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HomeMy WebLinkAbout20190497 South Broadway Hotel Traffic Assessment 9-5-19 ENGINEERS Creicjhton PLANNERS NE September 5, 2019 ALT Aw Manning SURVEYORS Mr. Joseph Larkin Larkin Realty 410 Shelburne Road Burlington VT 05401 RE: Traffic Assessment, South Broadway Hotel, US Route 9 and Lincoln Avenue, City of Saratoga Springs,Saratoga County, New York; CM Project No. 119-168 Dear Mr. Larkin, Creighton Manning Engineering, LLP has completed a traffic assessment for the proposed South Broadway Hotel which consists of the re-development of the existing Turf& Spa Motel located at 176 South Broadway in the City of Saratoga Springs. This evaluation is based on information provided in the "Special Use Permit Plan," last revised by The LA Group on August 28, 2019 (See Attachment A).The project location is shown on Figure 1. 1.0 Project Description The proposed project involves the construction of a four story hotel that has 120 total rooms. Access will be provided via a driveway to Todd Street to the south and via a connection to Gurtler Lane to the north. The existing driveway associated with the Turf&Spa Motel and the paper street that provides access to the Thirsty Owl will be eliminated which is consistent with good access management principles. The surface parking lot for the new hotel will be connected to the parking lots associated with the Thirsty Owl and the Natures Spa;therefore, patrons and employees could access the site via the existing Nature Spa driveway currently provided for this existing use. It is anticipated that the project will be completed in 2021. 2.0 Existing Conditions Roadways Serving the Site South Broadway(US Route 9) is primarily a north-south roadway that travels through the City of Saratoga Springs and Saratoga County and is classified as an urban principal arterial in the vicinity of the site.South Broadway provides one 12-foot wide travel lane in each direction and an 11-foot wide two-way left-turn lane median (TWLTL). Sidewalks are provided on both sides of South Broadway from the entrance to the Saratoga Spa State Park entrance through downtown Saratoga Springs. The posted speed limit in the City of Saratoga Springs is 30-mph. Traffic volume data recorded by the New York State Department of Transportation (NYSDOT) shows that South Broadway currently serves approximately 19,695 vehicles per day(vpd) near Lincoln Avenue. Land uses along South Broadway in the project vicinity include a mix of commercial, residential, or undeveloped land and is near the Saratoga Spa State Park. Lincoln Avenue is an east-west roadway that travels from NY Route 50 to Frank Sullivan Place near the Saratoga Race Track and is classified as a local urban road. Lincoln Avenue provides a 30-foot wide roadway for two-way traffic with on-street parking provided east of Lincoln Avenue on both sides of the street during the spring and summer months (April 1st to October 311 and alternate side parking in the fall and winter months (November 1st to March 311 2 Winners Circle Sidewalks are generally provided on both sides of the road from NY Route 50 to Nelson Avenue Albany,NY 12205 513.446 0396(p) 518A46.0397 {f) www.cmeIlp.cam Mr.Joseph Larkin September 5,2019 Page 2 of 14 with the exception of a 200-foot long gap on the north side of the road east of Regent Street. The posted speed limit in the City of Saratoga Springs is 30-mph.Traffic volume data recorded by Creighton Manning shows that Lincoln Avenue currently serves approximately 5,090 vpd near Whitney Place while the 85th percentile speed was measured to be approximately 32- mph. Land uses along Lincoln Avenue in the project vicinity include a mix of commercial, residential, or undeveloped land and the Greenridge Cemetery. Todd Street is an approximate 200-foot long urban local road that provides east-west travel from South Broadway to Zephyr Lane. Todd Street provides a 20-foot wide roadway for two- way traffic and no on-street parking. Sidewalks are not provided and the posted speed limit in the City of Saratoga Springs for local roads is 30-mph. Traffic volume data recorded by Creighton Manning shows that Todd Street currently serves approximately 40 vpd near Zephyr Lane while the 85th percentile speed was measured to be approximately 13-mph. Land uses along Todd Street include the rear of the Turf and Spa Motel and a commercial plaza located at 170 South Broadway.Todd Street also provides access to the Saratoga Mobile Court. Study Area Intersections • South Broadway/Lincoln Avenue intersection —This is a four-way intersection operating under an actuated traffic signal. The northbound and southbound South Broadway approaches provide an exclusive left turn lane and a through lane with shared right turn movements. The eastbound and westbound Lincoln Avenue approaches provide a single lane for shared travel movements. Sidewalks are provided on both sides of all intersection approaches and marked crosswalks and pedestrian indicators are provided on each leg of the intersection. • Lincoln Avenue/Whitney Place/Gurtler Lane - This is a four-way intersection operating under stop-sign control on the southbound Whitney Place approach. The northbound Gurtler Lane approach yields to traffic on Lincoln Avenue and provides access to AJ's Dry Cleaners and several single family homes. A single lane is provided on each intersection approach for shared travel movements with no marked pedestrian crosswalks. It is noted that Whitney Place intersects Lincoln Avenue on a skew. • Lincoln Avenue/Thirsty Owl Driveway - This is a three-way intersection operating under stop-sign control on the northbound Thirsty Owl Driveway approach. A single lane is provided on each approach for shared travel movements. It is noted that the Thirsty Owl Driveway in approximately 14-feet wide. • South Broadway/Nurture Spa Driveway - This is a three-way intersection with the westbound Nurture Spa Driveway yielding to traffic on South Broadway. A single lane is provided on each approach for shared travel movements; however, the northbound left turn lane on South Broadway associated with the Lincoln Avenue intersection extends past the Nurture Spa Driveway. It is noted that the Nurture Spa Driveway in approximately 14- feet wide. • South Broadway/Turf & Spa Driveway - This is a three-way intersection with the westbound Turf & Spa Driveway yielding to traffic on South Broadway. A single lane is provided on each approach for shared travel movements; however, the northbound left Mr.Joseph Larkin September 5,2019 Page 3 of 14 turn lane on South Broadway associated with the Lincoln Avenue intersection transitions into a TWLTL as it extends past the Turf & Spa Driveway. It is noted that the Turf & Spa Driveway is approximately 30-feet wide. • South Broadway/Todd Street -This is a three-way intersection operating under stop-sign control on the westbound Todd Street approach. A single lane is provided on each approach for shared travel movements; however, a center median for shared left-turn movements (two-way left-turn lane) extends past Todd Street. It is noted that Todd Street in approximately 20-feet wide. Data Collection Turning movement counts were conducted at the following study area intersections on a Friday from 4:00 to 6:00 p.m. and on a Saturday from 12:00 to 2:00 p.m. prior to the track season (July 5 and 6, 2019) and while the track was in session (July 19 and 27, 2019): • South Broadway/Lincoln Avenue • South Broadway/Todd Street • Lincoln Avenue/Whitney Place/Gurtler Lane • South Broadway/Turf&Spa Motel Driveway • South Broadway/Nurture Spa Driveway • Lincoln Avenue/Thirsty Owl Driveway The traffic volumes observed in early July were not seasonally adjusted since the City of Saratoga Springs specifically requested these traffic conditions be evaluated. In addition, the existing traffic volumes observed in mid to late July were not adjusted since the City of Saratoga Spring requested a sensitivity analysis be provided that coincided with conditions that exist when the Saratoga Race Track is in operation. The traffic volumes for the PM and Saturday peak hours shown on Figure 2 (Non-Track Conditions)and Figure 3 (Track Conditions) provide base year 2019 conditions and form the basis for all traffic forecasts. The raw turning movement count data is included under Attachment B. As noted above, the assessment of Track Conditions is included under a sensitivity analysis. Transit and Pedestrians The Capital District Transportation Authority (CDTA) provides transit service adjacent to the site on South Broadway and Lincoln Avenue. The Saratoga Visitors Trolley line (#875) runs between the Saratoga Courtyard Marriott and the Saratoga Casino and Raceway. This route provides service seven days a week on approximately 30 minute headways. The Ballston — West Saratoga line (#451) runs between the Village of Ballston Spa and the west side of Saratoga Springs. This route provides service seven days a week on approximately 60 minute headways during the week and 120 minute headways during the weekend. The nearest bus stop associated with these routes is located at the South Broadway/Lincoln Avenue intersection. Pedestrian accommodations in the study area are provided on South Broadway and Lincoln Avenue. Bicycles and pedestrians were observed using the available sidewalks Table 1 summarizes of the peak hour pedestrian and bicycle activity observed during the turning movement counts at the two main study area intersections. Mr.Joseph Larkin September 5,2019 Page 4 of 14 Table 1—Pedestrian and Bicycle Activity Summary Friday PM Saturday Mid-Day Peak Hour Peak Hour Intersection Pedestrians Bikes Pedestrians Bikes Non- Non- Track Non- Track Non- Track Track Track Track Track Track South Broadway/Lincoln Avenue Cross North Leg of South Broadway 11 4 0 0 11 8 3 0 Cross South Leg of South Broadway 17 21 0 1 21 15 3 0 Cross West Leg of Lincoln Avenue 12 3 4 0 13 11 2 7 Cross East leg of Lincoln Avenue 20 11 1 6 20 23 1 7 Total 60 39 5 7 65 57 9 14 Lincoln Avenue/Whitney Place/Gurtler Lane Cross North Leg of Whitney Place 5 0 0 1 12 16 2 3 Cross South Leg of Gurtler Lane 5 25 0 0 26 33 0 0 Cross West Leg of Lincoln Avenue 6 2 3 4 8 8 10 8 Cross East leg of Lincoln Avenue 3 4 3 13 0 0 2 6 Total 19 31 6 18 46 57 14 17 3.0 Sight Distance Evaluation The available intersection sight distance from the proposed Site Driveway intersections was measured from the perspective of a vehicle looking in both directions exiting the site onto Lincoln Avenue from Gurtler Lane and Todd Street from the new driveway to determine if adequate sight lines are provided. The intersection sight distance looking straight ahead for vehicle traveling west on Lincoln Avenue and east on Todd Street turning left into the proposed Site Driveways was also measured, as illustrated in Diagram 1.The available intersection sight distance on a side street or driveway should provide drivers a sufficient view of the intersecting highway to allow vehicles to enter or exit the intersection without excessively slowing vehicles traveling at or near the operating speed on the intersecting mainline. Stopping sight distance (the length of roadway ahead that is visible to the driver) was also measured on Lincoln Avenue and Todd Street at the proposed Site Driveway intersections.The available stopping sight distance on a roadway should be of sufficient length to enable a vehicle traveling at or near the operating speed to stop before reaching a stationary object in its path. The city speed limit 30-mph. Traffic speed data measurements collected as part of this study show that the 85th percentile speed near the project site is approximately 30-mph on Lincoln Avenue and approximately 15-mph on Todd Street.The available sight distances are shown in Table 2, and compared to the guidelines presented in AASHTO's A Policy on Geometric Design of Highways and Streets, 2011 and NYSDOT design guidance(EB 17-007)for the applicable 85th percentile design speeds on Lincoln Avenue and Todd Street. Mr.Joseph Larkin September 5,2019 Page 5 of 14 Table 2-Sight Distance Summary(Feet) Intersection Sight Distance' Stopping Sight Distance Intersection Right Turn Left Turn from Left Turn from from Site Site Driveway Major Street SSDEB,NB SSDwB,sB Driveway Looking Looking (DO) Left(DO) Right(DR) (Ds) Lincoln Avenue/ Available 240* 240* >500 240* 240* >500 Gurtler Lane Recommended 290 335 335 245 200 200 Todd Street/ Available 220** 220** 215*** 220** 215*** 220** Site Driveway Recommended 145 170 170 125 70 70 1=Intersection sight distance is measured at an eye height of 3.5-ft and object height of 3.5-ft looking at an object height of 3.5 feet. 2 Stopping sight distance measured from an eye height of 3.5 feet looking at a 2 foot object located in the path of northbound and southbound vehicles on Todd Street and eastbound and westbound vehicles on Lincoln Avenue. 3=Sight distance measurements are compared to AASHTO recommended distances for a 30 mph operating speed on Lincoln Avenue. 4=Sight distance measurements are compared to AASHTO recommended distances for a 20 mph northbound and southbound operating speed on Todd Street. *=Sight lines available to adjacent traffic signal,**=Sight lines available to South Broadway,***=Sight lines available to Race Street. • Lincoln Avenue/Gurtler Lane - The available stopping sight distances at Gurtler Lane located on Lincoln Avenue meet AASHTO guidelines for the measured operating speed. In addition, the available intersection sight distance looking right to make a left-turn exiting the site meets AASHTO guidelines for the measured operating speed. The available intersection sight distance looking left from Gurtler Lane to make a left or right turn onto Lincoln Avenue and looking straight to make a left turn into the site extends to the adjacent South Broadway intersection (see Photo #1). It is noted that drivers looking left from Gurtler Lane have at least 240 feet of available sight distance to view vehicles turning left or right from the South Broadway intersection; however,these vehicles would be traveling at slower speeds, closer to 15-mph as they = 4511V-q v complete their turns and would then Existing Traffic Signal accelerate towards the 85th percentile • r measured speed of 30-mph closer to Gurtler _lane indicating that the sight distance evaluation compared to a 30-mph operating sc speed is conservative. A review of AASHTO j h guidelines indicates that the available sight -+T - line meets the recommended intersection sight distance of 125 to 170 feet for a 15- mph travel speed to see a vehicle turning left or right onto Lincoln Avenue from South Broadway. Photo#1—Sight Distance Looking Left to the West • Todd Street/Site Driveway -The available intersection and stopping sight distance at the Site Driveway located on Todd Street meet AASHTO guidelines for the measured operating speed. It is recommended that any site signing be placed a minimum of fifteen feet back from the travel way and the landscaping plan consider sight lines in order to maximize the visibility at the proposed access locations. It is also recommended that all vegetation located 15 feet from the edge of travel be removed along the project frontage on Lincoln Avenue and Todd Street to ensure adequate sight lines are maintained. Mr.Joseph Larkin September 5,2019 Page 6 of 14 4.0 Traffic Assessment Trip Generation Trip generation determines the quantity of traffic expected to travel to/from the site. Trip generation data was collected during Non-Track Conditions at the existing Turf& Spa Motel during the peak hour traffic data collection. The data collection indicates that there were 16 vehicle trips (eight entering and eight exiting) during the PM peak hour and 14 vehicle trips (seven entering and seven exiting) during the mid-day Saturday peak hour. Site specific traffic data during non-track conditions indicates that the existing 43 room motel generates approximately 0.37 vehicle trips/room during the PM peak hour and 0.33 vehicle trips/room during the mid-day Saturday peak hour. In addition, site specific traffic data during track conditions indicates that the existing motel generates approximately 0.21 vehicle trips/room during the PM peak hour and 0.35 vehicle trips/room during the mid-day Saturday peak hour. The rates calculated from field observations of the existing Turf& Spa Motel are lower than the PM and mid-day Saturday peak hour rates published by ITE for a Motel (LUC 320) as discussed below. Table 3—Trip Generation Summary—Existing Motel Land Use Size PM Peak Hour Saturday Peak Hour (rooms) Enter Exit Total Rate Enter Exit Total Rate Existing Turf&Spa Motel—Non-Track 43 8 8 16 0.37 7 7 14 0.33 Existing Turf&Spa Motel—Track 43 6 3 9 0.21 7 8 15 0.35 A review of the proposed project indicates that the site will be redeveloped as a Hotel (LUC 310);therefore,the trip generation for the proposed project was estimated using ITE LUC 310. It is noted that the Friday PM and mid-day Saturday peak hour rates for a Hotel are both higher than the rates observed at the existing Turf&Spa Motel. The proposed re-development of the site will replace the existing motel; therefore, existing trips associated with the Turf & Spa Motel were removed from the roadway network and replaced the expected trip generation of the proposed hotel site. The peak hour trip generation estimate is summarized in Table 4. Table 4—Trip Generation Summary— Proposed Hotel Land Use Size PM Peak Hour Saturday Peak Hour (rooms) Enter Exit Total Enter Exit Total Proposed Hotel 120 33 31 64 49 38 87 The proposed development will generate a total of 64 vehicle trips during the Friday PM peak hour and 87 vehicle trips during the mid-day Saturday peak hour. It is noted that the new hotel is generating 48 to 55 new trips during the PM peak hour since the motel is already generating traffic during non-track and track conditions. Similarly, the new hotel is generating 72 to 73 new trips during the Saturday peak hour since the motel is already generating traffic during non-track and track conditions. It is noted that the distribution of travel in and out of the site will result in a maximum increase of approximately 22 trips on any one approach of the study area intersections.The magnitude Mr.Joseph Larkin September 5,2019 Page 7 of 14 of the new vehicle trips generated at the site is less than the NYSDOT and ITE threshold of 100 site generated vehicles on any one intersection approach for needing off-site intersection analysis. This guidance was developed as a tool to identify locations where the magnitude of traffic generated has the potential to impact operations at off site intersections and screen out locations from requiring detailed analysis that do not reach the 100 vehicle threshold; however, since the site is located in close proximity to an existing traffic signal, the scope of the study includes various study area intersections based on comments received from the City of Saratoga Springs Planning Board. Additional off-site intersections were not included since the 100 vehicle trip threshold would not be met. Future Traffic Volumes To evaluate the impact of the proposed development, traffic projections were prepared for the 2021 expected year of completion. Historical traffic volume data found in the latest version