio - - 0.058 0.022 - HCM Ctrl Dly (s/v) - - 20.2 11.3 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.2 0.1 - Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/21/2025 2028 Build Conditions - Saturday Midday Peak Hour Synchro 12 Report GTS Consulting Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 62 104 743 168 131 639 Future Volume (vph) 62 104 743 168 131 639 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 3454 0 1787 3574 Flt Permitted 0.982 0.145 Satd. Flow (perm) 1690 0 3454 0 272 3574 Right Turn on Red Yes Yes Satd. Flow (RTOR) 64 20 Link Speed (mph) 35 55 40 Link Distance (ft) 1221 2068 1199 Travel Time (s) 23.8 25.6 20.4 Confl. Peds. (#/hr) 9 9 Peak Hour Factor 0.86 0.86 0.90 0.90 0.86 0.86 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% Shared Lane Traffic (%) Lane Group Flow (vph) 193 0 1013 0 152 743 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) 11.6 27.7 44.6 44.6 Actuated g/C Ratio 0.17 0.41 0.67 0.67 v/c Ratio 0.56 0.70 0.34 0.31 Lanes, Volumes, Timings 1: US Route 9 & Crescent Avenue 11/21/2025 2028 Build Conditions - Saturday Midday Peak Hour Synchro 12 Report GTS Consulting Page 2 Lane Group WBL WBR NBT NBR SBL SBT Control Delay (s/veh) 25.6 19.6 6.5 5.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh) 25.6 19.6 6.5 5.2 LOS C B A A Approach Delay (s/veh) 25.6 19.6 5.4 Approach LOS C B A Queue Length 50th (ft) 46 163 18 53 Queue Length 95th (ft) 124 307 44 98 Internal Link Dist (ft) 1141 1988 1119 Turn Bay Length (ft) 200 Base Capacity (vph) 1492 3036 659 3522 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 0.33 0.23 0.21 Intersection Summary Area Type: Other Cycle Length: 155 Actuated Cycle Length: 66.8 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.70 Intersection Signal Delay (s/veh): 14.1 Intersection LOS: B Intersection Capacity Utilization 55.7% 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 11/21/2025 2028 Build Conditions - Saturday Midday Peak Hour Synchro 12 Report GTS Consulting Page 3 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 34 30 30 943 698 11 Future Volume (vph) 34 30 30 943 698 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 400 0 375 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Satd. Flow (prot) 1787 1599 1787 3574 3539 1583 Flt Permitted 0.950 0.292 Satd. Flow (perm) 1787 1599 549 3574 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 38 12 Link Speed (mph) 30 55 55 Link Distance (ft) 781 1752 2527 Travel Time (s) 17.8 21.7 31.3 Peak Hour Factor 0.78 0.78 0.91 0.91 0.80 0.80 Heavy Vehicles (%) 1% 1% 1% 1% 2% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 44 38 33 1036 873 14 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 Perm pm+pt NA NA Perm Protected Phases 7 2 5 1 Permitted Phases 7 5 1 Detector Phase 7 7 2 5 1 1 Switch Phase Minimum Initial (s) 6.0 6.0 15.0 15.0 6.0 6.0 Minimum Split (s) 11.0 11.0 20.0 20.0 11.0 11.0 Total Split (s) 50.0 50.0 25.0 75.0 50.0 50.0 Total Split (%) 40.0% 40.0% 20.0% 60.0% 40.0% 40.0% Maximum Green (s) 45.0 45.0 20.0 70.0 45.0 45.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min None None Act Effct Green (s) 7.4 7.4 32.9 30.4 20.4 20.4 Actuated g/C Ratio 0.19 0.19 0.85 0.79 0.53 0.53 v/c Ratio 0.13 0.11 0.03 0.37 0.46 0.02 Control Delay (s/veh) 21.6 10.6 2.3 3.3 10.7 7.2 Lanes, Volumes, Timings 2: US Route 9 & E West Road 11/21/2025 2028 Build Conditions - Saturday Midday Peak Hour Synchro 12 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 0.0 Total Delay (s/veh) 21.6 10.6 2.3 3.3 10.7 7.2 LOS C B A A B A Approach Delay (s/veh) 16.5 3.3 10.6 Approach LOS B A B Queue Length 50th (ft) 7 0 1 54 43 0 Queue Length 95th (ft) 35 18 8 84 161 9 Internal Link Dist (ft) 701 1672 2447 Turn Bay Length (ft) 400 375 200 Base Capacity (vph) 1630 1462 1267 3574 3229 1445 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.03 0.03 0.29 0.27 0.01 Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 38.5 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.46 Intersection Signal Delay (s/veh): 7.0 Intersection