of the Traffic Data Report, published by NYSDOT, indicates that traffic volume growth in the vicinity of the site has varied from approximately%z percent per year over the last several years; therefore,traffic projections were prepared for the anticipated year of completion by applying a 1/2 percent per year growth rate to the 2019 Existing traffic volumes. In addition to general background traffic growth, vehicle trips associated with other developments in the project area were considered when developing the No-Build traffic volumes. The City of Saratoga Springs Planning Department indicated that the following three developments would contribute to future background traffic volumes near the project site: • Faden Mixed-Use Development—South Broadway • 146 South Broadway Redevelopment Project—South Broadway • Saratoga Affordable Housing— Bunny Lake Drive • 96 Ballston Townhouse Development— Ballston Avenue The 2021 No-Build traffic volumes during non-track and track conditions are shown on Figure 4 and Figure 5 and represent the expected traffic volumes in 2021 without development of the South Broadway Hotel project for general background conditions. Traffic generated by the proposed project was distributed to the adjacent roadways based on existing observed travel patterns in the project area and the probable travel routes for patrons and employees of the proposed development. It is expected that approximately 20 percent of the proposed development traffic will travel to and from the south on South Broadway and 45 percent of traffic will travel to and from the north on South Broadway. The remaining 15 percent of site generated traffic will travel to and from the east on Lincoln Avenue toward the Saratoga Race Track while the remaining 10 percent of traffic will travel to and from the west on Lincoln Avenue.The trip distribution patterns for the proposed development are shown on Figure 6 while the associated site-generated traffic volumes are shown on Figure 7. The site- generated trips were then added to the 2021 No-Build traffic volumes, resulting in the 2021 Build traffic volumes for non-track and track conditions (Figure 8 and Figure 9). Traffic Operations Intersection Level of Service (LOS) and capacity analysis relate traffic volumes to the physical characteristics of an intersection. Intersection evaluations were made using Synchro version 10 software which automates the procedures contained in the Highway Capacity Manual. Table 5 summarizes the results of the level of service calculations for the proposed project for Mr.Joseph Larkin September 5,2019 Page 8 of 14 general non-track conditions while Table 6 summarizes track conditions. The detailed level of service analyses are included under Attachment C. Table 5-Level of Service Summary(Non-Track Conditions) c PM Peak Hour Saturday Peak Hour Intersection c 2019 2021 2021 2019 2021 2021 Existing No-Build Build Existing No-Build Build South Broadway/Lincoln Avenue S Lincoln Avenue EB LTR B(14.4) B(15.0) B(15.3) B(13.7) B(14.0) B(14.4) Lincoln Avenue WB LTR B(14.6) B(15.2) B(15.6) B(14.4) B(14.8) B(15.4) South Broadway NB L A(8.7) A(8.7) A(8.8) A(9.1) A(9.1) A(9.2) TR B(13.8) B(14.0) B(14.2) B(13.6) B(14.0) B(14.3) South Broadway SB L A(9.4) A(9.4) A(9.5) A(9.3) A(9.4) A(9.5) TR B(11.8) B(12.0) B(11.9) B(12.0) B(12.3) B(12.2) Overall B(13.2) B(13.5) B(13.6) B(13.0) B(13.3) B(13.5) South Broadway/Nature Spa Drwy U South Broadway SB L A(8.6) A(8.7) A(8.7) A(0.0) A(0.0) A(0.0) Nature Spa Drwy WB LR B(12.0) B(12.2) B(12.2) A(0.0) A(0.0) A(0.0) South Broadway/ U Turf&Spa Motel Drwy South Broadway SB L A(8.6) A(8.7) -- A(8.5) A(8.6) -- Turf&Spa Motel Drwy WB LR B(12.0) B(12.3) -- B(12.0) B(12.3) -- South Broadway/Todd Street A South Broadway SB L A(8.6) A(8.7) A(8.7) A(8.4) A(8.5) A(8.6) Todd Street WB LR B(12.0) B(12.2) B(13.6) B(11.5) B(11.8) B(13.2) Lincoln Avenue/Thirsty Owl Drwy U Lincoln Avenue WB L A(0.0) A(0.0) -- A(8.0) A(8.0) -- Thirsty Owl Drwy NB LR B(11.2) B(11.3) -- B(10.6) B(10.7) -- South Broadway/Whitney Place/ U Gurtler Lane Lincoln Avenue EB L A(7.9) A(7.9) A(7.9) A(7.9) A(7.9) A(7.9) Lincoln Avenue WB L A(8.2) A(8.2) A(8.3) A(7.8) A(7.8) A(7.9) Gurtler Lane NB LTR C(17.7) C(18.0) C(17.5) B(11.0) B(11.0) C(15.7) Whitney Place SB LTR B(11.3) B(11.3) B(11.8) B(11.1) B(11.2) B(11.9) S,U=Traffic Signal or Unsignalized intersection EB,WB,NB,SB=Eastbound,Westbound,Northbound,and Southbound intersection approaches L,T,R=Left-turn,Through,and/or Right-turn movements X(Y.Y)=Level of service(Average delay in seconds per vehicle) Mr.Joseph Larkin September 5,2019 Page 9 of 14 Table 6-Level of Service Summary(Track Conditions) 2 PM Peak Hour Saturday Peak Hour Intersection c 2019 2021 2021 2019 2021 2021 0 Existing No-Build Build Existing No-Build Build South Broadway/Lincoln Avenue S Lincoln Avenue EB LTR B(14.5) B(15.1) B(15.3) B(15.4) B(16.1) B(16.4) Lincoln Avenue WB LTR B(15.3) B(16.0) B(16.5) B(15.3) B(16.1) B(16.5) South Broadway NB L A(9.6) B(10.0) B(10.3) A(9.4) A(9.2) A(9.4) TR B(14.2) B(14.8) B(15.5) B(14.5) B(14.7) B(15.1) South Broadway SB L A(9.7) B(10.1) B(10.4) A(9.6) A(9.6) A(9.8) TR B(13.9) B(14.8) B(15.1) B(10.7) B(10.7) B(10.8) Overall B(14.1) B(14.8) B(15.2) B(13.6) B(13.9) B(14.1) South Broadway/Nature Spa Drwy U South Broadway SB L A(0.0) A(0.0) A(0.0) A(0.0) A(0.0) A(0.0) Nature Spa Drwy WB LR B(12.3) B(12.7) B(12.7) B(12.4) B(12.8) B(12.8) South Broadway/ U Turf&Spa Motel Drwy South Broadway SB L A(8.5) A(8.6) -- A(8.5) A(8.6) -- Turf&Spa Motel Drwy WB LR B(12.7) B(13.2) -- B(11.9) B(12.3) -- South Broadway/Todd Street A South Broadway SB L A(8.5) A(8.6) A(8.6) A(8.5) A(8.6) A(8.6) Todd Street WB LR B(12.1) B(12.5) B(13.4) B(12.2) B(12.6) B(13.3) Lincoln Avenue/Thirsty Owl Drwy U Lincoln Avenue WB L A(8.2) A(8.2) -- A(8.4) A(8.5) -- Thirsty Owl Drwy NB LR B(12.3) B(12.4) -- B(13.8) B(13.9) -- South Broadway/Whitney Place/ U Gurtler Lane Lincoln Avenue EB L A(8.0) A(8.1) A(8.0) A(8.2) A(8.2) A(8.2) Lincoln Avenue WB L A(7.7) A(7.7) A(7.8) A(7.9) A(7.9) A(8.0) Gurtler Lane NB LTR C(20.1) C(20.5) C(18.8) C(18.7) C(18.9) C(22.9) Whitney Place SB LTR B(12.3) B(12.4) B(12.9) C(16.1) C(16.2) C(17.9) S,U=Traffic Signal or Unsignalized intersection EB,WB,NB,SB=Eastbound,Westbound,Northbound,and Southbound intersection approaches L,T,R=Left-turn,Through,and/or Right-turn movements X(Y.Y)=Level of service(Average delay in seconds per vehicle) A review of the site plan indicates that the existing driveways associated with the Thirsty Owl Turf& Spa Motel developments will be removed from Lincoln Avenue and South Broadway, respectively. The reduction in access points on these to roadways is consistent with access management principles and will minimize vehicle and pedestrian conflict points in the area. The impact of the project can be described by comparing the analysis of the No-Build and Build operating conditions at the remaining intersections. The following observations are evident from this analysis: • South Broadway/Lincoln Avenue - The level of service summary indicates that this intersection currently operates at an overall LOS B during both peak hours with all movements operating at LOS B or better. During No-Build conditions(non-track and track), this intersection will continue to operate similar to Existing conditions during both peak hours. After build-out of the proposed development, this intersection will continue to operate at similar levels of service as No-Build conditions with an increase in average overall vehicle delay less than one second. Mr.Joseph Larkin September 5,2019 Page 10 of 14 Field observations indicate that existing vehicle delay at this intersection exceeds the results provided in Tables 4 and 5 and is the result of vehicle queuing and spillback from the South Broadway/Ballston Avenue/Circular Street intersection located 700-feet to the north. This five-way intersection operates under an actuated traffic signal that provides separate phases for many of the approaches due to the geometry of the intersection.The inefficiency of the traffic signal causes traffic to spillback and impact operations of adjacent intersections such as the South Broadway/Lincoln Avenue intersection. The applicant is not responsible for mitigating existing poor operating conditions at intersections throughout the City of Saratoga Springs. A review of the trip assignment and level of service analysis indicates that the proposed project will have minimal impact to the signalized South Broadway/Lincoln Avenue intersection; therefore, no mitigation is recommended at this intersection. • South Broadway/Nature Spa Driveway — The level of service summary indicates that all movements at this intersection will operate at LOS B or better conditions during the AM and PM peak hours through full build-out of the project during non-track and track conditions. Mitigation at this intersection is not recommended as a result of the project. Vehicles will continue to use the existing two-way left-turn lane (TWLTL)to access the site without impeding traffic on South Broadway. • South Broadway/Todd Street—This intersection will act as the main access point into and out of the site from South Broadway. The level of service summary indicates that all movements at this intersection will operate at LOS B or better conditions during the AM and PM peak hours through full build-out of the project during non-track and track conditions. Similar to the Nature Spa Driveway, vehicles will continue to use the existing TWLTL to access the site without impeding traffic on South Broadway. It is recommended that a "Do Not Block Intersection" sign be install on the northbound approach of South Broadway to ensure that vehicles can enter and exit this intersection during the red phase of the adjacent traffic signal. • Lincoln Avenue/Whitney Place/Gurtler Lane — Gurtler Lane is a narrow City paper street that provides minimal access to AJ's Dry Cleaners and several single family homes. It is recommended that Gurtler Lane be reconstructed to City standards and properly realigned opposite Whitney Place in order to provide access to several land uses located on the south side of Lincoln Avenue. The Thirsty Owl driveway will be removed and all traffic associated with this development will either use the existing Nature Spa Driveway on South Broadway or a new connection to Gurtler Lane. In addition, traffic associated with the proposed hotel development will also access Lincoln Avenue via Gurtler Lane. It is noted that Whitney Place currently intersects Lincoln Avenue at a skew. It is recommended that this leg of the intersection be striped to delineate a typical four-way intersection that will minimize driver confusion and turning path overlaps. The northwest corner of the intersection can also be reconstructed to minimize driver confusion and reduce pedestrian crossing distances. Aerial #1 provides a concept of the proposed intersection striping and mitigation. The level of service summary indicates that the northbound Gurtler Lane and southbound Whitney Place approaches will operate at LOS C or better during the AM and PM peak hour for non-track or track conditions. In addition,the eastbound and westbound Lincoln Avenue left turn movements will operate at LOS A during both peak hours and Mr.Joseph Larkin September 5,2019 Page 11 of 14 conditions. It is recommended that the northbound and southbound approaches operate under stop sign control. No addition mitigation is recommended at this intersection as a result of the project. Rat VP. , 11 — 4: . :v. , i, itolimisi, PROVIDE 43 lie 4101111111 rt SHOULDER STRIPING a • PROVIDE 50 FT 116, t diti III 1 i LONG CENTERLINE iv , RECONSTRUCT CORNER RESTRICT ON-STREET - TO IMPROVE ALIGNMENT s PARKING ON WHITNEY PLACE I NEAR LINCOLN AVENUE - • .11h#1111 iii, ,.... - ---,_ , ,i, s • -J.-- p. Ampoin Y STOPly, " " 'Lincoln IJ _ _=,,,,---- - - : i'FI ,, II _ ___ ______ _ I 1 II 1 *,---ir, E�EC,F;. � _ Aerial#1—Lincoln Avenue/Whitney Place/ _ _ I Gurtler Lane Concept i 0 - II Queuing Evaluation Queuing was observed at the South Broadway/Lincoln Avenue intersection on the northbound and westbound approaches to determine if access into the development will be impacted by operations of the adjacent traffic signal.Access from South Broadway will be provided via Todd Street located approximately 300-feet south of the intersection (12 vehicles) while access to Lincoln Avenue will be provided via Gurtler Lane located approximately 225-feet east of the intersection (nine vehicles).The following observations are noted: South Broadway—Field observations indicate that the existing average northbound queue on South Broadway extends past Todd Street during the PM and Saturday peak hours for both non-track and track volume conditions. It is noted that a TWLTL is provided on South Broadway at the Todd Street intersection. Vehicles traveling southbound on South Broadway were observed waiting in the TWLTL until a curtesy gap was provided by a northbound motorist that typically occurred during a red phase of the adjacent signalized intersection. In addition, vehicles making a left or right turn from Todd Street were also provided curtesy gaps in traffic when exiting the side street. The additional traffic generated by the development will not change queueing conditions on South Broadway. In addition, the proposed development will add approximately 28 to 35 new vehicle trips to this intersection (one vehicle approximately every two minutes); therefore, it is anticipated that traffic will continue to be accommodated by curtesy gaps during peak times of the adjacent roadway network. Mr.Joseph Larkin September 5,2019 Page 12 of 14 Lincoln Avenue — Field observations indicate that the existing average westbound queue on Lincoln Avenue extends back approximately four to seven vehicles during the PM and Saturday peak hours for both non-track and track volume conditions.This does not impact traffic operations of the Whitney Place/Gurtler Lane intersection on Lincoln Avenue. A review of the level of service analysis indicates that additional traffic generated by the development will increase westbound queuing on Lincoln Avenue less than one vehicle during the PM and Saturday peak hours for non-track and track condition; therefore, average queuing on Lincoln Avenue will not impact operations of the Whitney Place/Gurtler Lane intersection after development of the hotel. Parking Assessment A review of the site plan indicates that the proposed hotel will provide 126 parking spaces(one space per room and six total spaces for employees).A review of Parking Generation,4th Edition published by ITE indicates that urban hotels typically provide one space per room which is consistent with the South Broadway Hotel. In addition, the average peak weekday parking demand was 0.64 vehicles per occupied room and occurred between 7:00 to 9:00 a.m., between 12:00 to 1:00 p.m.,and between 8:00 to 9:00 p.m.The average peak Saturday parking demand was 0.90 vehicles per occupied room and occurred between 8:00 to 9:00 p.m. This indicates that the 126 total parking spaces provided by the South Broadway Hotel will adequately accommodate operations of the facility. 5.0 Conclusions The proposed project involves the construction of a four story hotel that has 120 total rooms. Access will be provided via a driveway to Todd Street to the south and via a connection to Gurtler Lane to the north. The existing driveway associated with the Turf&Spa Motel and the paper street that provides access to the Thirsty Owl will be eliminated which is consistent with good access management principles. The surface parking lot for the new hotel will be connected to the parking lots associated with the Thirsty Owl and the Nature Spa; therefore, patrons and employees could access the site via the existing Nature Spa driveway currently provided for this existing use. It is anticipated that the project will be completed in 2021. The following is noted regarding the proposed project: • The development is expected to generate 64 vehicle trips during the PM peak hour and 87 vehicle trips during the Saturday peak hour.Traffic associated with the existing Turf&Spa Motel was removed the adjacent roadway network. • The South Broadway/Lincoln Avenue intersection will continue to operate similar to No-Build conditions after build-out of the proposed development with an increase in average overall vehicle delay less than one second. Field observations indicate that existing vehicle delay at this intersection exceeds the results provided in the level of service analysis and is the result of vehicle queuing and spillback from the signalized South Broadway/Ballston Avenue/Circular Street intersection located 700-feet to the north. The inefficiency of this this signal causes traffic to spillback and impact operations of adjacent intersections such as the South Broadway/Lincoln Avenue intersection. The applicant is not responsible for mitigating existing poor operating conditions at intersections throughout the City of Saratoga Springs. A review of the trip assignment and level of service analysis indicates that the proposed project will have minimal impact to the signalized South Broadway/Lincoln Avenue intersection; therefore, no mitigation is recommended at this intersection. Mr.Joseph Larkin September 5,2019 Page 13 of 14 • The level of service summary at the South Broadway/Nature Spa Driveway indicates that all movements at this intersection will operate at LOS B or better conditions during the AM and PM peak hours through full build-out of the project during non- track and track conditions. • The South Broadway/Todd Street intersection will act as the main access point into and out of the site from South Broadway.The level of service summary indicates that all movements at this intersection will operate at LOS B or better conditions during the AM and PM peak hours through full build-out of the project during non-track and track conditions. Vehicles will continue to use the existing TWLTL to access the site without impeding traffic on South Broadway. It is recommended that a "Do Not Block Intersection"sign be install on the northbound approach of South Broadway to ensure that vehicles can enter and exit this intersection during the red phase of the adjacent traffic signal. • It is recommended that Gurtler Lane be reconstructed to City standards and properly realigned opposite Whitney Place in order to provide access to several land uses located on the south side of Lincoln Avenue.The Thirsty Owl driveway will be removed and all traffic associated with this development will either use the existing Nature Spa Driveway on South Broadway or a new connection to Gurtler Lane. In addition, traffic associated with the proposed hotel development will also access Lincoln Avenue via Gurtler Lane. It is also recommended that Whitney Place be striped to improve alignment at the intersection. The northwest corner of the intersection can also be reconstructed to minimize driver confusion and reduce pedestrian crossing distances. The level of service summary indicates that this intersection will operate adequately after build-out of the development during non-track and track conditions. It is recommended that the northbound and southbound approaches operate under stop sign control. • The sight distance analysis indicates that the available intersection and stopping sight distances at the proposed Site Driveway intersection on Todd Street and at Gurtler Lane on Lincoln Avenue meet AASHTO guidelines for the applicable operating speed. • It is recommended that any proposed vegetation and/or signage related to the site be placed a minimum of 15-feet back from the edge of the travel lane so that adequate sight lines are maintained along the site frontage. • Field observations indicate that the existing average northbound queue on South Broadway extends past Todd Street during the PM and Saturday peak hours for both non-track and track volume conditions. Vehicles traveling southbound on South Broadway were observed waiting in the TWLTL until a curtesy gap was provided by a northbound motorist. In addition,vehicles making a left or right turn from Todd Street were also provided curtesy gaps in traffic when exiting the side street. The additional traffic generated by the development will not change queueing conditions on South Broadway;therefore, it is anticipated that site generated traffic will be accommodated by curtesy gaps during peak times of the adjacent roadway network. • Field observations and the level of service analysis indicate that the average westbound queue on Lincoln Avenue will not impact operations of the Whitney Place/Gurtler Lane intersection after development of the hotel. • The 126 parking spaces provided by the proposed South Broadway Hotel will adequately accommodate operations of the facility based on a review of data published by ITE which indicates that urban hotels typically provide one space per Mr.Joseph Larkin September 5,2019 Page 14 of 14 room. In addition, the proposed hotel will provide more parking spaces than the average peak weekday and Saturday parking demand. Please call our office if you have any questions or comments regarding the above analysis. Respectfully submitted, Creighton Manning Engineering, LLP „/"'fr Mark D. Nadolny Associate N:\Projects\2019\119-168 Larkin-South Broadway Hotel\Working\Traffic\Report\119168_Itr rpt_20190905.1.docx Attachment A Site Plan South Broadway Hotel City of Saratoga Springs, New York SITE STATISTICS LCI TAX ID /PARCEL NUMBER: 178.27-1-44 & 165.83-2-35 & 165.83-2.36 _ The LA GROUP Landscape -hit-- & Engineering P.C. PARCEL SIZE: 1.37 AC 1 l w rn P Ffe. PuT .P&- 0 ZONING: TR -5 TRANSECT ZONE - NEIGHBORHOOD CENTER _ W 1 0 40 Long Alley p: sta-sal-91o0 Q 1 o Saratoga Springs f 518-587-0180 NY 12866 x^nrw.thelagroup.com ZONING REQUIREMENTS: REQUIRED PROVIDED .nnmm FRONT SETBACK 0'-12' 3.6' 10 J - - - - dacu n dl, fsdd- n2zo9 ohne EVERGREEN BUFFER Nev rkstare lducer L _ SIDE SETBACK 0' 13. 6' _ REAR SETBACK 0' 59.9' I✓ 1 MAX BUILDING HEIGHT 50' (2 STORY MIN.) 50' (4 STORIES) \ I✓ 1 c. aye La cr��v zor9 MINIMQUIREMENTS 0. 95% \ 1 "I-'9 � "z�l a -'I GARAGE ENTRY RAMP 78 25 ?rep.red;°i PARKING REQUIREMENTS REFusE AREA \ 1 I Larkin Hospitality REQUIRED HOTEL 1 PER GUESTROOM120 ROOMS = 120 SPACES I SCREENING TREATMENT 1 1 PER 2 EMPLOYEES 12 EMPLOYEES /2 = 6 SPACES \ �e; = " � I - - � 410 Shelburne Road TOTAL SPACES REQUIRED = 126 SPACES 5 ; ' CONSOLIDATED VT 05401DATED ENTRANCE 1 - - .� sLo� n IGRAVEL PAVING PROPOSED SPACES PROVIDED _- \ di -8 EDGE OF ASPHALT PAVEMENT GRAVEL DRIVE 32 26 SURFACE PARKING SITE 60 SPACES (3 HC) - - t.- PARALLEL STREET n PARKING 6 SPACES - - O 77 GARAGE PARKING 60 SPACES (2 HC) \� - - • I QP- - TOTAL SPACES PROVIDED = 126 SPACES Z' P v 1N - 3.44. 4- �d ARRIVAL/DROP OFF AREA II II I + \ 50 48 LL LL 14 �D -+ V 11 .... 18.00' 24 00' 2.00 Al 12LI.0( -1 [TT9 1 I I � I 7� 2 CO South Broadway 0 I I Q \ Q — Hotel \ o I 1O 176 Broadway 5 7.32 9.0' 2B.0' Saratoga Springs, NY 12866 \ I SOUTH BROADWAY HOTEL \ 1 - 120 ROOMS-FIE 1ao = 1 -4 STORIES I\ BIKE RACK -\ BENCHES 24.0' \ - Project N. 2018074 cMI - - - L - - - .. - - - - - . ---- - ------ C o- OrEav9n IOH Ch'k'.: MN �A N _ \ ^ nate: 5/202019 -Ia -20' PV - R,, 0escrpk on gate: FE +� 1 Revsedper<0-- 8/28/2019 FRONT JN03 EXISTING 36" ELM TREE- ('ONV9V) d3LVM ,.t EXISTING STREET LIGHT FIXTURE m WATER& SEWER CONNECTIONS ON BROADWAY SOUTH BROADWAY ('0311) 2131VM „Zl odno VN03 �.awin°line ° n Special Use Permit T Plan Planning Board # 19.XXX APPROVAL: �awV9 N°- APPROVED UNDER AUTHORITY DFA RESOLUTION ADOPTED BY THE 0 5 10 20 40 ® SUP PLANNING BOARD OF THE CITY OF SARATOGA SPRINGS. CHAIRPERSON SCALE. 1"=20' DATE SIGNED Attachment B Turning Movement Counts and Automatic Traffic Recorders South Broadway Hotel City of Saratoga Springs, New York ❑ cu L m m r 0 CO ❑ � lL7 r O U) C �r0 E.. -- V- CU Da?.. Z OCZ C 0] o - cc Ucn[n0- LO N v J N J � d . Q7 E A Li SM W W U/ t/ C_ LU CD ❑ = L CC [4 -' C C� C ❑-0 N C11 07 NO Z caW U .0 r- QLo G u7 co N Nr M � w Cq N Rte] b O O LD LO r - r] CO M CO r [r7 �+] C7 r3 N � I N N r b r a r O _ rt CL [Y] X17 r � m I- N N O N N � CO Li] N LC7 Q Ln 'tit W) � M Lo Ln Ln N I { T � � N p r p m r � IA O N co w d u7 Ln O m O r q �] ti N IL N r` a a a a s Q O O b O Q O O Q b a i � C ti 7 a C m W) m M Ln r r� m v co r m co b a a Q a b a D + J N N V r r O O a a V H r C � J W C Cmc] l [O*7 [ar] CC ] Nb Q a Lo r r f4 N r M M L d C) CIM a r r a NM 0 r a v s0 b N w a a O a Q Q a c r Q 0 O O a 0 01 ID f� N N- m I% -N r r L J O a N r N r � 07 Q pN r a1 m l 7 N a Q a + O N ~ r r r r l r r i a r r r r r r r r It] T j O] m a O O N 61 r r- � n Ln LO V ti Q N ti r [V a r co E 9 0 Q Q b a a a 0 o a 0 0 0 b a s o b c mb CD0 dco ! r' co a N m r ti I0 r m M M b p a Q a Cl O a F i O Z 2 mmmm0Ma Nr- TP- P- ati mmN0 c ci cu cu N Ln M y b O ~ a b Q a a r a ❑ Q r N N0 r a Ln Q Q LO +-+ W N N CO Cr) cmr? cmr] N N T- N N N p Q O a Q a O N E^' W a:q co It] Il] b m N ~ a7 r LC] 1� f- > ¢ o w m w N LO f.0 LO N ' r Q [h b 0 2 to d r7 x N c Q cti r +n Q cv Ln co -E c L Q Q a a b a a 0 0 a 0 a a a O a i F- co m r r- [+] r ca Q a' oD Q m `r' a Ln b p N J N N N N m r r N Cr7 a1 'I- r- m N Q a r O a O r 41 C J 2es*! r 1 � N N fN N N R] N ti T r a M ' rL L m O v1d' co m Q CD r b N N LCA r r b a Q a b O 0 r [� a r a Q b a C O cv r Co m r W N T 1p m m m N a r m v T N Q O r co Q�tl a CO a V r M V N It 07 O 0 Mme b LD Ca r Q r r a b Q 0 Q Q O T a v T N w �(] Q MI m CO a) N [4 d r Lr) - Cl) Or N Ln N O m C9 r co b a a a 0 a O O O Q Q o a o b m C 7 cn L d ti ti m } m m 0 0 N [r] O Q O F � ' a O N m r N m I M CO (D 0 r- w 0 0 m ti 0 �7 Lo 0 a m o m r a I T- c+? [�7 � a m �c b a a N m in b b O O� QO Q O r r N b a a Q a a � CD O + Q rn r' in m LO a] T- M v m Ln Kt Nt b v b a Q a Q 0 a a CV u7 a O 0 a C C O I4 C O O a0 in 0— L a Ln a u7 Q Lo b Ln # � [] O O [� in m ~ �d' 7, O N qr mr V IT � Lo Ili Ln SIT � C� � n � c m � m� C m mm a 0 a cc 3 -v m 0 o, m ?0 CON 0 0 r N �cr0 C-- c4 Z-v�o �°❑z C 0.- 0 cn cn a - Ln CL N 0 J �y J T C)- 0 � � N 0 C NN 001 ULMJ0 0)c LU �V C D ❑ 15 Cto r � o N �m i C 0io Za co [ rn ��.Kr r� m o0 V -0 T Q u7 Uncaln Ave [E] put �n Total 621 439 1060 6 7 13 0 3 3 6 3 it D 0 0 633 4" 1 52 189 168 0 0 4 3 or 0 0 1 1 0 0 0 3 u 0 0 0 0 0 34 57 206 4 I }� RI I L. U I! P 0 C20� a Q 00aC;k h� f N to M Q!� 00 C e � A � MBE 13 Ca. D 0 44k] m 0 A 0 IP I� +1- n I I a Im www et 0 0 0k o a 1 L 0 G 0 a 1 G o Q 0 r is 0 4 lw VO£ lS 0 9£t XW mm � Q � $ E a 4 L f Z E BLE leiol ul Ino 4-9 (L L 4-1 cc W E 0 2 cm CD 0 2 m N D L 07 m V-- ICON O(� v r � giro E cO mo Z-0 OCZ �U m O = *: N U cl) co ri N J N J T Cl C 0] N U V • .5,L -0 -�, w4 co C C o N �m o Zv � C � 06 QLo N N a E 0 Cn � C � C � 7 O � cy)cu 4-0 z � F ❑ rn0 o cu QE n0] +r _ �E E :3 o> 5 < ` G � J �••�� V CD N J 2 •� L L ~ N 0 2 W m � r v o r Cao r ti �rO E••'gt Cc a) � 2 002 �c o-l..m UCl) U)a- LO CD E N U J N J r a C �0) C►J���RRU v �•2 W N C O C C C Azco� � o N �m o Zv rn a� mm Q LO LwWft AO `ej w In Tauki w 551 1 3 6 0 1 i 3 1 4 0 0 0 349 214 592 rc* G 0 1 0 0 a a 4 , 0 0 0 } i06 9s 0 20 R T L i0 P j 1 1. 0008 a aaID00 o v Lo 2 C Way o --�d30 I- J90. � *rte a C D W 0 J m- m o n d r 13 cs I m d 0 9Z ML 69 SIF 0 0 0 o it 0 0 C' L 0 a 0 L 0 1? 4se 99& BLE LLL !m o a 0 9 7 L 0 0 0 Z L L 6K SMUZ IML lol 4I m ]'WAV wp2wl rdmi v 0 EL ca �Q 0 2 co nN li N E 0 2 0m c .c L N O 2 9, m 0 m r v COZ! OCA colla r N Qi r E "N CC a) Z OOZ C � O Uuou3CL Ln 25 E N U J N J lZ CD aa)) C —�� -0 a . c U? N W N 'c O tm c p'D CC Z 0 m o0 U - r Q � Lincoln Ave {E] Out kh Total 576 439 1015 7 5 F2 5 7 7 2 5 0 + +�� 1m 55 166 197 1 0 0 2 0 0 0 0 Z 1 0 0 0 0 0 0 57 59 111 IN 1 $7 Ft T' L Lt P L. t 0 01 0 �+ 'n O C6 0 0 0 0 u� ao rn 5 sn u� B i o 0o g 8 s �-. w r m r 0 ry .ti ai m = ram JL I id ova 2 owo �m�m 2 Q Q 0 0 Q ce-Ir .0 0 0 1 t r� ID im tu 09 VE o Q 0 0 rz .0 $ G 0 0 0 5 D 0 d 1 G 0 0 0 LZ LVZ 09 0 to m r Z Z 1 S Z E Z l SZ9 "I ME lalol ul ;no any u102ull —^ V a— CC 0� E 0 2 CDC 'C Q) 0 2 cm CID3 0 L m = 0 = CO CC%J ❑ cv mt-o E .. --m Z-0 0 oC)z C N 0.- M 0U?U)a- N 0 J N J r Q i v , o 20 m CD in CV N w �. •' m c o i 0 Z Q3 7+� C cii QLo N d a_ N 2 A N [a m O :30 o co cnmv T 6,rm-v E M°)Wo Z15 ooz C CO ❑ o�11m U cn CO a - LO a CN 0 J C-4 J a CD N N C .. N m 0 N a)�/) a —0Win Co OWN C C L-0 N� ❑ erg �N �M 0 D O CO ❑3 7ti cisOb [) -0 V -- ;Fc Q U.) ►W ■■ 0 0 N 4-6 r 0 (I ca -4-0 cc t� 0 2 cu AE W 0 S t� uvNn *V* I ] Out km Total 287 225 512 4 2 6 3 1 4 2 1 0 #� 0 2e6 220 sn. M 95 101 0 0 2 fd L] 0 0 1 p 0 0 0 1 a d 19 4 0 0 217 31 97 101 0 2D o o o a a m c 0c; lei € 1Y r -aa O 4 r Q M {7 OP F} m V) +'F a +1� g €1 Ch n `m n a a 4W0 -°m4MA n z I b d 0 t!L 'M tt cl 1) 0 0 0 C4 L 0 0 E+ 0 E 0 E 0 0 0 1 1 4 -D ek OCL ez 0 Zee ee�t o � Z I. E iM C L off 9 0 QX M Z91 IrmL L ul ln0 fMl any ul"ull ►W ■■ 0 0 N 4-6 r 0 (I ca -4-0 cc t� 0 2 cu AE W 0 S t� JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168pm1-Spa 2019-07-05 Counted By: IP Site Code :119168-1 Location: S. Broadway/Spa Start Date :7/5/2019 Comments Page No : 1 ria Printed- Vehicle - - Spa driveway I S. Broadway S. Broadway Westbound Northbound_ Southbound _ Start Time --1.0 Left _ Right RTGR App. Total Thru Right RTGR App. Total i Left Thru T RTGR App. Total Int. Total , Factor 1.❑ .o _0 : 1.0 1,0 T 1.o 1.o 1 1.01 04:05 PM 0 0 0 01 0 0 0 0� 1 0 0 1 1 *** BREAK *** 04:35 PM 0 ❑ 0 0 0 1 0 1 0 0 0 0 1 04:50 PM 0 1 0 1 0 0 0 0 1 0 0 1 2 05:05 PM 0 0 0 0 0 1 0 1 0 0 0 0 1 *** BREAK *** 05:35 PM 0 3 0 3 0 0 0 0 0 0 0 0 3 05:50 PM 1 0 0 1 0 0 0 0 0 0 0 0 1 Grand Total 1 4 0 5 0 2 0 2 2 0 0 2 9 Apprch % 20 80 0 0 100 0 100 0 0 Total % 11.1 44.4 0 55.5 , 0 22.2 _0 22.2 1 22.2 0 _ 0 22__2_, Vehicles 1 4 0 T 5 0 2 0 2 2 0 0 2 9 % Vehicles 100 100 0 100 0 100 0 100 100 0 0 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o0 0 0 01 0 0 0 .0 0' 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-158 File Name : 119188pm1-Spa 2019-07-05 Counted By: IP Site Code : 119188-1 Location: S. Broadway/Spa Start Date : 7/5/2019 Comments Page No : 2 Spa Driveway S. Broadway S. Broadway WestboundNorthbound Southbound _ Start Time Left I Rigbt RTOR e Aoo_ Total Thru Riht RT�R A .Total Left Thru RTOR � App. Total Int. Total Peak Hour Analysis From 4:30:00 PM to 5:30:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:30:00 PM 4:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 1 5:00:00 PM 0 1 0 1 0 0 0 0 1 0 0 1 2 5:1.5:00 PM 0 0 0 0 0 1 0 1 a 0 0 0._1. . Total Volume 0 1 0 1 0 2 0 2 1 0 0 1 4 % App_ Total 0 100 0 0 100 0 100 i 0 0 PHF -000.250 .000 2501 .000 .500 .000 .500 .250 ,000 000 ..250. .500 , Vehicles 0 1 0 1 0 2 0 2 1 0 0 1 4 % Vehicles 0 100 0 100 0 100 0 100 100 0 0 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 yI In Jqjal 1 1 2- 0 0 ❑ 0 0 ❑ 1 0 0 0 0 ❑ 0 0 Thru Left RTO P I Peak Hour Data T North Peak Hour Begins at 04:30 PNM N Vehicles T F+ 0 2 0 0 0 0 Q 0 I 0 2 0 0 0 01 2 Out In Total JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168mid1-Spa 2019-07-06 Counted By: IP Site Code :119168-1 Location: SBroadway/Spa Start Date :7/6/2019 Comments Page No : 1 Groups Printed- Vehicles - - Spa Driveway S. Broadway S. Broadway Westbound Northbound Southbound _ Start Time Left Right RTOR App. Total Thru Right RTOR App Total Left Thru RTOR App. Total Int. Total Factor 1.0 1.0 1.0 .0 1.0 1.0 - 1.0 1.0 1.01 ►., BREAK 12:45 PM 0 0 0 0 0 2 0 2 0 0 0 0 2 Total 0 0 0 0 0 2 2 0 0 0 0 2 *** BREAK *** 01:15 PM 0 0 0 0 0 1 0 1 1 0 0 1 2 01:30 PM 0 0 0 0 0 1 0 1 0 0 0 0 1 01:45 PM 1 0 0 1 0 0 0 0 0 0 0 01 1 Total 1 0 0 1 i 0 2 0 2 1 0 0 1 4 Grand Total 1 0 0 1 0 4 0 4 1 0 0 1 6 Apprch % 100 0 0 0 100 0 100 0 0 Tota I % 16.7 D 0 16.7 0 66.7 0 _66.7 16.7 _ 0 0 16.7 Vehicles 1 0 0 1 0 4 0 4 1 0 0 1 6 % Vehicles 100 0 0 100 0 100 0 1001 100 0 0 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 -� 0_ 0 0 0- 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0, 0 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168mid1-Spa 2019-07-06 Counted By: IP Site Code :119168-1 Location: SBroadway/Spa Start Date :7/6/2019 Comments Page No :2 Spa Driveway 0 0 S. Broadway 0 0 0 0 Westbound 0 0 Northbound 0 0 Start Time I Left I Right I RTOR.1 App. Total Thru Right G RTOR , App. Total J Left Peak Hour Analysis From 12:00:00 PM to 12:45:00 PM - Peak 1 of 1 000 .000 Peak Hour for Entire intersection Begins at 12:00:00 PM 0 0 0 2 12:00:00 PM 0 0 0 0 0 0 0 0 0 0 12:15:00 PM 0 0 0 0 0 0 0 0 0 0 12:30:00 PM 0 0 0 0 0 0 0 0 0 12:45:0_0 PM 0 0 0 0 0 2 0 2 0 Total 1lolume 0 0 0 0 0 2 0 2 0 % App. Total 0 0 0 0 100 0 0 PHF .000 .000 .000 .000 .000 .250 .000 _.2501 .000 Vehicles 0 0 0 0 0 2 0� 2 0 % Vehicles 0 0 0 0 0 100 0 100 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 S. Broadway Out In TSI 0 0 0 a 0 0 0 0 0 01 1 0 1 0 0 0 0 0 0 0 0 ❑ 0 ❑ 0 0 -T hr TOR 1 4 Peak Hour Data North Peak Hour Begins at 12:'ISM Vehicles Ell N Thr u R Ig ht RTQR 0 2 0 0 0 0 0 0 0 0 2 0 0 2 2 II 0 0 ff 0 0 Q 2 2 Oul In Total S. Broadway Southbound T h ru I RTOR App. Total Int. TotaI J 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 -o z 0 0 000 .000 .000 250 0 0 0 2 0 0 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 tr'a` aO Cn 0000 +0000 0000 'M0000 W 0 C, — JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name 119168pm1-Turf Motel 2019-07-05 Counted By: IP Site Code = 119168-1 Location: S. Broadway/Turf Motel Start Date : 7/5/2019 Comments Page No : 1 Gr.oup s Printed- Ve h ioles - - Turf Motel S. Broadway S. Broadway Westbound Northbound Southbound Start Time Left Right RTOR App. Total Thru Right RTOR App. Total Left Thru W RTOR App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1 1.0 1.0 1.0 1 0 1.0 04:05 PM 0 1 0 1 0 0 0 0 1 0 0 1 2 04:20 PM 0 0 0 0 0 1 0 1 2 0 0 2 3 04:35 PM 0 1 0 1 0 1 0 1 0 0 0 0 2 04:50 PM 0 1 0 1 0 1 0 1 2 0 0 2 4 05:05 PM 0 4 0 4 0 0 0 v 2 0 0 2 6 05:20 PM v 2 0 2 0 0 0 0 0 0 0 0 2 05:35 PM 0 2 0 2 0 1 0 1 0 0 0 0 3 05:50 PM 0 1 0 1 0 1 0 1 0 0 0 0 2 Grand Total 0 12 0 12 0 5 0 5 7 0 0 7 24 Apprch % 0 100 0 0 100 0 100 0 0 Total % 0 50 0 50 0 20.8 0 20.8 29.2 0 0 29.2 Vehicles -'-O- _ 12 0 12� 0 5 0 5 7 0 0 7 24 Vehicles 1 0 100 0 1000 100 _ 0 100 100 0 0 100 100 1 v 0 0 01 0 0 0 0 v v 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 v 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168pm1-Turf Motel 2019-07-05 Counted By: IP Site Code :119168-1 Location: S. Broadway/Turf Motel Start Date :7/5/2019 Comments Page No 2 S. Broadway Out to 0 0 0 0 0 5 0 0 a 0 0 0 0 0 5 0 Thru Left L+ Peak RTOR `+ w Peak Hour Data T Norah Peak Hour Begins at 04.31C- FM Vehicles L - - T r Thru i ht R R 0 3 Q 0 d b 0 03 D 0 0 D 0 Out In Total �C Turf Motel Westbound S. Broadway Northbound S. Broadway Southbound Start Time Left Right , RTOR , App. Total Thru Ri ht a RTOR I App. Total 9. Left Thru RTOR App. Total Int. Total Peak Hour Analysis From 4:30:00 PM to 5:30:00 PM - Peak 1 of 1 0 Peak Hour for Entire Intersection Begins at 4:30:00 PM 4:30:00 PM 0 0 0 0 0 1 0 1 1 0 0 1 2 4:45:00 PM 0 1 0 1 0 1 0 1 0 0 0 0 2 5:00:00 PM 0 1 0 1 0 1 0 1 2 0 0 2 4 5.1 5:00 PM 0 4 0 4 C 0 _ 0 0 20 0 2: s Total Volume 0 6 0 6 0 3 0 3 5 0 0 5 14 A. Total 0 100 0 0 100 0_ 100 0 0 PPF .000 .375 .000 .375 .000 .750 .000 .750 _625 .000 .000 .625. 583 Vehicles 0 8 0 8 0 3 0 3 5 0 0 5 16 % Vehicles 0 133.3 0 1333 0 100 0 100 100 0 0 100 114.3 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 S. Broadway Out to 0 0 0 0 0 5 0 0 a 0 0 0 0 0 5 0 Thru Left L+ Peak RTOR `+ w Peak Hour Data T Norah Peak Hour Begins at 04.31C- FM Vehicles L - - T r Thru i ht R R 0 3 Q 0 d b 0 03 D 0 0 D 0 Out In Total �C CO v v CO r �* vvvv CO 0 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168mid1-Turf Motel 2019-07-06 Counted By: IP Site Code :119168-1 Location: S Broadway/Turf Motel Start Date :7/6/2019 Comments Page No : 1 roups Printed -Vehicles - Turf Motel S. Broadway S. Broadway Westbound_ _ Northbound Southbound _ Start Ti m B Left Right RTO R App Total Th ru Right RTO R App. Total Left Th ru RTO R App. Total I nt. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1 01 1. 1-0 12:00 PM 0 1 0 1 0 0 0 0 4 0 0 4 5 12:15 PM 1 4 0 5 0 0 0 0 1 0 0 1 6 *** BREAK *** 12-45 P M 0 1 0 1 0 0 0 0 0 2 3 Total 1 6 0 7 0 0 0 0 7 0 0 7 14 *** BREAK *** 01:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 1 01:30 PM 1 0 0 1 0 1 0 1 1 0 0 1 3 0145 PM 0 0 0 0 0 2 0 2 0 0 0 0y 2 Total 1 0 0 1 0 3 0 3 2 0 0 2 1 6 Grand Total 2 6 0 8 0 3 0 3 9 0 0 9 20 Apprch % 25 75 0 0 100 0 100 0 0 Tc'tal % 110 30 0 40 0 15 0 15 45 0 0 4 Vehicles 2 T 6 0 8 0 3 0 3 9 0 0 9 20 Vehicles 100_ 100 0 100 0 100 0 100 100 0 0 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 —0 -- 0 0 0 0 0 0 0 0 0 0 0 0 0 %r 0 0 0 0 0 0 0 0 0 0 0 0 0 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168mid1-Turf Motel 2019-07-06 Counted By: IP Site Code :119168-1 Location: S Broadway/Turf Motel Start Date :7/6/2019 Comments Page No : 2 . emady Out In T#Ia T___6 7 13 r 0 0 Q 0 I�6 7 L k t f 0 7 0 0 0 0 0 0 7 0 Thru Left RTOR 1 '+ Peak Hour Data T North _ Peals Hour Begins at 12:00 PIV Vehicles I F+ Thru -,-Right RTOR 0 0 0 0 0 0 0 0 0 0iI OJ 1 0 1 0 0 0 Out In TO rts� OT Turf Motel r S. Broadway M6 S. Broadway 0 �� Westbound �oa� Northbound Southbound Start Timee I Left I Right RTOR LApp. Total o 000 Th ht RTOR App. Total Left Thru.. _RTOR _ App. Total Int. Total] _ Peak Hour Analysis From 12.00:00 PM to 12:45:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00:00 PM 12:00:00 PM 0 1 0 1 0 0 0 0 4 0 0 4 5 12:15:00 PM 1 4 0 5 0 0 0 0 1 0 0 1 6 12:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45:00 PM 0 1 0 1 0 0 _ 0 0 2 0 0 21 3 Total Volume 1 6 0 7 0 0 0 0 7 0 0 71 14 , App. Total 14.3 857 0 1 a 0 0 100 0 0, PHF .2_50 .375 .000 .3501 .000 .000 .000 .000 _4.38_ _000 -00.0 —.438. _ .583 Vehicles 1 6 0 7 0 0 0 0 7 0 0 7 14 % Vehicles 100 100 0 100 0 0 0 0 100 0 0 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ago 0 0 0 0 0 0 0 0 0 0 0 0 0 . emady Out In T#Ia T___6 7 13 r 0 0 Q 0 I�6 7 L k t f 0 7 0 0 0 0 0 0 7 0 Thru Left RTOR 1 '+ Peak Hour Data T North _ Peals Hour Begins at 12:00 PIV Vehicles I F+ Thru -,-Right RTOR 0 0 0 0 0 0 0 0 0 0iI OJ 1 0 1 0 0 0 Out In TO rts� OT , r M6 0 �� oo� �oa� 0 Ll o 000 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168pm1-Todd St 2019-07-05 Counted By: IP Site Code :119168-1 Location: S. Broadway/Todd St Start Date :7/5/2019 Comments Page No : 1 _ Grog, ps Printed- Vehi c res - Todd St S. Broadway S. Broadway Westbound Northbound Southbound Start Time Left Right RTGR App. Total Thru Right RTGR App. Total , Left Thru _ RTOR App. Total Int. Total Factor 1.0 1.0 '{ ,0 1.0 : _1.0 -_ 1.0 1.0 1.0 1.0 04:6'5-P M 0 2 0 2 0 - 1 0 1 1 0 0 1 4 04:20 PM 0 1 0 1 0 0 0 0 1 0 0 1 2 04:35 PM 0 1 0 1 0 1 0 1 0 0 0 0 2 04:50 PM 0 1 0 1 0 0 0 0 0 0 0 0 1 05:05 PM 0 2 0 2 0 0 0 0 1 0 0 1 3 *** BREAK *** 05:35 PM 1 0 0 1 0 0 0 0 3 0 0 3 4 05:50 PM 0 1 0 1 0 1 0 1 0 0 0 0 2 Grand Total 1 8 0 9 0 3 0 3 6 0 0 6 1-8 Apprch % 11,1 889 0 0 100 0 100 0 0 Total % 5.6 44,4 0 50.. 