LOS: A Intersection Capacity Utilization 39.4% 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 & North Access 11/21/2025 2028 Build Conditions - Saturday Midday Peak Hour Synchro 12 Report GTS Consulting Page 5 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 26 44 940 37 37 683 Future Volume (vph) 26 44 940 37 37 683 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 150 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Satd. Flow (prot) 1690 0 3553 0 1787 3574 Flt Permitted 0.982 0.950 Satd. Flow (perm) 1690 0 3553 0 1787 3574 Link Speed (mph) 30 55 55 Link Distance (ft) 298 272 2068 Travel Time (s) 6.8 3.4 25.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.83 0.83 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% Shared Lane Traffic (%) Lane Group Flow (vph) 78 0 1085 0 45 823 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 41.6% ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC 3: US Route 9 & North Access 11/21/2025 2028 Build Conditions - Saturday Midday Peak Hour Synchro 12 Report GTS Consulting Page 6 Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 26 44 940 37 37 683 Future Vol, veh/h 26 44 940 37 37 683 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 - - - 150 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 83 83 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 29 49 1044 41 45 823 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1566 543 0 0 1086 0 Stage 1 1065 - - - - - Stage 2 501 - - - - - Critical Hdwy 6.82 6.92 - - 4.12 - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 - - 2.21 - Pot Cap-1 Maneuver 103 487 - - 644 - Stage 1 295 - - - - - Stage 2 577 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 96 487 - - 644 - Mov Cap-2 Maneuver 213 - - - - - Stage 1 295 - - - - - Stage 2 537 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 19.29 0 0.57 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 329 644 - HCM Lane V/C Ratio - - 0.236 0.069 - HCM Ctrl Dly (s/v) - - 19.3 11 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.9 0.2 - Lanes, Volumes, Timings 4: US Route 9 & South Access 11/21/2025 2028 Build Conditions - Saturday Midday Peak Hour Synchro 12 Report GTS Consulting Page 7 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 9 9 968 9 9 700 Future Volume (vph) 9 9 968 9 9 700 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 150 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Satd. Flow (prot) 1711 0 3571 0 1787 3574 Flt Permitted 0.976 0.950 Satd. Flow (perm) 1711 0 3571 0 1787 3574 Link Speed (mph) 30 55 55 Link Distance (ft) 319 2527 272 Travel Time (s) 7.3 31.3 3.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.83 0.83 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% Shared Lane Traffic (%) Lane Group Flow (vph) 20 0 1086 0 11 843 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 37.0% ICU Level of Service A Analysis Period (min) 15 HCM 7th TWSC 4: US Route 9 & South Access 11/21/2025 2028 Build Conditions - Saturday Midday Peak Hour Synchro 12 Report GTS Consulting Page 8 Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 9 9 968 9 9 700 Future Vol, veh/h 9 9 968 9 9 700 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 - - - 150 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 83 83 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 10 10 1076 10 11 843 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1524 543 0 0 1086 0 Stage 1 1081 - - - - - Stage 2 443 - - - - - Critical Hdwy 6.82 6.92 - - 4.12 - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 - - 2.21 - Pot Cap-1 Maneuver 110 487 - - 644 - Stage 1 289 - - - - - Stage 2 617 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 108 487 - - 644 - Mov Cap-2 Maneuver 220 - - - - - Stage 1 289 - - - - - Stage 2 606 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 17.72 0 0.14 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 303 644 - HCM Lane V/C Ratio - - 0.066 0.017 - HCM Ctrl Dly (s/v) - - 17.7 10.7 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.2 0.1 -