0 15.7 _ 16.E 333 0 0_ 3 . Vehicles 1 8 0 9 0 3 0 3 6 0 0 61 18 % Vehicles 100 100 0 100 0 x,00_ 0 100 100 0 0 100 _ 100 + 0 0 0 0 0 -0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168pm1-Todd St 2019-07-05 Counted By: IP Site Code :119168-1 Location: S. Broadway/Todd St Start Date :7/5/2019 Comments Page No : 2 S. Bfoadw ul in Total 0 D 0 0 0 0 4 0 2 0 0 0 0 0 0 01 21 0 Thn, Left RTOR 4 IV Peak Hour Data T North _ Peak Hour Begins at 04:30 PM Vehicles L T r h KOR p i 0 0 4 d 0 U 0 i, t 0 0 0 0 0 �s Out J In Total Todd St S. Broadway S. Broadway vow Westbound vvvo Northbound X Southbound �vaoa Start Time Left Right RT�I� g ru App. Th _ Right � RTO R App- _ Left '� Th ru I RT(� R _ App. Total. ... Int. Total Peak Hour Analysis From 4:30:00 PM to 5:30:00 PM - Peak 1 of 1 Peak Hour for Bntife Intersection Begins at 4:30:00 PM 4:30:00 PM' ❑ 0 0 0 0 0 0 0 1 0 0 1 1 4:45:00 PM 0 1 0 1 0 1 0 1 0 0 0 0 2 5:00:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 1 5.15:00 PM 0 2 0 2 0 0 0 0 1 a 0 1 3 Total Volume 0 4 0 4 1 01 0 1 2 0 0 2 7 % App_ To 0 100 0 0 i 100 0 100^ 0 0 PH F . .000 .500 _000 .500 _ _ .000 .250 000 _ -250 .500 _000 _000 .500 .503 Vehicles 0 4 0 4 0 1 0 1 2 0 0 2 7 % Vehicles 0 100 0 100 0 100 0 100 100 0 0 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 ❑ 0 0 0 0 0 0 ❑ 0 0 0 0 ❑ 0 0 0 0 0 0 % 0 ❑ 0 0 0 0 0 01 0 0 0 0 0 S. Bfoadw ul in Total 0 D 0 0 0 0 4 0 2 0 0 0 0 0 0 01 21 0 Thn, Left RTOR 4 IV Peak Hour Data T North _ Peak Hour Begins at 04:30 PM Vehicles L T r h KOR p i 0 0 4 d 0 U 0 i, t 0 0 0 0 0 �s Out J In Total T—o—e _ vow vvvo �vv�� X �vaoa JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 Counted By: IP Location: S Broadway/Todd St Comments File Name : 119168mid 1 -Todd St 2019-07-06 Site Code : 119168-1 Start Date : 71612019 Page No : 1 TOUDS PrinWl- Vehicles - S. Broadway S. Broadway Northbound Southbound Th ru Right RTO R App. Total, Left Th ru RTo R , App. Total Int. Total 1.0 1.0 1.0 10 1.0 1.0 _ 0 0 0s 0 0 0 0 0� 2 0 0 0 0 1 0 0 1 2 0 0 0 0 0 0 0 0 1 0 2 0 2 0 0_ 0 0`4. 0 2 0� 2 1 0 0 1 9 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 1 1 0 2 0 2 1 0 0 1 5 0 0 1 1 0 1 0 3 0 3 3 0 0 3 10 0 5 0 5' 4 0 0 4 19 0 100 0 100 0 0 0 26 3 0 263 21-1. 0 0 21.1 -- 0 5 0 5 4 0 0 ..__ 4- 19 0 100 0 100, 100 0 0 100 100 0 0 0 0 0 0— 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Todd St Westbound Start Time Left Right I RTO R App. Total Factor 1.0 1.01 1.0 12:00 PM 0 2 0 2 12:15 PM 0 1 0 1 12:30 PM 0 1 0 1 12,45 PM 0 2 0 2 Total 0 6 0 6 01:00 PM 0 1 0 1 01:15 PM 0 0 0 0 01:30 PM 0 2 0 2 01: 5 PM: 0 1 0 1 Total 0 4 0 4 Grand Total 0 10 0 10 Apprch % 0 100 0 'total % _ 0 52.6 0 52.6 Vehicles 0 10 0 10 % Vehicles 0 100 0 100 0 0 0 0 % 0 0 0 0 0 0 0 0 % 0 0 0 0 File Name : 119168mid 1 -Todd St 2019-07-06 Site Code : 119168-1 Start Date : 71612019 Page No : 1 TOUDS PrinWl- Vehicles - S. Broadway S. Broadway Northbound Southbound Th ru Right RTO R App. Total, Left Th ru RTo R , App. Total Int. Total 1.0 1.0 1.0 10 1.0 1.0 _ 0 0 0s 0 0 0 0 0� 2 0 0 0 0 1 0 0 1 2 0 0 0 0 0 0 0 0 1 0 2 0 2 0 0_ 0 0`4. 0 2 0� 2 1 0 0 1 9 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 1 1 0 2 0 2 1 0 0 1 5 0 0 1 1 0 1 0 3 0 3 3 0 0 3 10 0 5 0 5' 4 0 0 4 19 0 100 0 100 0 0 0 26 3 0 263 21-1. 0 0 21.1 -- 0 5 0 5 4 0 0 ..__ 4- 19 0 100 0 100, 100 0 0 100 100 0 0 0 0 0 0— 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168mid1-Todd St 2019-07-06 Counted By: IP Site Code :119168-1 Location: S Broadway/Todd St Start Date :7/6/2019 Comments Page No :2 S. Broadway I In Total 6 1 7 0 0 0 0 01 0 0 1 ❑ 0 ❑ 0 0 ❑ ❑ 1 0 TrLeft RTOR 1W Peak Hour Data T North Peak Hour Begins at 12:00 PM Vehicles L T F+ Th v Right RIOR 2 0 0 0 0 ❑ 0 ❑ ❑1 2 0 0 2 2 0 0 0 Out In Total Todd St S. Broadway S. Broadway rr � Westbound Northbound Southbound I ap 0 0 Start Time LeftTikim RTOR , . Total Thru Right I RTOR .App. Total Left RTOR ADD Total Int. Total Peak Hour Analysis From 12:00:00 PM to 12:45:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00:00 PM 12:00:00 PM 0 2 0 2 0 0 0 0 0 0 0 0 2 12:15:00 PM 0 1 0 1 0 0 0 0 1 0 0 1 2 12:30:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 1 12A5-.00 PM 1 0 2 0 2 0 2 0. 2 0 0 0 0 4� Total Volume �0 6 0 6 I 0 2 0 2 1 0 0 1 9 App Total o 100 0 I r 0 100 a 100. 0 -0 _. Pk-Ilrr .QOO 750 MO 750 .0_00 .250 .000 .250 .250 _000 _000 .250 .563 Vehicles 0` 6 0 6 0 2 0 2 1 0 0 1 9 % Vehicles 0 100 0 100 0 100 0 100 100 0 0 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 S. Broadway I In Total 6 1 7 0 0 0 0 01 0 0 1 ❑ 0 ❑ 0 0 ❑ ❑ 1 0 TrLeft RTOR 1W Peak Hour Data T North Peak Hour Begins at 12:00 PM Vehicles L T F+ Th v Right RIOR 2 0 0 0 0 ❑ 0 ❑ ❑1 2 0 0 2 2 0 0 0 Out In Total EOO rr � I ap 0 0 a 0 CD fn o� Xab000 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-108 Counted By: MF Location: Lincoln Ave/Thirsty Owl Drwy Comments: board direction? File Name : 119158pm_2019-07-05 Site Code : 119158-2 Start Date : 7/5/2019 Page No :2 Lincoln Avenue Lincoln Avenue Thirsty Owl Driveway Eastbound Westbound Northbound Start Time Thru Right, RTOR App. Total Left Thru RTOR App, Total Left Right RTOR App Total Int. Total Peak Hour Analysis From 4:30:00 PM to 4:45.00 PM - Peak 1 of 1 — Peak Hour for Entire Intersection Begins at 4:30:00 PM 4:30:00 PM 0 0 0 0 0 0 0 0 4:45:00 PM i _ 1 l 0 0 0 0 0 0 0 04:40 PM 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0_ PHF .000 .000 .000 .000 .000 .000 -0 .000 Passenger Veh 0 0 0 0 0 0 % Passenger Veh 0 0 0 0 0 0 0 Heavy Veh 0 0 0 0 0 0 0 % Heavy Veh 0 0 0 0 0 0 0 School Buses 0 0 0 0 0 0 0 % School Buses . 0 0 0 01 0 0 0 Arvv - 0 vCOD cc: v L Cvav' v C v v L 40 a 0 Peak Hour Data North Peak Hour Begins at 04:30 PM Passenger Veh Heavy Veh School Buses 0 0 0 0 0 0 - 0 0 Left Ri hl RTOR 0 of ❑ 0 0, ❑ 0 i _ 1 l 0 _ I 0 0 0 0 I 0 3 0 0 3 Gut In Tagil 0 0 0 0 0 0 - 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 0 100 0 000 .250 .000 .250 1 2 0 3 0 200.0 0 300.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 - 2 vvvv r � vvvv 0000� 0 � ;1CD v v v 0 10 0 1 0 0 1 X50 3 300.0 0 0 0 0 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 Counted By: MF Location: Lincoln Ave/Thirsty Owl Drwy Comments File Name = 119188mid 2019-07-08 Site Code : 119188-2 Start date : 7/8/2019 Page No : 1 Groups Printed- P.as ian ger Veh - Hea yy Ve.h - SchaoI Bases Lincoln Ave Lincoln Ave Thirsty awl Driveway Eastbound Westbound Northbound Start Time Th ru Right RTO R App Total Left . Th ru RTO R App Total Left Right RTO R App. Total Int. Total Factor 1.0 1.0 1,0 1.0 1-01-- 'I.0 _ 1.0 1.0 _ 1.0. — 12:00 PM 0 0 0 _ 0 1 0 0 1 1 1 0 2 3 12:15 PM 0 2 0 2 0 0 0 0 0 0 0 0 2 12:30 PM 0 1 0 1 0 0 0 0 0 1 0 1 2 11245 P 0 3 0 3 0 0 0 0 0 2 0 2 5 Total 0 6 0 61 1 0 0 1 1 4 0 5 12 01:00 PM 0 0 0 0 0 0 0 0 2 0 0 2 2 01:15 PM 0 2 0 2 1 0 0 1 0 1 0 1 4 01:30 PM 0 1 0 1 1 0 0 1 1 1 0 2 4 01:45 FTI 0 2 0 2 1 0 .0 0 1 0 3 0 3 6 Total 0 5 0 51 3 0 31 3 5 0 8 16 Grand Total 0 11 0 11 4 0 0 4 4 9 0 13 28 Apprch % 0 100 0 100 0 0 30.8 69.2 0 Total % 0 39.3 0 39,3 14.3 0 0 14.3 143 32,1 0 46,4 Passenger Veh 0 11 0 11 4 0 0 4 4 9 0 13 28 % Pas-snnqE�r Vert 0 10.0 0 100 100 0 0 100 100 100 0 100 100 Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0 0 %H ay..,Vph 0 0 0 0 0 0 0 0 0 0 0 0, —0. School 1 Li Ses 0 0 0 0 0 0 0 0 0 0 0 0 0 % School Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168midl2019-07-06 Counted By: MF Site Code : 119168-2 Location: Lincoln Ave/Thirsty Owl Drwy Start Date : 7/6/2019 Comments Page No :2 Lincoln Ave Lincoln Ave Thirsty owl Driveway i Eastbound Westbound Northbound Stat Time Thru Right . RTOR I App. Total Left Thru I RTOR, App. Total Left Right RTOR App. Total Int_ Total Peak Hour Analysis From 12:00:00 PM to 12:45:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00:00 PM 12:00:00 PM 0 0 0 0 1 0 0 1 1 1 0 2 3 12:15:00 PM 0 2 0 2 0 0 0 0 0 0 0 0 2 12:30:00 PM 0 1 0 1 0 0 0 0 0 1 0 1 2 12.:45:00 PM a 3 0 3 0 0_0 0 0 2 0 _. 5 Total Volume _ 0 6 0 6 1 0 0 1 1 4 0 5 12 % App. Total 0 100 0 100 0 0 20 80 0 PHF .000 .500 .000 .500 .250 _000 .000 .250 ..250 500 _000 ,825 .600 Passenger Veh _ 0 6 0 6 1 0 0 1 1 4 0 5 12 % Passenger Veh 0 100 0 100 100 0 0 100 100 100 0 100 100 Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0 0 % Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0 0 School Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 % School Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 %coo'0 a a 0 a W O Pear Hour Data T North Pea k Hour Begins. al 12:00 P Passenger Veh Heavy Veh sohooI Buse s +-1 1-+ i ii t I RT0R 1 4 0 0 0 0 0 D 1 1 4 0 7 5 1.2 0 0 0 71 5 1 12 Out In Taal c v v �- T� 1 -'0 C) < O X 0 0 0 0 W C201 N O 2 7+ 3 m o m L o ?CON 0LO V-- O U) (3) NrC) E.. . . T- M CL) 0 - - MQ]0.. Z OOZ U CD 0.-� N L) U) U] a - o E N U T Q En E U [1�? ([�} � � L L M a) o z cD C 0] a 2 7+ O N O M2 a7 W T ja 00 N 0�u7 �0 r iz: air0 E"N ca - a) Z opz C: (D ms? ca Vu)u?a. LID (L CD E N J C-4 V J r a C_ N N ® � (D E N UU N N yV1 .� C` �•— �[ cV � a; LU E2 C 0 ME a C •C C _10 "It cco i} C Z 0 C6 Aw r_ In 00 r Q Ln Lincoln Ave JE] Oul In TOW 361 276 637 6 4 14 4 15 CF {7 G 211E 2" 28 247 1 0 1 1 3 1 0 0 0 9 19 0 0 4 i Q 4 0 6 30 266 1 0 6 .# T ► u J © o 0 0 W aF CL 6 12 0 0 0 o cw rf 0" 0 C Q a 4 E,- At m +a v v rm as v �. k g a O J g g w r 4 n 0 o ew A O w 0 0 J Jd N r r O �rr 1 a Y o ma2 4w4 :n- O v 0 0 0.0.0 t r* n I i I D w ACs i CC 0 0 a 0 La 0 0 0 0 0 0 D 9 0 g Sze L 0 tem q4t a Ll" t E 6 C 0 E 1~r4 9 L 750L 919 9E4 Mol W ln0 M any ulooull N O a cc r Iv CON 00� r�ro C % � � 1 • r � �3 r 0 E CY] N X0.0 - •5 0 Z Ooz mm cm D - m 0cnu?a. LO CL E N 0 J N J r a co N ,.a) E :.; a) � v �n . � ...� V W` C C47 C [ts • Ld co ,. 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C C_ °� Fc -4 3� k o CD z6 L O] >% m 00 Q u7 Lnmh Am lei w trF Total 190 134 3 3 a B 0 3 3 3 3 6 0 0 0 196 143 338 11 122 1 0 0 p 3 0 0 0 0 3 0 G 0 0 0 12 119 2 G t3 R T L U to 4J Lt o 0'0 " ya.012RG ribn fnV I o til .0 w G a -0 O a.0 2 m g a Q D 0 b 4 It O I* 0 0 0 p ' d o cl$ 0' r fl: �, [3 _w 0'++ F- 4 r a o n Ln ¢r m n —+v I A m �� r, O O +] O r. o r o o n m sm i �o A d 0 Vol, 164 cl a 0 0 E 0 0 o 0 q E o 0 0 VOL 4;dt 0 0 CBS sirs 41z 0 0 0 9 £ £ 1 0 i 9 £ E L$S SEE W 110101 ul m II+.tLwq UMV1 r` 0 m a--+ 0 2 cc 4-10 AE W 0 L N O 2 cc O L � CIO r ,= 0 = CC) N ❑ co T--0 cn r' � 43 r 0 E r z OCC m ov�c�v 0cncn0- LO E CN 0 N 0 �a E � L] cn C O C),a 0) Z v cD 7+t M W QLo cc a--+ cc E 0 2 0 2 m 3 as 0 ,2 m W � CD =CO CV 0 to CD cn MCD r � NTC) E " N Z' }'0 0oz CUv m m 0 w CO CL Ln -jN 0 J N J IZ ase .0 E a)r� V _a) a) v� U �U ) . LU -.0-6 LJ a) = L C m 0D �N 3°i o a) o �. Z co t C r U �� Q Ln L-At*mAso ELk �e Lti "fsrCW a S 10 7 17 0 0 0 414 305 T18 17 270 3 0+ .5 ® I 0 1 LL 13 a A J 0 D i/ a 0 R T L U P I+ Q 4 b R P C Q 0 a$ 1D dd r. v a Q 4 a 7 W'm 0 0- 0 0 a 0- aa v C N Ir ,qC [arp j�Y NO V q 00 QQ a 7+ 0 a' 3 Q F- 0 s ,qw "A51 lv a :D 03 iS t n I Z is a a a a 0 9t .0 e 6 0 0 0 L .0 0 0 0 e0t "c c a IM Doe M 0 0 0 szL L s z U L 5 aM 9L5 L" IWol L4 FnO UW anb ulwulI 0 OL -ca cc G Q 2 cm C L (3 0 2 3 v ca 0 L cn m j0 qp N 0 to U) 0 • r � NTC) [M7 (G(D.2 .. Z O C Z c U aD 0.— M C) Cl) U) EL CL N0 J N J r Q ca u _ W�C N N � �7 C C Y Z v Cr Nr .� m OD C) -0 r QLn c r c ~ � o a c� 3 c+n 0 m jv CO N 0�v mMv a T i�v z O-�6 0 OZ C p} C)U)(na- ILD N 0 J (v U J r Q ' '� C a) E • CU U (D N �@ U cU N LU yr �Cfj z cbo L co �J+ m 00 U Q _� r LO 0 0 ni r +r _0 ca 0 2 ca a] 4-0 0 ^E W 0 2 cm c out In TOW 208 161 369 3 2 5 3 1 4 B 2 10 0 0 0 222 166 309 10 1 0 11 #L 14a 1 0 152 T 3 0 0 El 0 V 0 0 0 3 0 0 l LP a L+ It F a ID Id C Q d a 7 A!R ii 0- 0 o® 43 bS 0 ` Q a a p _ 0 Lo s : no v 4 m a p 0 4 a o da .sF o c 0 a ��s MMU n 0 i LOL 1 u e faz E 5 p 0 Q 0 0 96 em 0 0 0 9 C 0 1 0 Ig 0 0 4�a 1 0 Lac aca U o IN IwM1 IMl 0L { OBZ ul ino any ulmull 0 0 ni r +r _0 ca 0 2 ca a] 4-0 0 ^E W 0 2 cm c O CIO N D m 0 D apN � W � r Ci Er zO0 CC �0� cm o��c U U7 V] CL Lo a CD E N U J N J -- Q O? N c O](1) (1) N U C U •� r3)-- (0) N C O C C m C 0� ( m C 11 co o Z a _C [t Q} -It It m 00 Q� a C O } � (r] l*! 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C'T E N 06 (] -0 T QLo oc o z CN 2 r � M 14 ++ IF •1 cu �i �GOLI cc ¢F aIL N 3 E 3 Q 7 C ora 9 V y C J 2 L - � 1 cmf N O 2 [0 o m r CO � CO oc°� �N U) o, �rCD E.. - Cc W 0 Z6 Q Z .OrnZ o 0.� UCf) CDa- v 0 N T-1 0 C^_ L cu +-+ m 0 I Au W CL E 0 C f✓ Out Toal 440 251 091 3 2 $ 1 1 ? 141 MI 712 30 2 D 3 0 35 123 0 0 A 0 '127 7 98 0 a a 4 1 0 4 0 0 0 0 23 4d 0 23 E lF P Lt 0 0i� D 0 C v 4 0 4 g U �y M1 ■'k �Y O D¢© a mr ac l O O is a v I* o Q!C N N �! .b N rr Q Q* &0Q rt n �` 0 Y r 1'7 F1 x Q j m f n 4 N n C D al T ry i} v v ii 4WO JmH�V 0 Q C 4+ 4 0 OL 9ZZ BE LL 0 L4 0 0 0 n �G 0 0 0 1) 8L 0 0 0 L 0 L LF OZZ BE 0 !aa LF 0 0 L b LL 1 L 0 L L 0 VC0 99L 09L Ieiol ul ]nO LW eAv u"n v 0 N T-1 0 C^_ L cu +-+ m 0 I Au W CL E 0 C f✓ JAMAR Technologies, Inc. 1600 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168pm1-Turf Motel 2019-07-19 Counted By: IP Site Code ; 119168-1 Location: S Broadway/Tu rf Motel Start Date ; 7/19/2019 Comments Page No : 1 Groups Print - Vehicles - - S. Broadway I Turf Motel S. Broadway Westbound Stark Time Left Right RTOR " App Tota! Factor I nt. Total 1.0 1.0 L 1.0 1.0 04:00 PM 1.01 0 1 0 1 04:15 PM 1 0 0 0 0 04:30 PM 1 0 0 0 0 0.4:45 PM 0 0 0 0 0 0 Total 0 0 1 0 1 05:00 PM 0 1 0 1 05:15 PM 4 1 1 0 2 05:30 PM 0 0 0 1 0 1 05:46 PM 0 0 2 0 0 Total 1 1 5 0 61 Grand Total 1 6 0 7 Apprch % 14.3 85.7 0 5 0 Total % 2 5 3 31 .6 0 36.8 Vehicles 6 1 6 0 7 Vehicles 100 0 100 100 _ 0 100 0 0 0 0 0 %0 - 0 0 0 0 0 0 61 0 0 0 0. % 0 0 0 0 0 0 S. Broadway I S. Broadway Northbound Southbound _ Th ru Right I RTo R . App. Total Left Th ru RTD R App. Total I nt. Total 1.0 1.Or1.0 1.0 1.0 1.01 0 0: v. o 1 o o 2 0 1 0 1 1 0 0 1 2 0 0 0 0 1 0 0 1 0 0 0 0 1 0 0_._.. 0 1 0 1 4 0 0 4 6 v 3 0 3 0 0 0 0 4 0 1 0 1 0 0 v 0 3 0 1 0 1 1 0 0 1 3 0 0 0 0 1 0 0 1 0 5 0 5 2 0 0 2 13 0 6 0 6 6 0 0 6 19 0 100 0 100 0 0 0 31. 0 31.6 31.6 0 Q. 31.6. 0 6 0 6 �6 0 0 61 19 0 100 0 100 100 0 0 100 _ 100 0 0 0 0 0 v v o 0 0 0_ 0 0 0 0 0 0 0- 0 0 0 0 0 0 v 0 0 0 0 0 0 0 0 0 0 0 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168pm1-Turf Motel 2019-07-19 Counted By: IP Site Code :119168-1 Location: S Broadway/Turf Motel Start Date :7/19/2019 Comments Page No :2 Turf Motel S. Broadway Westbound Northbound Start Time Left Right. RTOR I App. Total Thru Right RTOR. Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 05:00 PM 0 1 0 1 0 3 0 05:15 PM 1 1 ri 20 0 Total Volume' 1 2 0 31 04 0 % Anp. ' Ota l 33.3 66.7 0 0 100 -0- PH 0_H 250 .500 .000 .375 .000 .333 .000 Vehicles 1 2 0 3 0 4 0 % Vehicles 100 100 0 100 0 100 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 S. Broadway Southbound App_ Total Left Thru RTOR App Total Int. Total 0 7 0 0 1 1 0 1 0 0 1 1 3 0 0 0 0 4 1 Q 0 0 fl 3- 4 2 0 0 2 9 100 0 0 333 .500 .000 .000 .500 .563 4� 2 0 0 2 9 100 100 0 0 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 S Broadway In., Torm C 0 0 4. :. 0 2 a 0 0 0 0 0 0 Thru Left RTOR 1 L► Peak Hour Data T North + vv" Peak Hour Begins at 04:30 PNS Vehicles 0 x CDv v �. v� T F+ R R 0 4 0 0 0 0 0 01 0 14 5 0 0 0 ❑0 0 0 Q � 4 Out In Total Project No.: 119-168 Counted By: IP Location: S. Broadway/Motel Driveway Comments File Name : 1 1 91 68mid Motel - 2019-07-27 Site Code : 11916801 Start Date : 7/27/2019 Page No : 1 Groups Printed- Passenger Veh - l# ainLVeh - Scho-a I Bees Motel Driveway S. Broadway 1 S. Broadway Westbound _ _ Northbound _ Southbound _ Start Time Left Right RTGR ' App. Total Thru Right RTOR App. Total Left Thru RTGR App. Total Int. Total Factor 1.0 1.0- 1.0 1.0 1.0 1.0 1.0 . 1.0 1.0 12:00 PM 1 3 0 4 0 1 0 1 0 0 0 0 5 12:15 PM 0 1 0 1 0 0 0 0 2 0 0 2 3 12:30 PM 0 2 0 2 0 2 0 2 1 0 0 1 5 12.45 PM 0 1 0 1. 0 0 0 0, 1 0 0 1 Total I 1 7 0 81 0 3 0 3 4 0 0 4. 15 01:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 1 01:15 PM 1 2 0 3 0 0 0 0 0 0 0 0 3 *** BREAK ** 01:46 P M 0_ 0 0 0 0. 1 — 0. 1 _' 0 0 1 Total 1 3 0 4 1 0 1 0 1 0 0 6 Grand Total 2 10 0 12 0 4 0 4 5 0 0 5 21 Apprch % 16.7 83.3 0 0 100 0 100 0 ❑ Total % 9.5 47.8 0 57.1 0 1 0 1.9 ., 8 0 0 23.8 Passenger Veh 2 10 0 12Nc 0 4 0 4 5 0 0 5 21 % Passers � Veh 100 100 0 100 0 100 0 100 100 0 _ 0 100 100__ Heavy Veh o 0 0 01 0 0 0 0 0 0 0 0 0 lea Veh 0 0 0 _ 0 0 0 0 0 0 � 0 0 0 School Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 % School Buses 0 0 0 0 0 0 0 0 ❑ 0 0 0 0 Project No.: 119-168 File Name : 119168mid Motel - 2019-07-27 Counted By: IP 0 AL :4,0v- Site Code : 11916801 ovoo f_r Ir' 0 vow Location: S. Broadway/Motel D riveway Start Date : 7/27/2019 Comments Page No -2 Motel driveway S. Broadway S. Broadway Westbound Northbound I Southbound Start Time Left i Right _ RTOR I App. Total j Th ru . Right RTOR Apo_ Total Left Th ru T RTOR _ Apo Total nt. Total_ Peak Hour Analysis From 12:00°00 PM to 1:45:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00:00 PM 12:00:00 PM 1 3 0 4 0 1 0 1 0 0 0 0 5 12:15:00 PM 0 1 0 1 0 0 0 0 2 0 0 2 3 12:30:00 PM 0 2 0 2 0 2 0 2 1 0 0 1 5 12:45:00 PM 0 1 0 1 0 0 0 0 1 Q 0 1 -- 2 Total Volume 1 7 0 8 0 3 0 3 4 0 0 4' 15 App. Taal 12-5 87.5 0 0 100 0 100 0 0 PHF .250 .583 .000 .500 0 --.-375 _000 _375 .500 .000 .000 .500 750 Passenger Veh 1 7 0 8 0 3 0 3 4 0 0 4 15 % Passenger Veh 100 100 0 100 0 100 0 100 100 0 0 100 100 Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0 0 % Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0 0 School Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 % School Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 S. 8madway Oul In Tolat 7 4 11 0 0 0 0 7 4 11 0 4 0 0 0 0 0 Ci _ 4 h rt., Left RTOR Peak Hour Data North r Peak Hour Begins at 12:00 Pltif Passenger Veh Heavy Veh ;` cnool flus i'hry Ri hl RTOR 03 0 0 0 0 0 0 ❑ cd- 31 QJ 1 3 4 0 a 0 .4 Out In Total -- I 0 AL :4,0v- ovoo f_r Ir' 0 vow � Doo JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168pm1-Spa 2019-07-19 Counted By: IP Site Code :119168-1 Location: SBroadway/Spa Drwy Start Date :7/19/2019 Comments Page No : 1 _ groups Printed- Vehicles - - Spa Drwy S. Broadway S. Broadway _ Westbound Northbound Southbound Start Time Left Right RTO R App. Total Th ru Right RTOR , App Total Left Th ru RTO R App. Total I nt. Total Factor 1.0 1.0 C 1.0 1.0 1 �0 1,0 _ 1.0 1.0 1.0 04:00 PM 1 1 0 2' 0 0 0 0 0 0 0 0 2 04:15 PM 0 0 0 0 0 1 0 1 1 0 0 1 2 04:30 PM 1 0 0 1 0 0 0 0 0 0 a 0 1 04:45 PM 0 1 0 1 0 2 0 2 0 0 0 0_-. 1) Total 2 2 0 4 i 0 3 0 3 1 0 0 1 8 05:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 1 05:15 PM 0 2 0 2 0 1 0 1 0 0 0 0 3 05:30 PM 1 0 0 1 0 0 0 0 1 0 0 1 2 05-45 PM 0 2 0 _ 2. 0 0 0 01 0 0 0 0 2 Tota 1 5 0 6 0 1 0 1 �0 0 1 1 8 Grand Total 3 7 0 10 0 4 0 4 2 0 0 2 16 Apprch % 30 70 0 0 100 0 100 0 0 Total % 15 8 43.8 0 62.5 0 25 0 .25 12.5_ 0 0 12.5 Vehicles 3 7 0 10 0 4 0 4 2 0 0 2 16 % Vehicles. 100 100 0 100 0 100 0 100 100 a o 100. 100 0 0 0 0 0 0 0 0 0 0 0 -0 a % 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0' a D 0 0 0 0 a 0' 0 % 0 0 0 0 0 0 0 0 0 0 a o 0 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168pm1-Spa 2019-07-19 Counted By: IP Site Code :119168-1 Location: SBroadway/Spa Drwy Start Date :7/19/2019 Comments Page No :2 Spa Drwy S. Broadway S. Broadway Westbound Northbound Southbound Start Time Left Right I RT R App. Total Th ru Ri ht_ RTO R _ App Total. Left I Th ru I RTO R f App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 1 0 0 1 I 0 0 0 0 0 0 0 0 1 04:45 PM 0 1 0 1 0 2 0 2 0 0 0 0 3 05:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 1 05:15 PM 0 2 0 2 0. 1 .0 1 0 0 0 0 3 Total Volume 1 4 0 5 0 3 0 3 0 0 0 0 8 0 Total 20 80 0 0 100 0 0 0 0 HF .250 .500 .000 .625000 ,375 _000 .375 .000 000 .000 .000 . r'7 Vehicles 1 4 0 5 0 3 0 3 0 0 0 0 8 % Vehicles 100 100 0 100 0 100 0 100 0 0 0 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 01 0 0 0 0 0 S. Broadway Oul In Tok;al 4 __01 4 0 0. 0 4.1 � � 0 0 0 a 0 0 0 Th ru Left RTO R 1 '+ Peak Hour Data T North Peak Hour Begins at 04:30 PM Vehicles I T F► Tip ,u R I aht RTOR 0 3 0 0 0 0 0 0 Q 1 01 31 01 1 3 4 0 0 0 0 Out In Total 0 Pooh* r �m � M M'0000 a0co '- JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168mid Spa - 2019-07-27 Counted By: IP Site Code :11916801 Location: S. Broadway/Todd St Start Date :7/27/2019 Comments Page No : 1 Groups Printed- Passenger Veh - Idea Veh - School Buses Spa Driveway S. Broadway S. Broadway Westbound Northbound Southbound _ Start Time Left Right _ RTOR 1.01.0 App. Total Th ru Right RTO R 1.0 1.0 App Total i Left 1.0-r Th ru I RTG R 1.0 . 1.0 App. Total I nt. Tota I Factor 1.01 1.0 12:00 PM 0 0 0__ . 0 0 1 0_ 1 0 0 0 0 1 *** BREAK *** 12:30 PM 0 0 0 01 0 1 0 1 0 0 0 0 1 *** BREAK *** Tota i 0 0 0 ❑ 1 c 0 2 0 21 0 0 0 01 2 01:00 PM 0 2 0 2 0 0 0 0 0 0 0 0 2 01:15 PM 0 1 0 1 0 0 0 0 1 0 0 1 2 01:30 PM 1 1 0 2 0 0 0 0 1 0 0 1 3 01:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 1 _ Tota I 1 4 0 .5 0 0 0 0 3 0 0 3 8 Grand Total 1 4 0 5 0 2 0 2 3 0 0 3 10 Apprch % 20 80 0 0 100 0 100 0 0 Total % 10 40 0 50 0 20 0 20 30 0 0 30 Passenger Veh 1 4 0 5 0 2 0 2 3 0 0 3 10 % Pas�engar Veh 100 100 0 100 0 100 0 100 100 0 0 100 100 Leavy Veh 0 0 0 0 0 0 0 0 0 0 0 0 0 % HeavyVeh 0 0 0 0 0 0 0 0 0 0 _ 0 0 School Buses 0 0 0 0 0 0 0 0 0 0 0 a 0 % School Buses 0 0 0 0 0 0 0 01 0 0 0 0 0 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168mid Spa - 2019-07-27 Counted By: IP Site Code :11916801 Location: S. Broadway/Todd St Start Date :7/27/2019 Comments Page No :2 Spa Driveway S. Broadway S. Broadway Westbound Northbound Southbound Start Time Left Right I RTOR App. Total Thru Right RTOR App. Total Left Thru RTOR I App. Total Int. Total Peak Hour Analysis From 1 :00:00 PM to 12:40:00 PM - Peak 1 of 1 A Peak Hour for Entire Intersection Begins at 12:00:00 PM 12:00:00 PM 0 0 0 0 0 1 0 1" 0 0 0 0 1 12:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 1 12:45:00 PM . 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 2 % A_ Total 0 0 0 0 100 0 0 0 0 P�1E .000 .000 .000 .600 .000 .500 .000 .500 .000 .000 .000 .000 Passenger Veh 0 0 0 d 0 2— 0 2 0 0 0 0 % Passenger Veh 0 0 0 0 0 100 0 100 0 0 0 0 100 Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0 0 % Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0 0 School Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 % School Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 roa viay Outr; Total 0 0 0 ❑ 0 ❑ 0 ❑ 0 0 0 ❑ 0 0 0 0 0 01 0 ❑ Thru Left RTOR Peak Hour Data North Peak Hour Begins at 12:00 PM Passenger Veh Heavy Veh School Buses T F+ Thru RiuhS RTOR 0 2 0 0 ❑ 0 0 0 ❑ Ot 21 01 0 2 2' 0 0, 0 0 0 Out In TOW1 S_ Broadway JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168pm1-Todd St 2019-07-19 Counted By: IP Site Code :119168-1 Location: S Broadway/Todd St Start Date :7/19/2019 Comments Page No : 1 rpupa Printed- ebigles, - - �. Todd St S. Broadway S. Broadway Westbound Northbound Southbound. Start Time Left Right RTGR App, Total Thru Right RTOR ® App. Total 1 Left Thru RTGR App. Total Int. Total Factor 1.0 _ 1.0 1 0 1.0 1.0 1.0 1.0to 04:00 PM 0 3 0 3 0 0 0 0 0 0 0 0 3 04:15 PM 1 3 0 4 0 1 0 1 1 0 0 1 6 04:30 PM 1 2 0 3 0 2 0 2 0 0 0 0 5 04:45 PM 1 2 0 3 0 0 0 0 3 0 0 3 _ 5_ Total 3 10 0 13 0 3 0 3 4 0 0 4" 20 05:00 PM 0 7 0 7 0 5 0 5 0 0 0 0 12 05:15 PM 0 3 0 3� 0 0 0 0 0 0 0 0 3 05:30 PM 0 1 0 1 0 0 0 0 0 0 0 0 1 05,45 RM 2 2 _0 4 0 0 0 0 1_ 0 0 1_ 5 Total 2 13 0 15 0 5 0 51 1 0 0 1 f 21 Grand Total 5 23 0 28 0 8 0 8 5 0 0 5 41 Apprch % 17.9 82.1 0 0 100 0 100 0 0 Total % 12.2 56A 0 6&3. 0 19.5 .0 19.6 12.2 0 0 12.2 Vehicles 5 23 0 28 0 8 0 8 5 0 0 5 41 Vehicles 100 100 0 100. _0 1.Q0 0 100 100 0 0 100 . 1 00 o � 0 0 0� o i o -a o 0 0 0 0 0 % 0 0 0 0 0 0 0 0 o 0 ,_o_ 0. _ o 0 0 0 0 0 0 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 0 0 0 0 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168pm1-Todd St 2019-07-19 Counted By: IP Site Code :119168-1 Location: S Broadway/Todd St Start Date :7/19/2019 Comments Page No :2 JA In fetal 14 3 17 0 0 0 0 ❑ 7 0 3 0 0 0 0 01 0 ❑ Thru Left RTOR 1 Li Peak Hour Data T North Peak Hour Begins at 04:30 PM Vehicles Thru Fri h _. ❑ 0 0 0 0 0 0 7' 2 T g 0 ❑ 0 Out In TbW Todd St S. Broadway � r �� � S. Broadway �CL CLO c OO Westbound Northbound Southbound I- Start Time _ Left I Right i RTOR App Total I Thru Ri ht RTOR App. Total Left Thru RTOR App. Total _ Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 1 2 0 3 0 2 0 2 0 0 0 0 5 04:45 PM 1 2 0 3 0 0 0 0 3 0 0 3 6 05:00 PM 0 7 ❑ 7 0 5 0 5 0 0 0 0 12 05:15 PM 0 3 0 3 0 0 0 ❑ 0 0 -0-- .04.- 3 Total Volume 2 14 0 16 0 7 0 7 3 ❑ 0 3 26 % App. Total 12.5 87.5 0 0 100 0 100 0 0 PIF .500 .540 000 -571 .000 .35.0 _000 .350 .250 .000 .000 .250 .542 Vehicles 2 14 0 16 0 7 0 7 3 0 0 3 26 % Vehicles 100 100 0 100 0 100 0 100 100 0 0 .100 100 0 0 0 0 ❑ 0 0 0 0 0 0 0 0 % 0 0 ❑ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ❑ 0 0 0 0 0 % 0 0 0 ❑ 0 0 0 0 0 0 0 0 0 JA In fetal 14 3 17 0 0 0 0 ❑ 7 0 3 0 0 0 0 01 0 ❑ Thru Left RTOR 1 Li Peak Hour Data T North Peak Hour Begins at 04:30 PM Vehicles Thru Fri h _. ❑ 0 0 0 0 0 0 7' 2 T g 0 ❑ 0 Out In TbW LO .0,00-0, � r �� � �CL CLO c OO p JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168mid Todd St - 2019-07-27 Counted By: IP Site Code 11916801 Location: S. Broadway/Todd St Start Date :7/27/2019 Comments Page No : 1 Groups Printed- Passers er Veh Heavy Veh - School Buses Todd St S. Broadway S. Broadway Westbound Northbound Southbound _ Start Time Left Right RTOR App_ Total Thru Right ' RTOR App. Total Left Th ru 'RTOR App. Total I nt. Total Factor 1.0 1,0 1.0 T 1.0 1.0 1.0 to 1.0 1 0 12:00 PM 1 3 0 4 0 1 0 1 0 0 0 0 5 12:15 PM 1 0 0 1 0 0 0 0 0 0 0 0 1 12:30 PM 0 2 0 2 0 0 0 0 1 0 0 1 3 '2,45 PM 0 1 0 1 0 0 0` 0, 0 0_ 0 01 1 Total 2 6 0 8 0 1 0 1 1 0 0 1 1 10 01:00 PM 0 1 0 1 0 1 0 1 0 0 0 01 2 *** BREAK *** 01:30 PM 1 1 0 2 0 1 0 1 0 0 0 0 3 01.45 PM 1 0 11 a 1 0 1 0 0 0 0 2 Total 1 3 0 4 E 0 3 0 3 0 0 0 01 7 Grand Total 3 9 0 12 0 4 0 4 1 0 0 1 17 Apprch % 25 75 0 0 100 0 100 0 0 Total % 17.6 52 9 0 70.6 1 0 23.5 0 23.5 5.9 0 0 6,9 Passenger Veh 3 9 0 12 ' 0 4 0 4 1 0 0 1 17 % Pa&seriger Veh 100 100 0 100_ 0 100 0 100 100. 0 0 100 100 _ Heavy Veh 0 0 0 01 0 0 0 0 0 0 0 0 0 _% Heavy Veh . 0 0 0 0 0 0 0 0 0 0 0 0 ..0 - School Buses I 0 0 0 0 0 0 0 0 0 0 0 0 0 % School Buses I 0 0 0 0 0 0 0 0 0 0 0 � a 0 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168mid Todd St - 2019-07-27 Counted By: IP Site Code :11916801 Location: S. Broadway/Todd St Start Date :7/27/2019 Comments Page No :2 Todd St S. Broadway I Westbound Northbound Start Time Left] RiA ht RTOR . i Agip. Total Th ru Rig ht _ RTO R Peak Hour Analysis From 12:00:00 PM to 12:45:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00:00 PM S. Broadway _r Southbound _ App Total Left I Th ru I RTO R App. Total Int. Total 12:00:00 PM 1 3 0 4 0 1 0 1 0 12:15:00 PM 1 0 0 1 0 0 0 0 0 12:30:00 PM 0 2 0 2 0 0 0 0 1 12:45:00 PM 0 1 0 1 0 0_ -- 0 Y a Total Volume 2 6 0 8 0 1 0 1 1 T_ptq i 25 75 0 0 100 0 _ � 100 _ - PHF .500 ._500 .000 .500 .000 _250 000 .250 _250 _ Passenger Veh 2 6 0 8 0 1 0 1 1 % Passenger Veh 100 100 0 100 0 100 0 100 100 Heavy Veh 0 0 0 0 0 0 0 0 0 % Heavy Veh 0 0 0 0 0 0 0 0 0 School Buses 0 0 0 0 0 0 0 0 0 % School Buses 0 0 0 0; 0 0 0 0 0 S. Broadway -01A In 'total 6 1 7 0 0 0 0 1 0 0 0 0 0 io 1 0 Thru Left RTOR 1 '+ Peak Hour Data T North Peak Hour Begins at 12:00 P Passenger Veh Heavy Veh SOQOI us I F+ Ti i I,u Right _F� �k 0 1 0 0 0 0 0 0 0 2 1 3 0 0 0 0 1 Out In Total 0 0 0 5 0 0 0 1 0 0 7 3 o a o 1 0 0 1 10 0 0 000 .000 .250 500 0 0 1 10 0 0 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �cnvarn r 0 10 1 000C� W JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168pm_2019-07-19 Counted By: MF Site Code : 119168-2 Location: Lincoln Ave/Thirst Owl Drwy Start Date : 711912019 Comments Page No :2 Lincoln Ave Lincoln Ave Thirsty owl Driveway Eastbound_ Westbound Northbound Start Time Thru Right ; RTOR A _ Total _ Left Thru RTOR App. Total Left Right RTOR App. Total Int. Total Peak Hour Analysis From 4:30:00 PM to 5:15:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:30:00 Phi 4:30:00 PM' 0 2 0 2 2 0 0 2 1 2 0 3 7 4:45:00 PM 1 0 0 1 1 0 0 1 0 1 0 1 3 5:00:00 PM 0 1 0 1 1 0 0 1 2 3 0 5 7 5:15;00 PSI 0 0 31. 0 0 0 01 1 -2 0 3 6 Total Volume 1 6 0 7 4 0 0 4 4 8 0 12 23 0 q App Total 14.3 85.7 0 10� 0 0 33-3 66.7 0 PHF .250 _500 .000 .58.3 .5❑0 -000 .0.000 .500 .5Q0 667 000 _600 .821 Passenger Veh 1 6 0 7 4 0 0 4 4 8 0 12 23 % Passenger Veh 100 100 0 100 100 0 0 100 100 100 0 100 100 Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0 0 % Heavy Veh 0 0 0 0 0 ❑ 0 0 0 0 0 0 0 School Buses 0 0 0 0 ❑ ❑ ❑ 0 0 0 0 0 0 % School Buses 0 0 0 0 0 ❑ 0 0 0 0 0 0 0 rov�2 tioa � LOo�LaL O F- 10 Peak Hour Data T North PC -3'K H Or a Seglns at. D4,30 P Passenger Veh Heavy Veh sgb221 8 5ps- +1 F+ F�n T F4 D D0 Q 10 12 22 0 0 0 0, 0 0, DI I _ �I Out In Total 4 vv �,v000� �vo� s�.va41 � f O oov i JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name 119168mid -Thirsty Owl 2019-07-27 Counted By: JF Site Code :00119168 Location: Thirsty Owl Drwy/Lincoln Ave Start Date :7/27/2019 Comments Page No 1 Groups Printed- Passenger Veh - Head Veh - School Buss Lincoln Ave Lincoln Ave Thirsty Owl Eastbound Westbound Northbound Start Time Th ru Right I RTD R App. Total Left Th ru l RTD R App Total Left Right RTDR App Total I nt. Total Fear 1-01 1.01 1.0 1.0 1.01 1.0 1 1.01 1.0 1.0 *** BREAK *** 12:15 PM 0 2 0 20 0 0 0 1 1 0 2 4 12:30 PM 0 2 0 2 1 0 0 1 0 0 0 0 3 _ 12-45 PM 0 1 0 1 O 0 0 0 3 1 0, 4; Total 0 5 0 51 1 0 0 1 4 2 0 61 12 01:00 PM 0 1 0 1 1 0 0 1 1 0 0 1 3 01:15 PM 0 1 0 1 1 0 0 1 0 1 0 1 3 01:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 1 01:45 PM 0 '1 1 1 0_ 0 0 01 1 0 0 1 2 Total 0 3 0 3 1 2 0 0 2 3 1 0 4. 9 Grand Total 0 8 0 8 3 0 0 3 7 3 0 10 21 Apprch % 0 100 0 100 0 0 70 30 0 Total % 0 38.1 0 3_8.1 14.3 0 0 14,3,- 33.3 14.3 0 47.6 Passenger Veh 0 8 0 8 3 0 0 3 7 3 0 10 21 PassaW fah 0 100 0 100 100_ 0 0 100 100 100 0 100 100 Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0 1 0 % HeavV Veh 0 0 0 0 0 0 0 0 0 0 0 0 0 School Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 % School buses 0 0 0 0 0 0 0 0 0 0 0 0 0 JAMAR Technologies, Inc. 1500 Industry Road, Suite C Hatfield, PA 19440 Project No.: 119-168 File Name : 119168mid -Thirsty Owl 2019-07-27 Counted By: JF Site Code :00119168 Location: Thirsty Owl Drwy/Lincoln Ave Start Date :7/27/2019 Comments Page No :2 vov�c� 2 hnw Z ova.v:x Peak Hour Data T North Peals Hour Begins at 12:00 P Passenger Veh Heavy Veh Ghoul Buses +-] 14 Left Richt RT6R 4 2 0 0 0 0 0 0. 0 41 2J 01 6 12 0 0 Out In Total 41! 2LLv v ov �F►voj -.+ v� IV 0 �o ov �vv�— Lincoln Ave Lincoln Ave Thirsty owl Eastbound �_ Westbound Northbound Start Time Thru Right RTOR [ App. Total Left Thru RTOR I A _ Total Left . Righ# ' RTOR__ App. T❑tal , Int. Total Peak Hour Analysis From 12:00:00 PM to 12:45:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00:00 PM 12:00:00 PM 0 0 0 01 0 0 0 0 0 0 0 0 0 12:15:00 PM 0 2 0 2 0 0 0 0 1 1 0 2 4 12:30:00 PM 0 2 0 2 1 0 0 1 0 0 0 0 3 12:45:00 PM 0 1 0 1 0 0 0 0— 3 4 5 Total Volume 0 5 0 5 1 0 0 1 4 2 0 6 12 App. Total 0 100 0 100 0 0 , 667 33.3 0 PKF _000 r _625 .000 ._625 1 _.250 i .000 .000 _.250 .333 .500. _.000 .375--?- ,600 Passenger Veh 0 5 0 5 N 1 0 0 1 4 2 0 6 12 % Passenger Veh 0 100 ❑ 100 100 0 0 100 100 100 0 1001 100 Heavy Veh 0 0 ❑ 0 0 0 0 0 0 0 0 0 0 % Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 01 0 School Buses 0 0 ❑ 0 0 0 0 0 0 0 0 0 ❑ % School Buses 0 0 0 0' 0 0 ❑ 0 0 0 0 0 0 vov�c� 2 hnw Z ova.v:x Peak Hour Data T North Peals Hour Begins at 12:00 P Passenger Veh Heavy Veh Ghoul Buses +-] 14 Left Richt RT6R 4 2 0 0 0 0 0 0. 0 41 2J 01 6 12 0 0 Out In Total 41! 2LLv v ov �F►voj -.+ v� IV 0 �o ov �vv�— N r m 3 m ❑ c, m T rv ?COQ D(DO T � Qi T 0 ET mpy}.. Z-0OZ Mimi U C N Uu)u?CL LO CL Ctil U J t11 J T a C U IL •�, UJ N C ❑ 'a C C Y Y ❑ "O co ''- (y m ' cn c: ❑ o y +� Z CL w c6 U � T Q� cu L c ~ 0 i a ¢h 2 ❑ 2 cc IS m m � O �CDCV p�CA afrD E "N N CD. . Z o�Z cU W 0.— cm) (1) U) (L .— U(l)cna. on 0 J Cy +❑..E N ❑ Lc U cU N L1.1 N C O cna`) >� rzC14 3M a ❑ a7 v �+ Z QU.) 0 a cu cu O W E 0) 0 2 C Out In Total 438 406 844 6 7 3 s 11 M 0 0 Q 439 437 H5 30 375 1 0 9 40 ? 0 d 0 3 0 0 0 6 14 Q 0 fi i 0 0 0 0 6 37 99@ 1 0 § H T L P IIU LT Q a a v w, $. 4 La a r'Z CI C1 4 O 0 4 a o +9 $ m o O a Q m Z'3` w ♦ a c4 O .i r d* wh X 4 0 0 0 f9 tT � � c pi A N� T� � r` 4 4 v a �e h- � 8 v O� O wrr 0 7 a o ro in s D 06-C E 4 0 0 4 0 S 4L 0 0 tG0i eo£ ee£ e 0 I p —.1 ptiv L 0 0t ZL 9L 3 E £ £L 9 L CLZL OEM US IM] any uloaull 0 a cu cu O W E 0) 0 2 C 0 LO NU J N J Cl- CD 1CD E C c v y... W� co .a 0 -0 m o gN �CD 0 )0 rn � U Q� C) ['7 ca L 0 cc ^� CL 03 E 0 D' C .E N •r O 2 a N 0 L Q 7 CO v�v COCD r` E (D� Z0 DOZ C N 0.— m Uu]u]CL Lo CL CD E N U J [11 J a C O .� v 4-d U CO l -te N C O Cr, ❑� mco o r .. o zv = c6 rn a� cc 00 U �r Q� 0 0 cu� M 0 2 cc N E 0 C Uncaln Ave [E] ' out In Total 216 3 r 2_ 210 426 3 6 J, 2 4 3 0 224 13 16 0Him 22B ,�. 0 4 M 3 7 9 T1 a a 0 1 0 0 $13 0 0 0 ;o i? 0 21 R G 206 T 1 0 4 L t� 0 L , o Q .D 4 0 DP, [� a �a N# -0 ��� d LM � a m Lo +- F dql .0195 b Q M M 0 0.0 0 q C fl i D Cy Y �rna_�► o q rR to - -j nr 0 g o o ry t%o .0 al -M.0 ^ {} €s a b Ct g LL L -L b b -* k7 4* o n I 1 a 0 0 z 0 I 0 G 1 G a 0 0 E u get 9!9 0 e� c HBE Z�c 4 Ci a m � K9 9s m imil ul Ino [qn] any u�ooUn 0 0 cu� M 0 2 cc N E 0 C a) O a 3 ca O W T CD CO CN p�N T N Ns -0 E Mora).. Z -0 o z° c U .0 a) D�wi� 0 U) Cn d of N U �a E cc U �@ a') � C O �Y "� L 0) 3 Cf) a) p z coC -0 � LO ca -6-1 cu E 0 cy c iine� ��b U6i! � 1r�1 W6 334 04 5 0 �0 I 0 1 W1130 0 830 38 0 0 1 0a° R X80 0 0 0 5 0 0 0 0 0 4 0 $F D :0 Q xq a :0 T L P [= o v� o r {y N c 15 m 0' o ry g o r ON Q � °� C i C O S+ ® a a o O� rw m a -o ® 4 m car CSC g i,T�i y m F- 12 10 b o 1 0 0 0 0 t O Y oWo G tt I-MIMI F1 0 13 0 0 +1 t r) 7 I kF d yea 65 9 N 0 43 0 vi L 1'L 0 0 0 L 0 0 I 0 a s 0 0 oil W w 0 cm toe esti 0 0 0 BZ 5L til L L 0 0L 5 5 cez L m OP 18101 ul rc DWpvw+L 1 r-� D 2 N N ° L m r L o CO N p l� r cn N P- C) O E M M�-o Z 00 �V 0.— cu U CO co CL LO NU J N c. J r a C6 M .' cc :... a) ° �@ �# U W N C O t 4 co a):3 C m C C Ne _[ O . N � CD I C 0 z b U �r Q� �1 C L � � ` O L z C, J r on �[ C: (u Q F ^(D � a N W � 7 ¢ o o r0 o in C C J � y J L 2 r a v cv 4-0 r 0 co -W co 0 I a 0 E 0 2 tm 4>A In Tow $)5 3 1 204 519 2 5 0 1 E 10 0 320 6 16 0 0 212 SO 25 am 0 G 0 2 0 0 0 1 0 0 0 0 R 8 T d U 0 L V P 4 L+ .0 o. vI-M N r o b 0 r g rb ¢ 0 0 ew o o o O0 a a cq ` c o c o m of -0 0 0 40 M w � r1 0 Q a 0 *T 0. 0 -0 O 0 - r � -0 es` . li 4w �m1-2- � }� r 0 0 Qcli 0 O 0 11 M 1 11 d sez z e 0 0 0 0 0 0 a � 4 0 0 £ 4 Ck 0 V;1 140 , € G eoc 0 9>rb ser, 0 a bL L 8 9 L 0 GQS Fw Prpi wl ro tw wv '1 a v cv 4-0 r 0 co -W co 0 I a 0 E 0 2 tm MetroCount Traffic Executive Weekly Vehicle Counts Virtual Week Virtweelcl Vehlcl a-1675 — English ENS Datasets: Site: Attribute: Direction: Survey Duration: Zone: File: Identifier: Algorithm: Data type: Profile: Filter time: Included classes: Speed range: Direction: Separation: Name: Scheme: Units: In profile: [119-168] Located on Lincoln Ave, E of US Route 9 South Broadway Hotel 8 - East bound ASB, West bound BSA. Lane: 0 14:54 Tuesday, July 2, 2019 => 16:13 Friday, July 26, 2019, 119-168 0 2019-08-02 1048. ECO (Plus) BG78EVVB MC56-1-5 [MC55] (c)Microcom 190ct04 Factory default axle (v4.08) Axle sensors - Paired (Class/Speed/Count) 18:00 Tuesday, July 2, 2019 => 16:00 Friday, July 26, 2019 (23.9167) 11 27 31 415, 61 7, 8, 9, 10, 11, 12, 13 5 - 100 mph. East, West (bound), P = East, Lane = 0-16 Headway > 0 sec, Span 0 - 300 ft Default Profile Vehicle classification (Scheme F3) Non metric (ft, mi, ft/s, mph, Ib, ton) Vehicles = 117661 1117989 (99.72%) VirtWeeklyVehicle-1675 Page 1 Weekly Vehicle Counts Nirtual Week Vi rtWeeklyVeh isle -'I 675 VirtWeeklyVehide-1675 Page 2 Site: 119-168.0.'1 EW Description: Located on Lincoln Ave, E of US Route 9 Filter time: 18:00 Tuesday, July 2, 2019 => 16:00 Friday, July 26, 2019 Scheme: Vehicle classification (Scheme F3) Filter: Cls(I-13) Dir(EW) Sp(5,100) Headway(>0) Span(O - 300) Lane(O-16) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour 1 0000-0100 32.7 27.7 46.5 52.8 48.5 69.7 69.3 1 42.9 49.5 0100-0200 16.0 16.7 17.5 20.8 23.5 32.7 34.7 1 19.2 22.8 0200-0300 9.7 14.7 11.8 18.5 15.3 25.3 25.3 1 14.2 17.0 0300-0400 8.7 10.0 13.3 11.8 7.3 16.0 19.0 1 10.3 12.1 0400-4500 37.0 29.0 36.8 33.3 37.5 31.3 34.7 1 34.9 34.4 0500-0600 46.7 55.0 65.0 58.0 59.0 43.7 42.0 1 57.4 53_.8 4600-0700 111.3 103.3 116.3 119.8 112.0 73.0 63.0 1 113.1 101.8 0700-0800 197.7 202.0 200.5 203.8 210.3 121.3 108.3 1 203.2 181.1 0800-0900 261.3 245.0 267.3 265.3 283.5 186.0 166.0 1 265.7 243.3 0900-1000 266.7 255.0 292.0 334.8 343.0 270.7 248.7 1 302.4 291.8 1000-1100 285.7 257.3 280.5 328.3 344.8 330.0 308.3 1 302.4 306.6 1100-1200 316.0 304.0 349.5 400.8 438.5 372.7 344.0 1 367.5 365.2 1200-1300 374.3 331.3 404.8 410.5 464.0 388.3 359.3 1 401.9 394.9 1300-1400 320.3 319.7 358.5 308.0 378.0 345.0 291.3 I 338.8 333.6 1400-1500 311.3 331.3 336.0 306.3 350.0 307.0 277.0 I 327.6 318.7 1500-1600 320.0 329.7 369.0 335.5 388.0 286.0 270.7 1 351.1 332.9 1600-1700 338.3 359.3 377.0 365.5 383.0 289.7 273.0 1 365.4 343.5 1700-1800 346.3 394.0 442.3 380.8 391.3 279.0 279.3 1 393.4 363.6 1800-1900 260.3 300.8 421.0 349.0 357.0 292.0 281.3 1 340.8 327.3 1900-2000 218.7 249.0 286.8 295.0 309.3 293.7 254.7 1 272.6 273.0 2000-2100 174.0 196.3 217.3 206.5 219.3 208.3 180.3 1 203.3 201.1 2100-2200 117.7 131.3 163.8 176.8 181.0 170.7 130.7 1 154.6 153.6 2200-2300 74.0 106.5 149.5 137.8 157.7 145.0 89.7 1 126.1 123.9 2300-2400 51.0 62.8 86.0 88.3 130.3 115.7 80.3 1 82.9 86.7 V Totals 1 J 0700-1940 3598.3 3629.4 4098.3 3988.3 4331.3 3467.7 3207.3 1 3960.2 3802.3 0600-2200 4220.0 4309.3 4882.3 4786.3 5153.0 4213.3 3836.0 1 4703.8 4531.9 0600-0000 4345.0 4478.5 5117.8 5012.3 5441.0 4474.0 4006.0 1 4912.8 4742.5 0000-0000 4495.7 4631.5 5308.5 5207.3 5632.0 4692.7 4231.0 1 5091.6 4932.0 1 AM Peak 1100 1100 1100 1100 1100 1100 1100 316.0 304.0 349.5 400.8 438.5 372.7 344.0 1 1 PM Peak 1200 1700 1700 1200 1200 1200 1200 V 374.3 394.0 442.3 410.5 464.0 388.3 359.3 1 * - No data.. MetroCount Traffic Executive Weekly Vehicle Counts WirtualWe VirtWeekl Vehicle -'1676 -- English ENU Datasets: Site: Attribute: Direction: Survey Duration: Zone: File: Identifier: Algorithm: Data type: Profile: Filter time: Included classes: Speed range: Direction: Separation: Name: Scheme: Units: In profile: [119-1168] Located on Lincoln Ave, E of US Route 9 South Broadway Hotel 8 - East bound ASB, West bound BSA. Lane: 0 14:54 Tuesday, July 2, 2019 => 16:13 Friday, July 26, 20191 119-168 0 2019-08-02 1048. ECO (Plus) BG78EWB MC56-1-5 [MC55] (c)Microcom 190ct04 Factory default axle (v4.08) Axle sensors - Paired (Class/Speed/Count) 18:00 Tuesday, July 2, 2019 => 16:00 Friday, July 26, 2019 (23.9167) 11 213, 415, 61 77 8, 9, 10, 11, 12, 13 5 - 100 mph. AB , Lane = 0-16 Headway > 0 sec, Span 0 - 300 ft Default Profile Vehicle classification (Scheme F3) Non metric (ft, mi, ft/s, mph, ib, ton) Vehicles = 65614 / 117989 (55.61 %) VirtWeeklyVehicle-1676 Page 1 Weekly Vehicle Counts (Virtual Week Vi rtWeeklyVeh isle -'I 676 VirtWeeklyVehide-1676 Page 2 Site: 119-168.0.1 EW Description: Located on Lincoln Ave, E of LIS Route 9 Filter time: 18:00 Tuesday, July 2, 2019 => 16:00 Friday, July 26, 2019 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1-13) Dir(EB) Sp(5,1 OO) Headway(>O) Span(O - 300) Lane(O-16) Mon Tue Wed Thu Fri Sat Sun Averages 7 Hour I 0040-0100 19.7 14.7 31.3 33.8 28.8 40.7 43.3 1 26.6 30.4 0100-0200 10.3 7.7 10.3 11.5 12.5 17.7 19.7 1 10.6 12.6 0200-0300 5.0 6.7 6.8 9.0 8.3 12.7 16.0 7.3 9.0 0300-0400 5.3 5.3 8.5 9.0 4.0 7.7 11.7 . 6.6 7.3 0400-0500 21.3 19.7 22.3 20.3 22,8 24.3 22.3 1 21.3 21.8 0500-0600 19.0 23.0 29.5 28.8 29.0 22.3 25.0 1 26.4 25.7 0600-0700 42.3 35.7 49.5 56.5 50.0 36.7 32.7 1 47,7 44.4 0700-0800 86.7 87.7 92.5 95.0 101.0 61.0 56.3 93.2 84.5 0800-0900 130.0 126.0 133.3 141.5 147.8 97.3 95.7 1 136.6 126.5 0900-1000 148.7 140.7 157.8 179.3 182.0 145.0 139.3 1 163.6 158.2 1000-1100 152.7 138.3 157.5 193.5 203.5 179.0 177.7 1 171.7 173.4 1100-1200 175.3 176.3 212.0 246.3 259.3 221.7 207.3 f 218.1 217.2 1200-1300 207.3 185.7 224.5 248.8 279.3 233.3 218.3 C 232.7 231.0 1300-1400 170.0 184.3 196.0 179.8 227.3 205.7 173.0 1 193.1 192.1 1400-1500 169.7 192.0 181.5 172.0 211.3 174.3 163.0 185.8 181.5 1500-1500 189.0 192.0 215.0 184.3 218.8 164.0 140.7 1 200.8 188.7 1600-1700 187.3 209.0 212.0 180.8 209.0 163.3 139.3 G 199.2 186.7 1700-1800 206.3 237.3 264.3 206.5 213.7 139.7 137.3 I 226.8 203.7 1800-1900 155.0 179.0 233.8 173.3 167.3 160.0 126.7 1 183.9 173.8 1900-2000 128.0 142.3 153.0 157.0 158.0 156.0 121.7 1 148.2 145.8 2000-2100 97.7 110.5 125.5 115.8 123.7 119.7 99.7 1 115.1 113.7 2100-2200 69.7 81.5 99.3 102.8 102.0 104.0 78.7 1 91.6 91.5 2200-2300 43.3 64.3 75.8 85.8 100.7 90.3 53.3 1 74.2 73.6 2300-2400 31.3 42.3 55.5 62.0 85.7 72.7 51.0 1 55.0 56.7 Totals 0700-1900 1978.0 2048.3 2280.0 2200.8 2420.0 1944.3 1774.7 1 2205.4 2117.4 0600-2200 2315.7 2418.3 2707.3 2632.8 2853.7 2360.7 2107.3 1 2607.9 2512.9 0600-0040 2390.3 2524.8 2838.5 2780.5 3040.0 2523.7 2211.7 1 2737.1 2643.2 0000-0000 2471.0 2601.8 2947.0 2892.8 3145.2 2649.0 2349.7 1 2835.8 2750.2 1 AM Peak 1100 1100 1100 1100 1100 1100 1100 1 175.3 176.3 212.0 246.3 259.3 221.7 207.3 1 1 PM Peak 1200 1700 1700 1200 1200 1200 1200 1 207.3 237.3 264.3 248.8 279.3 233.3 218.3 1 * - No data. VirtWeeklyVehicle-1677 Page 2 Weekly Vehicle Counts Virtual Week Vi rtWeeklyVeh i c le -'I 677 Site: 119-158.0.'1 EW Description: Located on Lincoln Ave, E of US Route 9 Filter time: 18:00 Tuesday, July 2, 2019 => 16:00 Friday, July 26, 2019 Scheme: Vehicle classification (Scheme F3) Filter: CIs(1-13) Dir(WB) Sp(5,100) Headway(>0) Span(O - 300) Lane(O-16) * - No data. Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour I 0000-0100 13.0 13.0 15.3 19.0 19.8 29.0 26.0 1 16.3 19.1 0100-0200 5.7 9.0 7.3 9.3 11.0 15.0 15.0 1 8.6 10.2 0200-0300 4.7 8.0 5.0 9.5 7.0 12.7 9.3 1 6.9 7.9 0300-0400 3,3 4.7 4.8 2.8 3.3 8.3 7.3 1 3.7 4.8 0400-0500 15.7 9.3 14,5 13.0 14.8 7.0 12.3 1 13.6 12.6 0500-0500 27.7 32.0 35.5 29.3 30.0 21.3 17.0 I 31.0 28.0 0600-0700 69.0 67.7 66.8 63.3 62.0 36.3 30.3 1 65.4 57.4 0700-0800 111.0 114.3 108.0 108.8 109.3 60.3 52.0 1 110.0 96.5 0800-0900 131.3 119.0 134.0 123.8 135.8 88.7 70.3 1 129.2 116.8 0900-1000 118.0 114.3 134.3 155.5 161.0 125.7 109.3 v' 138.9 133.5 1000-1100 133.0 119.0 123.0 134.8 141.3 151.0 130.7 130.7 133.2 1100-1200 140.7 127.7 137.5 154.5 179.3 151.0 136.7 149.4 148.0 1200-1300 167.0 145.7 180.3 151.8 184.8 155.0 141.0 1 169.2 163.9 1300-1400 150.3 135.3 152.5 128.3 150.8 139.3 118.3 1 145.7 141.5 1400-1500 141.7 139.3 154.5 134.3 138.8 132.7 114.0 141.8 137.2 1500-1600 131.0 137.7 154.0 151.3 169.3 122.0 130.0 150.2 144.2 1600-1700 151.0 150.3 165.0 184.8 174.0 126.3 133.7 1 155.2 156.7 1700-1800 140.0 156.7 178.0 174.3 177.7 139.3 142.0 1 166.6 159.8 1800-1900 105.3 121.8 187.3 175.8 189.7 132.0 154.7 1 156.9 153.5 1900-2000 90.7 106.8 133.8 138.0 151.3 137.7 133.0 1 124.4 127.2 2000-2100 76.3 85.8 91.8 90.8 95.7 88.7 80.7 1 88.3 87.4 2100-2200 48.0 49.8 64.5 74.0 79.0 66.7 52.0 1 63.0 62.1 2200-2300 30.7 42.3 73.8 52.0 57.0 54.7 36.3 1 51.9 50.3 2300-2400 19.7 20.5 30.5 26.3 44.7 43.0 29.3 1 27,9 I 30.0 Totals 1 1 0700-1900 1620.3 1581.1 1818.3 1787.5 1911.3 1523.3 1432.7 1 1754.8 1684.9 0600-2200 1904.3 1891.0 2175.0 2153.5 2299.3 1852.7 1728.7 1 2095.9 2018.9 0600-0000 1954.7 1953.8 2279.3 2231.8 2401.0 1950.3 1794.3 1 2175.8 2099.2 0000-0000 2024.7 2029.8 2361.5 2314.5 2486.8 2043.7 1881.3 1 2255.8 1 2181.8 AM Peak 1100 1100 1100 0900 1100 1100 1100 f 140.7 127.7 137.5 155.5 179.3 151.0 136.7 1 PM Peak 1200 1700 1800 1600 1800 1200 1800 ; 157.0 156.7 187.3 184.8 189.7 155.0 154.7 i * - No data. SpeedStat-1678 Page 1 MetroCount Traffic Executive Speed Statistics SpeedStat-1678 -- English IENUl Datasets: Site: [119-168] Located on Lincoln Ave, E of US Route 9 Attribute: South Broadway Hotel Direction: 8 - East bound ASB, West bound BSA. Lane: 0 Survey Duration: 14:54 Tuesday, July 2, 2019 => 16:13 Friday, July 26, 2019, Zone: File: 119-168 0 2019-08-02 1048. ECO (Plus) Identifier: BG78EWB MC56-1-5 [MC55] (c)Microcom 190ctO4 Algorithm: Factory default axle (v4.08) Data type: Axle sensors - Paired (Class/Speed/Count) Profile: Filter time: 18:00 Tuesday, July 2, 2019 => 16:00 Friday, July 26, 2019 (23.9167) Included classes: 11 213, 4152 61 718, 92 10, 11, 12, 13 Speed range: 5 - 100 mph. Direction: East, West (bound), P = East, Lane = 0-16 Separation: Headway > 0 sec, Span 0 - 300 ft Name: Default Profile Scheme: Vehicle classification (Scheme F3) Units: Non metric (ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles = 117661 / 117989 (99.72%) SpeedStat-I 678 Page 2 Speed Statistics SpeedStat-1678 Site: 119-168.0.'1 EW Description: Located on Lincoln Ave, E of US Route 9 Filter time: 18:00 Tuesday, July 2, 2019 => 16:00 Friday, July 26, 2019 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1-13) Dir(EW) Sp(5,100) Headway(>0) Span(O - 300) Lane(O-16) Vehicles = 117661 Posted speed limit = 30 mph, Exceeding = 34867 (29.63°1%), Mean Exceeding = 32.85 mph Maximum = 81.0 mph, Minimum = 5.0 mph, Mean = 27.6 mph 86% Speed = 32.07 mph, 95% Speed = 34.89 mph, Median = 27.63 mph 10 mph Pace = 23 - 33, Number in Pace = 88245 (75.00°1%) Variance = 22.86, Standard Deviation = 4.78 mph Speed Bins (Partial days) Speed I Bin I Below f Above I Ene-.rgy I vMi,jt I n* vMult 0 _ 5 1 ° . W, 0 0.0% 117661 i 00. Oz, 1 [x . 00 r 0.00 1 1) 0) 5 - 10 i 404 0,3% I 404 0.30 117257 99.70 1 0.00 1 0.00 1 0.00 10 - 15 1 1263 1.1% 1667 1.4% 115994 98.6% 1 0.00 1 0.00 1 0.00 15 -- 20 1 4838 4.10 6505 5.50 1 111156 94.50 1 0.00 1 0.00 1 0.00 20 - 25 1 23298 19.8% I 29803 25.30 1 87858 74,70 1 0.00 1 0.00 1 0.00 25 - 30 1 52991 45.0% 1 82794 70.40 1 34867 29.60 1 0.00 1 0.00 M 0.00 30 - 35 1 29069 24.70 1 111863 95.1% 1 5798 4.9% 1 0.00 1 0.00 I 0.00 35 - 40 1 5161 4,4% 1 117024 99.56 1 637 0.50 1 0.00 1 0.00 1 0.00 40 - 45 1 544 0.50 1 117568 99.90 1 93 0.1% 1 0.00 1 0.00 1 0.00 45 - 50 1 77 0.10 1 117645 100.0% 1 16 0.0% 1 0.00 I 0.00 1 0.00 50 - 55 1 8 0.0% 1117653 100.0% 1 8 0.0% 1 0.00 1 0.00 1 0.00 55 - 60 I 4 0.0% 1 117657 100.0% i 4 0.00 1 0.00 1 0.00 1 0.00 60 - 65 d 1 0.0% 1 117658 100.0% i 3 0.0% 1 0.00 1 0.00 1 0.00 65 - 70 1 1 0.0% 1 117659 100.0° 2 0.0% 1 0.00 1 0.00 1 0.00 70 - 75 1 0 0,0% 1 117659 100.0% 2 0.0% 1 0.00 1 0.00 1 0.00 75 - 80 1 0 0.0% 1 117659 100.00 2 0.0% 1 0.00 1 0.00 1 0.00 80 - 85 1 2 0.0% 1 117661 100.0% 0 0.0% 1 0.00 1 0.00 1 0.00 85 - 90 1 0 0.0% 1 117661 100.0% 0 0.0% 1 0.00 1 0.00 1 0.00 90 - 95 1 0 0.0% 1 117661 100.00 0 0.00 1 0.00 1 0.00 1 0.00 95 - 100 1 0 0.0% 1 117661 100.0% I 0 0.0% i 0.00 1 0.00 1 0.00 Total Speed Rating = 0.00 Total Moving Energy (Estimated) = 0.00 Speed limit. field (Partial days) Limit i Below I Above 0 j 30 (PS') { , = 4'n- _ � ,9.6% 6 ceedStat-1579 -- _E qli s h (EN U) Datasets: Site: Attribute: Direction: Survey Duration: Zone: File: Identifier: Algorithm: Data type: Profile: Filter time: Included classes: Speed range: Direction: Separation: Name: Scheme: Units: In profile: Me#raGount Traffic Executive Speed Statistics. [119-168] Located on Lincoln Ave, E of US Route 9 South Broadway Hotel 8 - East bound ASB, West bound BSA. Lane: 0 14:54 Tuesday, July 2, 2019 => 16:13 Friday, July 26, 2019) 119-168 0 2019-08-02 1048. ECO (Plus ) BG78EWB MC56-1-5 [MC55] (c)Microcom 190ct04 Factory default axle (v4.08) Axle sensors - Paired (Class/Speed/Count) 18:00 Tuesday, July 2, 2019 => 16:00 Friday, July 26, 2019 (23.9167) 11 21 3, 41 51 67 77 81 9, 10, 117 12, 13 5 - 100 mph. AB, Lane =O-16 Headway > 0 sec, Span 0 - 300 ft Default Profile Vehicle classification (Scheme F3) Non metric (ft, mi, ft/s, mph, lb, tan) Vehicles = 6561411'17989 (55.61 %) SpeedStat-1679 Page 1 SpeedStat-1 679 Page 2 Speed 5#a#istics SpeedStat-'1679 Site: 119-168.9.1 EV Description: Located on Lincoln Ave, E of US Route 9 Filter time: 18:00 Tuesday, July 2, 2019 => 16:00 Friday, July 26, 2019 Scheme: Vehicle classification (Scheme F3) Filter: CIs(1-13) Dir(EB) Sp(5,100) Headway(>0) Span(O - 300) Lane(O-16) Vehicles = 65614 Posted speed limit = 30 mph, Exceeding = 20644 (31.46%), Mean Exceeding = 32.83 mph Maximum = 81.0 mph, Minimum = 5.0 mph, Mean = 28.0 mph 86% Speed = 32.18 mph, 96% Speed = 34.92 mph, Median = 28.02 mph 10 mph Pace = 23 - 33, Number in Pace = 50318 (76.69°/x) Variance = 21.15, Standard Deviation = 4.60 mph Speed Bins (Partial days) Speed I Bin I Below 1 Above 1 En.(-=!r2Y I vMult I n* vMult -� - 5 0.0% 1 Q 0. 0% 1 65 614 '100.0% 1 0.00 1 1 0.00 5 - 10 118 0.20 1 118 0.20 1 65496 9948% 1 0.00 1 0.00 1 0.00 10 - 15 1 615 0.90 1 733 1.1% I 64881 98,90 1 0.00 1 0.00 i 0.00 15 -- 20 1 2204 3.40 1 2937 4.50 I 62677 95,5% 1 0.00 1 0.00 1 0.00 20 - 25 1 11764 17.9% i 14701 22.4% 1 50913 77.6% 1 0.00 1 0.00 1 0.00 25 - 30 1 30269 46.1% 1 44970 68.50 1 20644 31.50 1 0.00 1 0.00 1 0.00 30 - 35 1 17281 26.30 1 62251 94.90 1 3363 5.10 1 0.00 1 0.00 1 0.00 35 - 40 1 3005 4.60 65256 99.50 1 358 0.50 1 0.00 1 0.00 1 0.00 40 - 45 1 298 0.50 1 65554 99.90 1 60 0.1% 1 0.00 1 0.00 1 0.00 45 - 50 I 48 0.1% 65602 100.0% 1 12 0.0% 1 0.00 1 0.00 1 0.00 50 - 55 5 0.0% 1 65607 100.0% 7 0.00 1 0.00 1 0.00 1 0.00 55 - 60 4 0.0% 1 65611 100.0% 3 0.00 1 0.00 1 0,00 1 0.00 60 - 65 1 0.0% 1 65612 100.00 I 2 0.0% 1 0.00 1 0,00 I 0.00 65 - 70 1 0.0% 1 65613 100.00 1 0.0% 1 0.00 1 0.00 0.00 70 - 75 0 0.0% 1 65613 100.00 1 1 0.0% I 0.00 1 0,00 0.00 75 - 60 0 0.0% 1 65613 100.0% 1 1 0.0% 1 0.00 1 0.00 I 0.00 80 - 85 1 0.0% 1 65614 100.0% 1 0 0.0% I 0.00 1 0.00 0.00 85 - 90 0 0.0% 1 65614 100.00 1 0 0.0% 1 0.00 1 0.00 0.00 90 - 95 I 0 0.0% j 65614 100.0% 1 0 0.0% 1 0.00 0.00 0.00 95 - 100 1 0 0.0% 1 65614 100.0% 1 0 0.00 1 0.00 O 00 1 0.00 Total Speed Rating = 0.00 Total Moving Energy (Estimated) = 0.00 Speed I im it f i elds (Partial days) Limit I Below Above I Q PSL{t -�; .5% S eedStat-1 880 — E n q I is h i E.N-Qi Datasets: Site: Attribute: Direction: Survey Duration: Zone: File: Identifier: Algorithm: Data type: Profile: Filter time: Included classes: Speed range: Direction: Separation: Name: Scheme: Units: In profile: MetroCount Traffic Executive S eed Statistics, [119-168] Located on Lincoln Ave, E of US Route 9 South Broadway Hotel 8 - East bound ASB, West bound BSA. Lane: 0 14:54 Tuesday, July 2, 2019 => 16:13 Friday, July 26, 20193 119-168 0 2019-08-02 1048.EC0 (Plus) BG78EWB MC56-1-5 [MC55] (c)Microcom 190ct04 Factory default axle (v4.08) Axle sensors - Paired (Class/Speed/Count) 18:00 Tuesday, July 2, 2019 => 16:00 Friday, July 26, 2019 (23.9167) 11 21 31 41 52 61 71 81 9, 10, 11, 12, 13 5 - 100 mph. BA , Lane = 0-16 Headway > 0 sec, Span 0 - 300 ft Default Profile Vehicle classification (Scheme F3) Non metric (ft, mi, ft/s, mph, 1b, ton) Vehicles = 52047 / 117989 (44.11 %) SpeedStat-I 880 Page 1 SpeedStat-1 680 Page 2 Speed Statistics, SpeedStat-1680 Site: 119-168.0.1 EI! Description: Located on Lincoln Ave, E of US Route 9 Filter time: 18:00 Tuesday, July 2, 2019 => 16:00 Friday, July 26, 2019 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1-13) Dir(WB) Sp(5,100) Headway(>O) Span(O - 300) Lane(O-16) Vehicles = 52047 Posted speed limit = 30 mph, Exceeding = 14223 (27.33°1%), Mean Exceeding = 32.88 mph Maximum = 81.0 mph, Minimum = 5.0 mph, Mean = 27.2 mph 85% Speed = 31.85 mph, 95% Speed = 34.74 mph, Median = 27.29 mph 10 mph Pace = 23 - 33, Number in Pace = 38037 (73.08°/x) Variance = 24.71, Standard Deviation = 4.97 mph Speed Bins (Partial days) Speed I Bin I Below [ Above I Energy I vMult l n * Wu1 0- 5 ;h. O. F. I _ 0.0% I 52047 100.0% 1 0.00 1 0 t 00 1 .00 5 - 10 286 0.50 1 286 0.50 - 51761 99.50 1 0.00 1 0.00 1 0.00 10 - 15 P 648 1.20 1 934 1.80 51113 98.20 1 0.00 1 0.00 I 0.00 15 - 20 2634 5.10 1 3568 6.90 1 48479 93.10 1 0.00 1 0,00 ! 0.00 20 - 25 11534 22.20 1 15102 29.0% 1 36945 71.0% 1 0.00 1 0.00 0.00 25 - 30 9 22722 43:70 1 37824 72.7% 1 14223 27.30 1 0.00 1 0.00 0.00 30 - 35 1 11788 22.60 l 49612 95.30 1 2435 4.70 1 0.00 1 0.00 0.00 35 - 40 1 2156 4.1% I 51768 99.50 1 279 0.50 1 0.00 0.00 0.00 40 - 45 1 246 0.50 1 52014 99.90 1 33 0.1% M 0.00 0.00 0.00 45 - 50 1 29 0.1% 1 52043 100.00 1 4 0.0% 1 0.00 1 0.00 i 0.00 50 - 55 1 3 0.0% 1 52046 100.0% 1 1 0.0% 1 0.00 1 0.00 1 0.00 55 - 60 1 0 OA% 1 52046 100.0% 1 1 0.0% 1 0.00 1 0.00 1 0.00 60 - 65 I 0 0..0% 1 52046 100.00 1 1 0.0% ! 0.00 1 0.00 1 0.00 65 - 70 0 0..0% 1 52046 100.00 1 1 0.0% 1 0.00 1 0.00 1 0.00 70 - 75 0 0.0% 1 52046 100.0% I 1 0.00 1 0.00 1 0.00 1 0.00 75 - 80 0 0.0% 1 52046 100.0% I 1 0.0% 1 0.00 1 0.00 1 0.00 80 - 85 1 0.00 1 52047 100.0% 1 0 0.0% 1 0.00 1 0.00 1 0.00 85 - 90 0 0.0% 1 52047 100.00 0 0.0% 1 0.00 1 0.00 1 0.00 90 - 95 1 0 0.0% I 52047 100.00 I 0 0.0% 1 0.00 1 0.00 1 0.00 95 - 100 1 0 OA% 1 52047 100.0% I 0 0.0% 1 0.00 1 0.00 1 0.00 Total Speed Rating = 0.00 Total Moving Energy (Estimated) = 0.00 Speed limit fields (Partial days) I limit .1 Ele low I Above 0 1 30 (PSL) 824 7:.. _ .3° 0 MetroCount Traffic Executive Vlleekt Vehicle Counts (Virtual Vlleek VP rtWeeklyKgh i cle-1685 — En q I i sh E N U Datasets: Site: Attribute: Direction: Survey Duration: Zone: File: Identifier: Algorithm: Data type: Profile: Filter time: Included classes: Speed range: Direction: Separation: Name: Scheme: Units: 1n profile: [119-168] Located on Todd St, E of US Route 9 South Broadway Hotel 8 - East bound ASB, West bound BSA. Lane: 1 14:56 Tuesday, July 2, 2019 => 10:46 Friday, August 2, 20197 119-168 0 2019-08-02 1046.EC1 (Plus) S132BN62 MC56-1-5 [MC55] (c)Microcom 190ct04 Factory default axle (v4.08) Axle sensors - Paired (Class/Speed/Count) 0:00 Wednesday, July 3, 2019 => 0:00 Wednesday, July 31, 2019 (28) 17 213, 42 51 61 7, 8, 9, 10, 11, 12, 13 5 - 100 mph. East, West (bound), P = East, Lane = 0-16 Headway > 0 sec, Span 0 - 300 ft Default Profile Vehicle classification (Scheme F3) Non metric (ft, mi, ft/s, mph, Ib, ton) Vehicles = 1 040 1 1 092 (95.24%) Vi rtWeeklyVeh isle -1685 Page 1 Weekly Vehicle Counts (Virtual Week Vi rtWeeklyVeh 1cle-'1685 VirtWeeklyVehicle-1685 Page 2 Site: 119-168.1.2EW Description: Located on Todd St, E of US Route 9 Filter time: 0:00 Wednesday, July 3, 2019 => 0:00 Wednesday, July 31, 2019 Scheme: Vehicle classification (Scheme F3) Filter: CIs(1-13) Dir(EW) Sp(5,1 OO) Headway(>O) Span(O - 300) Lane(O-16) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour 0000-0100 0.0 0.3 0.5 0.0 1.3 0.3 0.5 0.4 0.4 0100-0200 0.3 0.0 0.0 0.3 0.3 0.0 0.5 0.1 0.2 0200-0300 0.3 0.8 0.0 0.3 0.0 0.0 0.3 0.3 0.2 0300-0400 0.5 1.0 0.0 0.5 0.0 0.0 0.0 0.4 0.3 0400-0500 1.0 0.0 1.0 1.5 2.0 2.0 0.5 1.1 1.1 0500-0600 0.3 2.0 1.8 1.3 0.8 1.0 0.0 1.2 1.0 0600-0700 1.0 0.8 1.5 1.8 1.0 0.0 1.5 1 1.2 1.1 0700-0800 1.8 2.0 2.3 2.0 1.0 0.5 1.3 1 1.8 1.5 0800-0900 1.8 2.8 1.5 1.3 2.0 1.0 0.5 1 1.9 1.5 0900-1000 1.3 0.5 2.0 2.0 0.8 1.5 1.0 1 1.3 1.3 1000-1100 2.3 2.5 1.3 1.0 1.0 3.0 0.3 1 1.6 1.6 1100-1200 2.3 2.5 2.0 2.3 2.0 2.8 1.3 1 2.2 2.1 1200-1300 1.3 1.3 2.5 3.8 2.5 2.0 1.8 1 2.3 2.1 1300-1400 2.5 3.5 3.3 3.5 4.8 3.5 1.8 1 3.5 3.3 1400-1500 2.8 4.0 3.0 2.5 3.0 2.5 2.8 1 3.0 2.9 1500-1600 2.3 4.0 4.5 2.8 2.0 3.8 4.5 1 3.1 3.4 1600-1700 3.3 3.3 4.3 3.8 2.8 3.5 3.0 1 3.5 3.4 1700-1800 4.0 3.3 3.5 3.3 3.8 0.5 1.5 1 3.5 2.8 1800-1900 1.3 1.5 2.3 1.0 2.8 1.5 2.8 1 1.8 1.9 1900-2000 1.5 1.0 1.8 2.0 2.3 1.0 2.8 1 1.7 1.8 2000-2100 0.5 1.3 0.5 0.8 1.3 1.3 3.0 1 0.8 1.2 2100-2200 0.8 0.8 0.5 1.3 1.3 1.5 1.3 1 0.9 1.0 2200-2300 1.5 0.3 0.0 0.3 0.5 0.0 0.5 1 0.5 0.4 2300-2400 0.8 0.8 0.0 0.5 1.0 0.8 0.0 1 l 0.6 0.5 Totals i 0700-1900 26.5 31.0 32.3 29.0 28.3 26.0 22.3 1 29.4 27.9 0600-2200 30.3 34.8 36.5 34.8 34.0 29.8 30.8 34.1 33.0 0600-0400 32.5 35.8 36.5 35.5 35.5 30.5 31.3 1 35.2 33.9 0000-0000 34.8 39.8 39.8 39.3 39.8 33.8 33.0 I 38.7 37.1 AM Peak 1100 0800 0700 1100 1100 1000 1 0600 1 2.3 2.8 2.3 2.3 2.0 3.0 1.5 PM Peak 1700 1500 1500 1600 1300 1500 1500 1 4.0 4.0 4.5 3.8 4.8 3.8 4.5 * - No data. VirtWeeklyVehicle-1686 Page 1 MetroCount Traffic Executive Weekly Vehicle noun#s Virtual Week VirtWeeklvVehicle-1686 -- English (EAEU) Datasets: Site: [119-168] Located on Todd St, E of US Route 9 Attribute: South Broadway Hotel Direction: 8 - East bound ASB, West bound BSA. Lane: 1 Survey Duration: 14:56 Tuesday, July 2, 2019 => 10:46 Friday, August 2, 2019, Zone: Fife: 119-168 0 2019-08-02 1046.EC1 (Plus) Identifier: S1328N62 MC56-1-5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default axle (v4.08) Data type: Axle sensors - Paired (Class/Speed/Count) Profile: Filter time: 0:00 Wednesday, July 3, 2019 => 0:00 Wednesday, July 31, 2019 (28) Included classes: 11 2131 43 51 61 7, 8, 9, 10, 11, 12, 13 Speed range: 5 - 100 mph. Direction: AB , Lane = 0-16 Separation: Headway > 0 sec, Span 0 - 300 ft Name: Default Profile Scheme: Vehicle classification (Scheme F3) Units: Non metric (ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles = 4501 1092 (41.21 %) VirtWeeklyVehicle-1686 Page 2 Weekiv Vehicle Counts (Virtual Week Vi rtWeeklyVeh 1cle-1686 Site: 119-168.1.2EW Description: Located on Todd St, E of US Route 9 Filter time: 0:00 Wednesday, July 3, 20'19 => 0:00 Wednesday, July 31, 2019 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1-13) Dir(EB) Sp(5,100) Headway(>O) Span(O - 300) Lane(O-1 G) * - No data- Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour 0000-0100 0.0 0.0 0.0 0.0 0.5 0.3 0.3 0.1 0.1 0100-0200 0.0 0.0 0.0 0.3 0.0 0.0 0.5 0.1 0.1 0200-0300 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.1 0.0 0300-0400 0.3 0.3 0.0 0.0 0.0 0.0 0.0 1 0.1 0.1 0400-0500 0.5 0.0 0.0 0.3 0.5 0.5 0.3 I 0.3 0.3 0500-0600 0.3 1.5 1.3 1.0 0.3 0.5 0.0 0.8 0.7 0600-0700 0.5 0.8 0.5 1.0 0.8 0.0 0.3 1 0.7 0.5 0700-0800 0.8 0.5 0.5 0.3 0.3 0.0 0.5 1 0.5 0.4 0800-0900 0.0 0.8 0.0 0.3 0.3 0.3 0.0 1 0.3 0.2 0900-1000 0.3 0.3 0.5 1.0 0.5 0.0 0.8 I 0.5 0.5 1000-1100 1.3 1.0 0.5 0.5 0.5 1.8 0.3 I 0.8 0.8 1100-1200 1.0 1.3 1.3 1.0 0.5 0.5 0.8 1 1.0 0.9 1200-1300 0.5 0.8 0.8 1.3 1.0 0.8 0.8 1 0.8 0.8 1300-1400 1.3 1.8 1.3 1.5 1.8 2.3 0.3 - 1.5 1.4 1400-1500 0.8 1.3 1.3 1.5 0.8 1.8 1.8 1 1.1 1.3 1500-1600 0.5 2.3 1.5 1.3 0.5 1.3 1.8 1.2 1.3 1600-1700 0.8 1.8 2.8 2.3 1.0 0.8 1.5 1.7 1.5 1700-1800 3.0 2.5 2.5 2.3 1.8 0.5 1.3 2.4 2.0 1800-1900 0.3 0.8 2.0 0.3 0.8 0.3 1.5 0.8 0.8 1900-2000 1.0 0.3 0.5 1.0 1.0 0.8 1.8 1 0.8 0.9 2000-2100 0.5 0.5 0.3 0.3 0.5 0.8 1.3 0.4 0.6 2100-2200 0.8 0.3 0.3 0.5 0.5 1.0 0.5 0.5 0.5 2200-2300 0.5 0.0 0.0 0.0 0.3 0.0 0.0 1 0.1 0.1 2300-2400 0.3 0.3 0.0 0.3 0.3 0.3 0.0 1 0.2 0.2 Totals 0700-1900 10.3 14.8 14.8 13.3 9.5 10.0 11.0 1 12.5 11.9 0600-2200 13.0 16.5 16.3 16.0 12.3 12.5 14.8 ! 14.8 14.5 0600-0000 13.8 16.8 16.3 16.3 12,8 12.8 14.8 i 15.1 14.8 0000-0000 14.8 18.5 17.5 18.0 14.0 14.0 15.8 ! 16.5 16.1 AM Peak 1000 0500 1100 1100 0600 1000 1100 1 1.3 1.5 1.3 1.0 0.8 1.8 0.8 u PM Peak 1700 1700 1600 1700 1700 1300 1900 3.0 2.5 2.8 2.3 1.8 2.3 1.8 i * - No data- VirtweeklyVehicle-1687 Page 1 MetroCount Traffic Executive Weekly Vehicle Counts (Virtual Week VirtWeeklvVehicle-1687 -- EngGsh (GNU) Datasets: Site: [119-168] Located on Todd St, E of US Route 9 Attribute: South Broadway Hotel Direction: 8 - East bound ASB, West bound BSA. Lane: 1 Survey Duration: 14:56 Tuesday, July 2, 2019 => 10:46 Friday, August 2, 2019, Zone: File: 119-168 0 2019-08-02 1046.EC1 (Plus) Identifier: S1328N62 MC56-1-5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default axle (v4.08) Data type: Axle sensors - Paired (Class/Speed/Count) Profile: Filter time: 0:00 Wednesday, July 3, 20'19 => 0:00 Wednesday, July 31, 2019 (28) Included classes: 1, 2, 3, 4, 5, 67 7, 81 92 107 11, 12, 13 Speed range: 5 - 100 mph. Direction: BA, Lane = 0-16 Separation: Headway > 0 sec, Span 0 - 300 ft Name: Default Profile Scheme: Vehicle classification (Scheme F3) Units: Non metric (ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles = 5901 1092 (54.03%) VirtWeeklyVehicle-1 687 Page 2 Weekly Vehicle Counts (Virtual Week) Vi rtWeeklyVeh icle-'I 987 Site: 119-168.1.2EW Description: Located on Todd St, E of US Route 9 Filter time: 0:00 Wednesday, July 3, 2019 => 0:00 Wednesday, July 31, 2019 Scheme: Vehicle classification (Scheme F3) Filter: Cls(I-13) Dir(WB) Sp(5,100) Headway(>O) Span(O - 300) Lane(O-16) * - No data. Man Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour I 0000-0100 0.0 0.3 0.5 0.0 0.8 0.0 0.3 1 o.3 o.3 0100-0200 0.3 0.0 0.0 0.0 0.3 0.0 0.0 1 0.1 0.1 0200-0300 0.3 0.8 0.0 0.0 0.0 0.0 0.3 1 0.2 0.2 0300-0400 0.3 0.8 0.0 0.5 0.0 0.0 0.0 1 0.3 o.2 0400-0500 0.5 0.0 1.0 1.3 1.5 1.5 0.3 1 0.8 0.9 0500-0600 0.0 0.5 0.5 0.3 0.5 0.5 0.0 1 0.3 0.3 0600-0700 0.5 0.0 1.0 0.8 0.3 0.0 1.3 1 0.5 0.5 0700-0800 1.0 1.5 1.8 1.8 0.8 0.5 0.8 1 1.4 1.1 0800-0900 1.8 2.0 1.5 1.0 1.8 0.8 0.5 1.6 1.3 0900-1000 1.0 0.3 1.5 1.0 0.3 1.5 0.3 0.8 0.8 1000-1100 1.0 1.5 0.8 0.5 0.5 1.3 0.0 0.8 0.8 1100-1200 1.3 1.3 0.8 1.3 1.5 2.3 0.5 1.2 1.3 1200-1300 0.8 0.5 1.8 2.5 1.5 1.3 1.0 1.4 1.3 1300-1400 1.3 1.8 2.0 2.0 3.0 1.3 1.5 ! 2.0 1.8 1400-1500 2.0 2.8 1.8 1.0 2.3 0.8 1.0 2.0 1.6 1500-1600 1.8 1.8 3.0 1.5 1.5 2.5 2.8 1 1.9 2.1 1600-1700 2.5 1.5 1.5 1.5 1.8 2.8 1.5 1 1.8 1.9 1700-1800 1.0 0.8 1.0 1.0 2.0 0.0 0.3 1 1.1 0.9 1800-1900 1.0 0.8 0.3 0.8 2.0 1.3 1.3 1 0.9 1.0 1900-2000 0.5 0.8 1.3 1.0 1.3 0.3 1.0 1 0.9 0.9 2000-2100 0.0 0.8 0.3 0.5 0.8 0.5 1.8 1 0.5 0.6 2140-2200 0.0 0.5 0.3 0.8 0.8 0.5 0.8 1 0.5 0.5 2200-2300 1.0 0.3 0.0 0.3 0.3 0.0 0.5 1 0.3 0.3 2300-2400 0.5 0.5 0.0 0.3 0.8 0.5 0.0 1 0.4 0.4 Totals 1 0700-1900 16.3 16.3 17.5 15.8 18.8 16.0 11.3 1 16.9 16.0 0600-2200 17.3 18.3 20.3 18.8 21.8 17.3 16.0 I 19.2 18.5 0600-0000 18.8 19.0 20.3 19.3 22.8 17.8 16.5 20.0 19.2 0000-0000 20.0 21.3 22.3 21.3 25.8 19.8 17.3 1 I 22.1 21.1 AM Peak 0800 0800 0700 0700 0800 1100 0600 1 1.8 2.0 1.8 1.8 1.8 2.3 1.3 1 1 PM Peak 1600 1400 1500 1200 1300 1600 1500 1 2.5 2.8 3.0 2.5 3.0 2.8 2.8 1 * - No data. 5 eedStat-1688 -- English GNU Datasets: Site: Attribute: Direction: Survey Duration: Zone: File: Identifier: Algorithm: Data type: Profile: Filter time: Included classes: Speed range: Direction: Separation: Name: Scheme: Units: In profile: MetroCount Traffic Executive Sped Statistics [119-168] Located on Todd St, E of US Route 9 South Broadway Hotel 8 - East bound ASB, West bound B>A. Lane: 1 14:56 Tuesday, July 2, 2019 => 10:46 Friday, August 2, 20192 119-168 0 2019-08-02 1046.EC1 (Plus) S1328N62 MC56-1-5 [MC55] (c)Microcom 190ct04 Factory default axle (v4.08) Axle sensors - Paired (Class/Speed/Count) 0:00 Wednesday, July 3, 2019 => 0:00 Wednesday, July 31, 2019 (28) 11 27 37 41 51 67 77 81 91 10, 11, 12, 13 5 - 100 mph. East, West (bound), P = East, Lane = 0-16 Headway > 0 sec, Span 0 - 300 ft Default Profile Vehicle classification (Scheme F3) Non metric (ft, mi, ft/s, mph, lb, ton) Vehicles =10401'1092 (95.24%) SpeedStat-1888 Page 1 SpeedStat-1688 Page 2 Speed Statistics SpeedStat-'I 688 Site: 119-168.1.2EW Description: Located on Todd St, E of US Route 9 Filter time: 0:00 Wednesday, July 3, 2019 => 0:00 Wednesday, July 31, 2019 Scheme: Vehicle classification (Scheme F3) Filter: Cls(I-13) Dir(EW) Sp(6,100) Headway(>0) Span(O - 300) Lane(O-16) Vehicles = 1040 Posted speed limit = 30 mph, Exceeding = 0 (0.00°1%), Mean Exceeding = 0.00 mph Maximum = 21.6 mph, Minimum = 5.0 mph, Mean = 10.1 mph 86% Speed = 12.62 mph, 95% Speed = 14.76 mph, Median = 9.67 mph 10 mph Pace = 5 - 15, Number in Pace = 991 (95.29°1%) Variance = 6.55, Standard Deviation = 2.56 mph Speed Bins Speed I Bin I Below P Above N Energy 1 V UIt I n* vMult u- 5 I 0 OA(' 1 0 0.0% 1040 100.0% N 0.00 1 0.00 1 0.C -O 5 - 10 I 552 53.10 1 552 53.10 i 488 46.9% I 0.00 1 0.00 1 0.00 10 - 15 1 440 42.30 992 95.4% 1 48 4.6% I 0.00 1 0.00 i 0.00 15 -- 20 I 47 4.5% C 1039 99.9% 1 1 0.1% I 0.00 1 0.00 1 0.00 20 - 25 1 0.1% 1 1040 100.0% 1 0 0.0% I 0.00 1 0.00 0.00 25 - 30 0 0.0% I 1040 100.0% 1 0 0.0% I 0.00 1 0.00 0.00 30 - 35 0 0.0% I 1040 100.0% 1 0 0.0% 1 0.00 1 0.00 0.00 35 - 40 0 0.0% 1040 100.00 1 0 0.0% 1 0.00 1 0.00 0.00 40 - 45 0 0.0% 1 1040 100.0% I 0 0.0% 1 0.00 I 0.00 0.00 45 - 50 0 0.0% I 1040 100.0% 1 0 0.0% 1 0.00 i 0.00 0.00 50 - 55 0 0.0% 1 1040 100.0% I 0 0.0% 1 0.00 1 0.00 0.00 55 - 60 1 0 0.0% 1 1040 100.0% 1 0 0.0% 1 0.00 1 0,00 0.00 60 - 65 0 0.0% 1 1040 100.00 1 0 O.0% 1 0.00 1 0.00 0.00 65 - 70 I 0 0.0% I 1040 100.00 1 0 0,0% I 0.00 1 0.00 0.00 70 - 75 I 0 OA% 1 1040 100.0% 1 0 0.00 1 0.00 1 0.00 0.00 75 - 80 I 0 0.0% 1 1040 100.0% I 0 0.0% I 0.00 1 0.00 0.00 80 - 85 1 0 0.0% 1 1040 100.0% 1 0 0,0% 1 0.00 1 0,00 0.00 85 - 90 1 0 0.0% 1 1040 100.0% I 0 O.D% 1 0.00 1 0.00 0.00 90 - 95 1 0 D.0% 1 1040 100.0% I 0 0.0% 1 0.00 1 0.00 1 0.00 95 - 100 1 0 0.0% 1 1040 100.0% 1 0 0.0% 1 0.00 1 0.00 1 OAO Total Speed Rating = 0.00 Total Moving Energy (Estimated) = 0.00 Speed limit fields l Limit 1 Below I Above ;° (PSL i ��` ; - ' .. �:� . a � 0.0% SpeedStat-1689 Page 2 Saeed Statistics SpeedStat-'I 689 Site: 119-168.1.2EW Description: Located on Todd St, E of US Route 9 Filter time: 0:00 Wednesday, July 3, 20'19 => 0:00 Wednesday, July 31, 2019 Scheme: Vehicle classification (Scheme F3) Filter: cis(I-13) Dir(EB) Sp(5,100) Headway(>0) Span(O - 300) Lane(O-16) Vehicles = 450 Posted speed limit = 30 mph, Exceeding = 0 (0.00%), Mean Exceeding = 0.00 mph Maximum = 19.5 mph, Minimum = 5.0 mph, Mean = 10.4 mph 85% Speed = 13.46 mph, 95% Speed = 15.60 mph, Median = 9.79 mph 10 mph Pace = 5 - 15, Number in Pace = 419 (93.11 %) Variance = 8.18, Standard Deviation = 2.86 mph Sneed Bins Total Speed Rating = 0.00 Total Moving Energy (Estimated) = 0.00 Speed limit fields [ L.1Mit t 3,1 (PSL) Below 450 100.0% 1 Above 0 0.0% d Bin I Below I Above I Enercjy i vmul t E n* vMult 5 1 0 0. 01 1 0 0.0% 1 450 100.0-- i _, . e_. 0.00 5 - 1 0 1 239 53.1% 1 239 53.1% 1 211 46.90 1 0.00 1 0.00 1 0.00 10 - 15 1 174 38.7% 1 413 91.80 1 37 8.20 1 0.00 i 0.00 0.00 15 - 20 37 $.2% 1 450 100.0% 1 0 0.0% 1 0.00 1 0.00 1 0.00 20 - 25 0 0.0% 1 450 100.0% P 0 0.0% 1 0.00 1 0.00 I 0.00 25 - 30 0 0.0% 1 450 100.0% 0 0.0% 1 0.00 1 0.00 1 0.00 30 - 35 1 0 0.0% 1 450 100.0% 1 0 0.0% 1 0.00 1 0.00 1 0.00 35 - 40 1 0 0,0% 1 450 100.0% 1 0 0.0% 1 0.00 1 0.00 1 0.00 40 - 45 1 0 0.0% 1 450 100.0% i 0 0.0% 1 0.00 I 0.00 1 0.00 45 - 50 1 0 0.00 1 450 100.0% 0 0.0% 1 0.00 1 0.00 1 0.00 50 - 55 1 0 0.0% 1 450 100.0% 1 0 0.0% 1 0.00 1 0.00 1 0.00 55 - 60 i 0 0,0% 1 450 100.0% 11 0 0.0% 1 0.00 0.00 1 0.00 60 - 65 1 0 0.0% 1 450 100.0% 1 0 0.0% 0.00 0.00 1 0.00 65 - 70 0 0.0% 1 450 100.0% 1 0 0.0% 0.00 0.00 1 0.00 70 - 75 0 0.0% I 450 100.0% 1 0 0.0% 0.00 0.00 1 0.00 75 - 80 0 0.0% 1 450 100.0% 1 0 0.0% 0.00 0.00 1 0.00 80 - 85 0 0.0% 1 450 100.0% 1 0 0.0% 0.00 0.00 1 0.00 85 - 90 0 0.00 ! 450 100.0% 1 0 0.0% 0.00 0.00 1 0.00 90 - 95 i 0 0.0% i 450 100.0% 1 0 0.0% 0.00 0.00 14 0.00 95 - 100 1 0 0.0% 450 100.0% 1 0 0.0% 1 0.00 1 0.00 1 0.00 Total Speed Rating = 0.00 Total Moving Energy (Estimated) = 0.00 Speed limit fields [ L.1Mit t 3,1 (PSL) Below 450 100.0% 1 Above 0 0.0% SpeedStat-1699 Page 1 MetroCount Traffic Executive Speed Statistics S oeedStat-1690 -- Eno its h I E N U Datasets: Site: [119-168] Located on Todd St, E of US Route 9 Attribute: South Broadway Hotel Direction: 8 - East bound ASB, West bound BSA. Lane: 1 Survey Duration: 14:56 Tuesday, July 2, 2019 => 10:46 Friday, August 2, 2019, Zone: File: 119-168 0 2019-08-02 1046.EC1 (Plus) Identifier: S1328N62 MC56-1-5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default axle (v4.08) Data type: Axle sensors - Paired (Class/Speed/Count) Profile: Filter time: 0:00 Wednesday, July 3, 20'19 => 0:00 Wednesday, July 31, 2019 (28) Included classes: 11 2135 415, 61 7, 8, 9, 10, 11, 12, 13 Speed range: 5 - 100 mph. Direction: BA , Lane = 0-16 Separation: Headway > 0 sec, Span 0 - 300 ft Name: Default Profile Scheme: Vehicle classification (Scheme F3) Units: Non metric (ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles = 59011092 (54.03%) SpeedStat-1690 Page 2 Speed Statistics SpeedStat-'1690 Site: 119-168.1.2EW Description: Located on Todd St, E of US Route 9 Filter time: 0:00 Wednesday, July 3, 2019 => 0:00 Wednesday, July 31, 2019 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1-13) Dir(WB) Sp(5,100) Headway(>O) Span(O - 300) Lane(O-16) Vehicles = 590 Posted speed limit = 30 mph, Exceeding = 0 (0.00°1), Mean Exceeding = 0.00 mph Maximum = 21.6 mph, Minimum = 5.0 mph, Mean = 9.8 mph 85% Speed = 12.01 mph, 95% Speed = 13.47 mph, Median = 9.67 mph 10 mph Pace = 5 - 15, Number in Pace = 579 (98.14%) Variance = 5.20, Standard Deviation = 2.28 mph Speed Bins Saeed l Bin Below Apb�ovej 1 Ener I ult� N n * vM�ul}t 1_. - 5 I 1° 0. 1 I 0 0. 0 0 �' •: 100.0 1 0 s i0G i 0.00 I 0. 00 5 - 10 1 313 53.10 1 313 53.10 1 277 46.90 1 0.00 1 0.00 1 0.00 10 - 15 1 266 45.10 1 579 98.1% 1 11 1,90 1 0.00 1 0.00 1 0.00 15 - 20 10 1.7% 1 589 99.8% 1 1 0.20 1 0.00 1 0.00 0.00 20 - 25 1 0.20 1 590 100.0% 1 0 0.0% 1 0.00 I 0.00 1 0.00 25 - 30 0 0.0% 1 590 100.00 1 0 0.0% 1 0.00 1 0.00 1 0.00 30 - 35 0 0.0% 1 590 100.00 1 0 0.0% I 0.00 1 0.00 1 0.00 35 - 40 0 0.00 1 590 100.00 1 0 0.00 i 0.00 1 0.00 1 0.00 40 - 45 0 0.0% 1 590 100.00 1 0 0.0% 1 0.00 1 0.00 1 0.00 45 - 50 1 0 0.0% 1 590 100.0% 1 0 0.0% 1 0.00 1 0.00 1 0.00 50 - 55 1 0 0.0% 1 590 100.00 1 0 0.00 1 0.00 1 0.00 1 0.00 55 - 60 1 0 0.00 I 590 100.0% 1 0 0.0% 1 0.00 1 0.00 1 0.00 60 - 65 1 0 0.0% 1 590 100.00 1 0 0.00 1 0.00 1 0.00 1 0.00 65 -- 70 I 0 0.00 1 590 100.0% i 0 O.O% 1 0.00 1 0.00 1 0.00 70 - 75 I 0 0.0% 1 590 100.0% 1 0 0.0% 1 0.00 1 0.00 1 0.00 75 - 60 1 0 0.00 1 590 100.0% M 0 0.0% I 0.00 1 0.00 1 0.00 80 - B5 1 0 0.00 1 590 100.0% 1 0 0.0% 1 0.00 1 0.00 1 0.00 85 - 90 1 0 0.0% 1 590 100.0% 1 0 O.O% 1 0.00 1 0.00 1 0.00 90 - 95 1 0 0.00 1 590 100.0% N 0 0.0% 1 0.00 1 0.00 1 0.00 95 - 100 1 0 0.0% 590 100.00 1 0 O.0% 1 0.00 1 0.00 1 0.00 Total Speed Rating = 0.00 Total Moving Energy (Estimated) = 0.00 Speed limit fields I Limit 1 Below 1 Above (PSL;I I 590 100.0% 1 0 0.0% Attachment C Level of Service Analyses South Broadway Hotel City of Saratoga Springs, New York LOS Definitions The following is an excerpt from the Highway Capacity Manual, 6t" Edition (HCM). Level of Service for Signalized Intersections Level of Service (LOS) can be characterized for the entire intersection, each intersection approach, and each lane group. Control delay alone is used to characterize LOS for the entire intersection or an approach. Control delay and volume -to -capacity (v/c) ratio are used to characterize LOS for a lane group. Delay quantifies the increase in travel time due to traffic signal control. It is also a surrogate measure of driver discomfort and fuel consumption. The v/c ratio quantifies the degree to which a phase's capacity is utilized by a lane group. The following paragraphs describe each LOS. LOS A describes operations with a control delay of 10 s/veh or less and a v/c ratio no greater than 1.0. This level is typically assigned when the v/c ratio is low and either progression is exceptionally favorable or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. LOS 6 describes operations with control delay between 10 and 20 s/veh and a v/c ratio no greater than 1.0. This level is typically assigned when the v/c ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A. LOS C describes operations with control delay between 20 and 35 s/veh and a v/c ratio no greater than 1.0. This level is typically assigned when progression is favorable or the cycle length is moderate. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping. LOS D describes operations with control delay between 35 and 55 s/veh and a v/c ratio no greater than 1.0. This level is typically assigned when the v/c ratio is high and either progression is ineffective or the cycle length is long. Many vehicles stop and individual cycle failures are noticeable. LOS E describes operations with control delay between 55 and 80 s/veh and a v/c ratio no greater than 1.0. This level is typically assigned when the v/c ratio is high, progression is unfavorable, and the cycle length is long. Individual cycle failures are frequent. LOS F describes operations with control delay exceeding 80 s/veh or a v/c ratio greater than 1.0. This level is typically assigned when the v/c ratio is very high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue. A lane group can incur a delay less than 80 s/veh when the v/c ratio exceeds 1.0. This condition typically occurs when the cycle length is short, the signal progression is favorable, or both. As a result, both the delay and v/c ratio are considered when lane group LOS is established. A ratio of 1.0 or more indicates that cycle capacity is fully utilized and represents failure from a capacity perspective (just as delay in excess of 80 s/veh represents failure from a delay perspective). Average control delay and queue length at roundabout controlled intersections are calculated using SIDRA Intersection. The physical geometry such as entry lane width and approach flare, and traffic volume at the roundabout are factors that influence the intersection's performance. The average delay reported using SIDRA Intersection is based on the signalized HCM Method of Delay for Level -of -Service. Level of Service Criteria for Unsignalized Intersections Level of service (LOS) for Two -Way Stop -Controlled (TWSC) intersections is determined by the computed or measured control delay. For motor vehicles, LOS is determined for each minor -street movement (or shared movement) as well as major -street left turns by using criteria given in Exhibit 20-2. LOS is not defined for the intersection as a whole or for major -street approaches for three primary reasons: (a) major -street through vehicles are assumed to experience zero delay; (b) the disproportionate number of major -street through vehicles at a typical TWSC intersection skews the weighted average of all movements, resulting in a very low overall average delay for all vehicles; and (c) the resulting low delay can mask important LOS deficiencies for minor movements. LOS F is assigned to the movement if the volume -to -capacity (v/c) ratio for the movement exceeds 1.0, regardless of the control delay. The LOS criteria for TWSC intersections are somewhat different from the criteria used in Chapter 18 for signalized intersections, primarily because user perceptions differ among transportation facility types. The expectation is that a signalized intersection is designed to carry higher traffic volumes and will present greater delay than an unsignalized intersection. Unsignalized intersections are also associated with more uncertainty for users, as delays are less predictable than they are at signals, which can reduce users' delay tolerance. The LOS criteria for All -Way Stop -Controlled (AWSC) intersections are given in Exhibit 21-8. LOS F is assigned if the v/c ratio of a lane exceeds 1.0, regardless of the control delay. For assessment of LOS at the approach and intersection levels, LOS is based solely on control delay. Exhibits 20-2/21-8: Level -of -Service Criteria for Stop Controlled Intersections Control Delay (s/veh) LOS by Volume -to -Capacity Ratio v/c < 1.0 v/c > 1.0 10.0 A F >10.0 and < 15.0 B F >15.0 and < 25.0 C F >25.0 and < 35.0 D F >35.0 and < 50.0 E F >50.0 F F HCM 6th Signalized Intersection Summary 3: S. Broadway &Lincoln Avenue 119-168, South Broadway Hotel Existing 2019 -Non-Track Conditions -PM Peak Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4� *1� T+ 1� Trac Volume (vehlh) 26 159 26 86 105 23 36 345 150 39 353 24 Future Volume (veh/h) 26 159 26 86 105 23 36 345 150 39 353 24 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.97 0.95 0.99 0.94 0.99 0.98 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, vehlh/In 1961 1961 1961 1945 1945 1945 1900 1976 1976 1826 1961 1961 Adj Flow Rate, vehlh 27 164 23 89 108 23 37 356 145 40 364 24 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 2 2 2 0 0 0 5 1 1 Cap,vehlh 121 391 51 241 253 45 448 486 198 353 671 44 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.04 0.37 0.37 0.04 0.37 0.37 Sat Flow, veh/h 119 1532 199 504 992 175 1810 1324 539 1739 1817 120 Grp Volume(v), vehlh 214 0 0 220 0 0 37 0 501 40 0 388 Grp Sat Flow(s),vehlh/In 1850 0 0 1670 0 0 1810 0 1864 1739 0 1937 Q Serve(g_s), s 0.0 0.0 0.0 0.2 00 0.0 0.6 0.0 10.4 0.6 0.0 7.1 Cycle Q Clear(g_c), s 4.2 0.0 0.0 4.4 0.0 0.0 0.6 0.0 10.4 0.6 0.0 7.1 Prop In Lane 0.13 0.11 0.40 0.10 1.00 0.29 1.00 0.06 Lane Grp Cap(c), veh/h 562 0 0 538 0 0 448 0 684 353 0 716 VIC Ratio(X) 0.38 0.00 0.00 0.41 0.00 0.00 0.08 0.00 0.73 0.11 0.00 0.54 Avail Cap(c_a), vehlh 1905 0 0 1690 0 0 978 0 1870 859 0 1943 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.0 0.0 0.0 14.1 0.0 0.0 8.6 0.0 12.3 9.2 0.0 11.1 Incr Delay (d2), slveh 0.4 0.0 0.0 0.5 0.0 0.0 0.1 0.0 1.5 0.1 0.0 0.6 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50°/a),vehlln 1.6 0.0 0.0 1.7 0.0 0.0 0.2 0.0 3.7 0.2 0.0 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),slveh 14.4 0.0 0.0 14.6 0.0 0.0 8.7 0.0 13.8 9.4 0.0 11.8 LnGrp LOS B A A B A A A A B A A B Approach Vol, vehlh 214 220 538 428 Approach Delay, slveh 14.4 14.6 13.5 11.6 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.0 21.5 16.4 6.8 21.6 16.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 45.0 45.0 15.0 45.0 45.0 Max Q Clear Time (g_c+11), s 2.6 12.4 6.2 2.6 9.1 6.4 Green Ext Time (p -c), s 0.0 3.7 1.4 0.0 2.6 1.5 Intersection Summary HCM 6th Ctrl Delay 13.2 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report EXpm-NON-TRACK.syn Page 1 HCM 6th Signalized Intersection Summary 3: S. Broadway &Lincoln Avenue 119-1681 South Broadway Hotel No-Build 2021 -Non-Track Conditions-PM Peak Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *14 4� il' il' Trac Volume (vehlh) 26 162 26 92 107 23 36 370 155 39 396 24 Future Volume (vehlh) 26 162 26 92 107 23 36 370 155 39 396 24 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 0.95 0.99 0.94 0.99 0.98 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/hlln 1961 1961 1961 1945 1945 1945 1900 1976 1976 1826 1961 1961 Adj Flow Rate, vehlh 27 167 23 95 110 23 37 381 150 40 408 24 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 2 2 2 0 0 0 5 1 1 Cap,vehlh 118 384 49 245 242 42 429 509 200 345 700 41 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.04 0.38 0.38 0.04 0.38 0.38 Sat Flow,vehlh 118 1536 196 534 967 168 1810 1339 527 1739 1832 108 Grp Volume(v), vehlh 217 0 0 228 0 0 37 0 531 40 0 432 Grp Sat Flow(s),vehlh/In 1851 0 0 1670 0 0 1810 0 1867 1739 0 1939 Q Serve(g_s), s 0.0 0.0 0.0 0.4 0.0 0.0 0.6 0.0 11.3 0.6 0.0 8.1 Cycle Q Clear(g_c), s 4.4 0.0 0.0 4.8 0.0 0.0 0.6 0.0 11.3 0.6 0.0 8.1 Prop In Lane 0.12 0.11 0.42 0.10 1.00 0.28 1.00 0.06 Lane Grp Cap(c), vehlh 551 0 0 529 0 0 429 0 709 345 0 741 V/C Ratio(X) 0.39 0.00 0.00 0.43 0.00 0.00 0.09 0.00 0.75 0.12 0.00 0.58 Avail Cap(c_a), veh/h 1863 0 0 1645 0 0 946 0 1830 838 0 1901 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), slveh 14.6 0.0 0.0 14.7 0.0 0.0 8.6 0.0 12.3 9.3 0.0 11.3 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.6 0.0 0.0 0.1 0.0 1.6 0.1 0.0 0.7 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 1.7 0.0 0.0 1.8 0.0 0.0 0.2 0.0 4.0 0.2 0.0 2.9 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 15.0 0.0 0.0 15.2 0.0 0.0 8.7 0.0 14.0 9.4 0.0 12.0 LnGrp LOS B A A B A A A A B A A B Approach Vol, veh/h 217 228 568 472 Approach Delay, slveh 15.0 15.2 13.6 11.8 Approach LOS B B B B Timer -Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.0 22.4 16.5 6.9 22.5 16.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 45.0 45.0 15.0 45.0 45.0 Max Q Clear Time (g_c+11), s 2.6 13.3 6.4 26 10.1 6.8 Green Ext Time (p-c), s 0.0 4.0 1.4 0.0 3.0 1.6 Intersection Summa HCM 6th Ctrl Delay 13.5 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report NBpm-NON-TRACK.syn Page 1 HCM 6th Signalized Intersection Summary 3: S. Broadway &Lincoln Avenue 119-168, South Broadway Hotel Build 2021 -Non-Track Conditions-PM Peak Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4� 41' T' Traffic Volume (vehlh) 26 164 27 91 109 32 36 371 152 49 398 24 Future Volume (vehlh) 26 164 27 91 109 32 36 371 152 49 398 24 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 0.95 0.99 0.94 0.99 0.98 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/hlln 1961 1961 1961 1945 1945 1945 1900 1976 1976 1826 1961 1961 Adj Flow Rate, vehlh 27 169 24 94 112 32 37 382 147 51 410 24 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 2 2 2 0 0 0 5 1 1 Cap,vehlh 116 379 50 234 233 56 433 509 196 356 711 42 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.04 0.38 0.38 0.05 0.39 0.39 Sat Flow, veh/h 117 1530 202 508 939 225 1810 1349 519 1739 1832 107 Grp Volume(v), veh/h 220 0 0 238 0 0 37 0 529 51 0 434 Grp Sat Flow(s),vehlhlln 1848 0 0 1673 0 0 1810 0 1868 1739 0 1939 Q Serve(g_s), s 0.0 0.0 0.0 0.6 0.0 0.0 0.6 0.0 11.4 0.8 0.0 8.2 Cycle Q Clear(g_c), s 4.5 0.0 0.0 5.2 0.0 0.0 0.6 0.0 11.4 0.8 0.0 8.2 Prop In Lane 0.12 0.11 0.39 0.13 1.00 0.28 1.00 0.06 Lane Grp Cap(c), vehlh 545 0 0 523 0 0 433 0 704 356 0 753 VIC Ratio(X) 0.40 0.00 0.00 0.46 0.00 0.00 0.09 0.00 0.75 0.14 0.00 0.58 Avail Cap(c_a), vehlh 1841 0 0 1629 0 0 944 0 1812 828 0 1881 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), slveh 14.8 0.0 0.0 15.0 0.0 0.0 8.7 0.0 12.6 9.3 0.0 11.2 Incr Delay (d2), slveh 0.5 0.0 0.0 0.6 0.0 0.0 0.1 0.0 1.6 0.2 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 0.0 1.9 0.0 0.0 0.2 0.0 4.1 0.3 0.0 2.9 Unsig. Movement Delay, slveh LnGrp Delay(d),s/veh 15.3 0.0 0.0 15.6 0.0 0.0 8.8 0.0 14.2 9.5 0.0 11.9 LnGrp LOS B A A B A A A A B A A B Approach Vol, vehlh 220 238 566 485 Approach Delay, slveh 15.3 15.6 13.8 11.6 Approach LOS B B B B Timer -Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.4 22.5 16.5 6.9 23.0 16.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 45.0 45.0 15.0 45.0 45.0 Max Q Clear Time (g-c+11), s 2.8 13.4 6.5 2.6 10.2 7.2 Green Ext Time (p-c), s 0.1 4.0 1.4 0.0 3.0 1.7 Intersection Summary HCM 6th Ctrl Delay 13.6 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report BUpm-NON-TRACK.syn Page 1 HCM 6th Signalized Intersection Summary 3: S. Broadway &Lincoln Avenue 119-168, South Broadway Hotel Existing 2019 -Non-Track Conditions -Saturday Peak ,A 4\ t /'P 10 1 41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *T+ *1� T' 1� Traffic Volume (vehlh) 15 125 28 101 97 31 31 332 122 49 377 36 Future Volume (vehlh) 15 125 28 101 97 31 31 332 122 49 377 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.97 0.93 0.98 0.94 0.99 0.95 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/hlln 1930 1930 1930 1961 1961 1961 1900 1961 1961 1841 1976 1976 Adj Flow Rate, vehlh 15 128 26 103 99 27 32 339 108 50 385 29 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 1 1 1 0 1 1 4 0 0 Cap,vehlh 106 380 72 266 226 50 421 493 157 386 664 50 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.04 0.35 0.35 0.05 0.37 0.37 Sat Flow, vehlh 68 1470 280 573 876 194 1810 1404 447 1753 1812 137 Grp Volume(v), vehlh 169 0 0 229 0 0 32 0 447 50 0 414 Grp Sat Flow(s),vehlh/In 1818 0 0 1643 0 0 1810 0 1851 1753 0 1949 Q Serve(g_s), s 0.0 00 0.0 1.5 0.0 0.0 0.5 0.0 9.1 0.8 0.0 7.6 Cycle Q Clear(g_c), s 3.3 0.0 0.0 4.8 0.0 0.0 0.5 0.0 9.1 0.8 0.0 7.6 Prop In Lane 0.09 0.15 0.45 0.12 1.00 0.24 1.00 0.07 Lane Grp Cap(c), vehlh 558 0 0 542 0 0 421 0 650 386 0 714 WC Ratio(X) 0.30 0.00 0.00 0.42 0.00 0.00 0.08 0.00 0.69 0.13 0.00 0.58 Avail Cap(c_a), veh/h 1902 0 0 1708 0 0 967 0 1881 889 0 1981 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), slveh 13.4 0.0 0.0 13.9 0.0 0.0 9.0 0.0 12.3 9.1 0.0 11.3 Incr Delay (d2), slveh 0.3 0.0 0.0 0.5 0.0 0.0 0.1 0.0 1.3 0.1 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 1.2 0.0 0.0 1.7 0.0 0.0 0.2 0.0 3.2 0.2 0.0 2.7 Unsig. Movement Delay, slveh LnGrp Delay(d),s/veh 13.7 0.0 0.0 14.4 0.0 0.0 9.1 0.0 13.6 9.3 0.0 12.0 LnGrp LOS B A A B A A A A B A A B Approach Vol, veh/h 169 229 479 464 Approach Delay, s/veh 13.7 14.4 13.3 11.7 Approach LOS B B B B Timer -Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.3 20.5 16.4 6.6 21.2 16.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 45.0 45.0 15.0 45.0 45.0 Max Q Clear Time (g_c+11), s 2.8 11.1 5.3 2.5 9.6 6.8 Green Ext Time (p -c), s 0.1 3.2 1.1 0.0 2.8 1.6 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report EXsat-NON-TRACK.syn Page 1 HCM 6th Signalized Intersection Summary 7.3 21.1 3: S. Broadway &Lincoln Avenue 119-168, South Broadway Hotel 16.5 Change Period (Y+Rc), s 5.0 5.0 No -Build 2021 -Non-Track Conditions Saturday Peak 50 5.0 5.0 Max Green Setting (Gmax), s 15.0 45.0 45.0 4\ t 1* Max Q Clear Time (g -c+11), s 2.8 12.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4� 4+ 1� 1' HCM 6th LOS Traffic Volume (veh/h) 15 127 28 106 99 31 31 363 126 49 412 36 Future Volume (vehlh) 15 127 28 106 99 31 31 363 126 49 412 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.97 0.93 0.98 0.94 0.99 0.95 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, vehlhlln 1930 1930 1930 1961 1961 1961 1900 1961 1961 1841 1976 1976 Adj Flow Rate, vehlh 15 130 26 108 101 27 32 370 113 50 420 29 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 1 1 1 0 1 1 4 0 0 Cap,vehlh 104 377 71 269 219 48 404 510 156 369 682 47 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.04 0.36 0.36 0.05 0.37 0.37 Sat Flow,vehlh 67 1475 277 595 860 188 1810 1421 434 1753 1825 126 Grp Volume(v), vehlh 171 0 0 236 0 0 32 0 483 50 0 449 Grp Sat Flow(s),vehlhlln 1819 0 0 1642 0 0 1810 0 1855 1753 0 1951 Q Serve(g_s), s 0.0 0.0 0.0 1.7 0.0 0.0 0.5 0.0 10.1 0.8 0.0 8.4 Cycle Q Clear(g_c), s 3.4 0.0 0.0 5.1 0.0 0.0 0.5 0.0 10.1 0.8 0.0 8.4 Prop In Lane 0.09 0.15 0.46 0.11 1.00 0.23 1.00 0.06 Lane Grp Cap(c), vehlh 552 0 0 536 0 0 404 0 666 369 0 730 V/C Ratio(X) 0.31 0.00 0.00 0.44 0.00 0.00 0.08 0.00 0.73 0.14 0.00 0.62 Avail Cap(c_a), veh/h 1877 0 0 1680 0 0 942 0 1859 864 0 1956 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), slveh 13.7 0.0 0.0 14.2 0.0 0.0 9.0 0.0 12.5 9.2 0.0 11.4 Incr Delay (d2), slveh 0.3 0.0 0.0 0.6 0.0 0.0 0.1 0.0 1.5 0.2 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 1.3 0.0 0.0 1.8 0.0 0.0 0.2 0.0 3.6 0.2 0.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),slveh 14.0 0.0 0.0 14.8 0.0 0.0 9.1 0.0 14.0 9.4 0.0 12.3 LnGrp LOS B A A B A A A A B A A B Approach Vol, vehlh 171 236 515 499 Approach Delay, s/veh 14.0 14.8 13.7 12.0 Approach LOS B B B B Timer -Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.3 21.1 16.5 6.6 21.8 16.5 Change Period (Y+Rc), s 5.0 5.0 5.0 50 5.0 5.0 Max Green Setting (Gmax), s 15.0 45.0 45.0 15.0 45.0 45.0 Max Q Clear Time (g -c+11), s 2.8 12.1 5.4 2.5 10.4 7.1 Green Ext Time (p -c), s 0.1 3.6 1.1 0.0 3.1 1.6 Intersection Summary HCM 6th Ctrl Delay 13.3 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report NBsat-NON-TRACK.syn Page 1 HCM 6th Signalized Intersection Summary 3: S. Broadway &Lincoln Avenue 119-168, South Broadway Hotel Build 2021 -Non-Track Conditions Saturday Peak Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4� 4+ 11' 1� Traffic Volume (veh/h) 15 129 30 104 101 42 32 366 124 64 415 36 Future Volume (veh/h) 15 129 30 104 101 42 32 366 124 64 415 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.92 0.98 0.94 0.99 0.95 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, vehlhlln 1930 1930 1930 1961 1961 1961 1900 1961 1961 1841 1976 1976 Adj Flow Rate, vehlh 15 132 28 106 103 38 33 373 111 65 423 29 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 3 3 1 1 1 0 1 1 4 0 0 Cap, veh/h 102 368 73 254 210 64 410 511 152 382 696 48 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.04 0.36 0.36 0.06 0.38 0.38 Sat Flow. vehlh 66 1458 290 560 833 253 1810 1431 426 1753 1826 125 Grp Volume(v), vehlh 175 0 0 247 0 0 33 0 484 65 0 452 Grp Sat Flow(s),vehlh/In 1814 0 0 1646 0 0 1810 0 1856 1753 0 1951 Q Serve(g_s), s 0.0 0.0 0.0 2.0 0.0 0.0 0.5 0.0 10.3 1.0 0.0 8.5 Cycle Q Clear(g_c), s 3.6 0.0 0.0 5.5 0.0 0.0 0.5 0.0 10.3 1.0 0.0 8.5 Prop In Lane 0.09 0.16 0.43 0.15 1.00 0.23 1.00 0.06 Lane Grp Cap(c), vehlh 543 0 0 528 0 0 410 0 663 382 0 744 VIC Ratio(X) 0.32 0.00 0.00 0.47 0.00 0.00 0.08 0.00 0.73 0.17 0.00 0.61 Avail Cap(c_a), vehlh 1844 0 0 1657 0 0 938 0 1833 851 0 1926 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), slveh 14.1 0.0 0.0 14.7 0.0 0.0 9.1 0.0 12.7 9.3 0.0 11.4 Incr Delay (d2), slveh 0.3 0.0 0.0 0.6 0.0 0.0 0.1 0.0 1.6 0.2 0.0 0.8 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 1.3 0.0 0.0 2.0 0.0 0.0 0.2 0.0 3.7 0.3 0.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),slveh 14.4 0.0 0.0 15.4 0.0 0.0 9.2 0.0 14.3 9.5 0.0 12.2 LnGrp LOS B A A B A A A A B A A B Approach Vol, veh/h 175 247 517 517 Approach Delay, slveh 14.4 15.4 14.0 11.8 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.8 21.3 16.5 6.7 22.4 16.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 45.0 45.0 15.0 45.0 45.0 Max Q Clear Time (g-c+11), s 3.0 12.3 5.6 2.5 10.5 7.5 Green Ext Time (p-c), s 0.1 3.6 1.1 0.0 3.2 1.7 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report BUsat-NON-TRACK.syn Page 1 HCM 6th Signalized Intersection Summary No 3: S. Broadway &Lincoln Avenue 119-168, South Broadway Hotel No Existing 2019 -Track Conditions -PM Peak Adj Sat Flow, vehlhtln 1930 1930 1930 1961 1961 1961 1900 1961 1961 1826 1961 Adj Flow Rate, vehlh Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 0.92 � 0.92 0.92 '�4 0.92 0.92 1' 0.92 Percent Heavy Veh, % il� 3 Traffic Volume (veh/h) 19 206 35 123 156 25 41 311 124 38 393 36 Future Volume (veh/h) 19 206 35 123 156 25 41 311 124 38 393 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.99 1348 0.99 1.00 1773 0.96 1.00 0 0.94 0.99 0 0.99 Parkins Bus. Ad 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, vehlhtln 1930 1930 1930 1961 1961 1961 1900 1961 1961 1826 1961 Adj Flow Rate, vehlh 21 224 35 134 170 23 45 338 123 41 427 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 1 1 1 0 1 1 5 1 Cap, vehlh 104 422 63 272 269 32 378 470 171 356 613 Arrive On Green 0.27 0.27 0.27 0.27 0.27 0.27 0.05 0.35 0.35 0.04 0.35 Sat Flow, vehth 65 1559 232 583 992 119 1810 1348 490 1739 1773 Grp Volume(v), vehlh 280 0 0 327 0 0 45 0 461 41 0 Grp Sat Flows),vehlhlln 1856 0 0 1694 0 0 1810 0 1838 1739 0 Q Serve(g-s), s 0.0 0.0 0.0 1.5 0.0 0.0 0.7 00 9.7 0.7 0.0 Cycle Q Clear(g_c), s 5.7 0.0 0.0 7.1 0.0 0.0 0.7 0.0 9.7 0.7 0.0 Prop In Lane 0.07 0.12 0.41 0.07 1.00 0.27 1.00 Lane Grp Cap(c), vehlh 589 0 0 572 0 0 378 0 641 356 0 V1C Ratio(X) 0.48 0.00 0.00 0.57 0.00 0.00 0.12 0.00 0.72 0.12 0.00 Avail Cap(c_a), veh/h 1921 0 0 1690 0 0 898 0 1851 863 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), slveh 13.9 0.0 0.0 14.4 0.0 0.0 9.4 0.0 12.6 9.6 0.0 Incr Delay (d2), slveh 0.6 0.0 0.0 0.9 0.0 0.0 0.1 0.0 1.5 0.1 0.0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °toile BackOfQ(50%),vehlln 2.1 0.0 0.0 2.6 0.0 0.0 0.2 0.0 3.5 0.2 0.0 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 14.5 0.0 0.0 15.3 0.0 0.0 9.6 0.0 14.2 9.7 0.0 Ln Grp LOS B A A B A A A A B A A Approach Vol, vehlh 280 327 506 506 Approach Delay, slveh 14.5 15.3 13.8 13.6 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.0 20.6 17.1 7.1 20.4 17.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 45.0 45.0 15.0 45.0 45.0 Max Q Clear Time (g -c+11), s 2.7 11.7 7.7 2.7 11.3 9.1 Green Ext Time (p -c), s 0.0 3.4 1.9 0.1 3.3 2.4 Intersection Summary HCM 6th Ctrl Delay 14.1 HCM 6th LOS B 1961 38 0.92 1 55 0.35 158 465 1931 9.3 9.3 0.08 667 0.70 1945 1.00 1.00 12.6 1.3 0.0 3.4 13.9 B Creighton Manning Engineering, LLP Synchro 10 Report EXpm-TRACK.syn Page 1 HCM 6th Signalized Intersection Summary 3: S. Broadway &Lincoln Avenue 119-168, South Broadway Hotel No-Build 2021 -Track Conditions-PM Peak Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4� +1� T+ 1� Traffic Volume (veh/h) 19 209 35 129 159 25 41 336 128 38 436 36 Future Volume (veh/h) 19 209 35 129 159 25 41 336 128 38 436 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 1.00 0.96 1.00 0.95 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, vehlh/In 1930 1930 1930 1961 1961 1961 1900 1961 1961 1826 1961 1961 Adj Flow Rate, vehlh 21 227 35 140 173 23 45 365 127 41 474 38 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 1 1 1 0 1 1 5 1 1 Cap,vehlh 100 432 64 271 266 32 352 493 171 341 640 51 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.05 0.36 0.36 0.04 0.36 0.36 Sat Flow, veh/h 64 1566 230 589 963 114 1810 1367 476 1739 1790 144 Grp Volume(v), vehlh 283 0 0 336 0 0 45 0 492 41 0 512 Grp Sat Flow(s),veh/h/In 1860 0 0 1666 0 0 1810 0 1843 1739 0 1934 Q Serve(g_s), s 0.0 0.0 0.0 2.0 0.0 0.0 0.7 0.0 10.9 0.7 0.0 10.9 Cycle Q Clear(g_c), s 6.0 0.0 0.0 8.0 0.0 0.0 0.7 0.0 10.9 0.7 0.0 10.9 Prop In Lane 0.07 0.12 0.42 0.07 1.00 0.26 1.00 0.07 Lane Grp Cap(c), vehlh 596 0 0 569 0 0 352 0 664 341 0 691 VIC Ratio(X) 0.47 0.00 0.00 0.59 0.00 0.00 0.13 0.00 0.74 0.12 0.00 0.74 Avail Cap(c_a), veh/h 1829 0 0 1598 0 0 844 0 1765 820 0 1852 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), slveh 14.5 0.0 0.0 15.0 0.0 0.0 9.9 0.0 13.1 9.9 0.0 13.2 Incr Delay (d2), s/veh 0.6 0.0 0.0 1.0 0.0 0.0 0.2 0.0 1.7 0.2 0.0 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.0 2.9 0.0 0.0 0.2 0.0 4.0 0.2 0.0 4.1 Unsig. Movement Delay, slveh LnGrp Delay(d),s/veh 15.1 0.0 0.0 16.0 0.0 0.0 10.0 0.0 14.8 10.1 0.0 14.8 LnGrp LOS B A A B A A B A B B A B Approach Vol, vehlh 283 336 537 553 Approach Delay, s/veh 15.1 16.0 14.4 14.4 Approach LOS B B B B Timer -Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.1 21.9 18.0 7.2 21.8 18.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 45.0 45.0 15.0 45.0 45.0 Max Q Clear Time (g_c+11 ), s 2.7 12.9 8.0 2.7 12.9 10.0 Green Ext Time (p-c), s 0.0 3.6 1.9 0.1 3.7 2.5 Intersection Summary HCM 6th Ctrl Delay 14.8 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report NBpm-TRACK.syn Page 1 HCM 6th Signalized Intersection Summary No 3: S. Broadway &Lincoln Avenue 119-168, South Broadway Hotel No No Build 2021 -Track Conditions -PM Peak 1930 1930 1930 1961 1961 1961 1900 1961 1961 1826 1961 1961 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 0.92 4► 0.92 0.92 *1' 0.92 0.92 T+ 4.92 3 1' 3 Trac Volume (vehlh) 19 211 37 128 161 34 42 340 127 48 440 36 Future Volume (vehlh) 19 211 37 128 161 34 42 340 127 48 440 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.99 468 0.99 1.00 142 0.96 1.00 0 0.95 0.99 0 0.99 Parkins Bus. Adi 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 } Work Zone On Approach Adi Sat Flow, vehlhlln Adi Flow Rate, vehlh Peak Hour Factor Percent Heavy Veh, % Cap, vehlh Arrive On Green Sat Flow, vehlh Grp Vol u me(v), vehlh Grp Sat Flows),vehlhlln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), vehlh V1C Ratio(X) Avail Cap(c_a), vehlh HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), slveh Incr Delay (d2), slveh Initial Q Delay(d3),slveh %ile BackOfQ(50%),vehlln Unsig. Movement Delay, slveh LnGrp Delay(d),slveh LnGrp LOS Approach Vol, vehlh Approach Delay, slveh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+l l ), s Green Ext Time (p -c), s Intersection Summary HCM 6th Ctrl Delay 15.2 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report BUpm-TRACK.syn Page 1 No No No No 1930 1930 1930 1961 1961 1961 1900 1961 1961 1826 1961 1961 21 229 37 139 175 33 46 370 126 52 478 38 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 4.92 3 3 3 1 1 1 0 1 1 5 1 1 97 439 68 263 265 44 350 490 167 343 647 51 0.28 0.28 0.28 0.28 0.28 0.28 0.05 0.36 0.36 0.05 0.36 0.36 63 1557 240 563 939 158 1810 1376 468 1739 1792 142 287 0 0 347 0 0 46 0 496 52 0 516 1859 0 0 1660 0 0 1810 0 1844 1739 0 1934 0.0 0.0 0.0 2.4 0.0 0.0 0.8 0.0 11.5 0.9 0.0 11.3 6.3 0.0 0.0 8.6 0.0 0.0 0.8 0.0 11.5 0.9 0.0 11.3 0.07 0.13 0.40 0.10 1.00 0.25 1.00 0.07 604 0 0 572 0 0 350 0 658 343 0 698 0.48 0.00 0.00 0.61 0.00 0.00 0.13 0.00 0.75 0.15 0.00 0.74 1772 0 0 1551 0 0 824 0 1713 791 0 1797 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 14.7 0.0 0.0 15.4 0.0 0.0 10.2 0.0 13.7 10.2 0.0 13.5 0.6 0.0 0.0 1.0 0.0 0.0 0.2 0.0 1.8 0.2 0.0 1.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.4 0.0 0.0 3.1 0.0 0.0 0.3 0.0 4.2 0.3 0.0 4.3 15.3 0.0 0.0 16.5 0.0 0.0 10.3 0.0 15.5 10.4 0.0 15.1 B A A B A A B A B B A B 287 347 542 568 15.3 16.5 15.1 14.6 B B B B 1 2 4 5 6 8 7.5 22.3 18.7 7.3 22.5 18.7 5.0 5.0 5.0 5.0 5.0 5.0 15.0 45.0 45.0 15.0 45.0 45.0 2.9 13.5 8.3 2.8 13.3 10.6 0.1 3.7 1.9 0.1 3.7 2.6 Intersection Summary HCM 6th Ctrl Delay 15.2 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report BUpm-TRACK.syn Page 1 HCM 6th Signalized Intersection Summary 3: S. Broadway &Lincoln Avenue 119-168, South Broadway Hotel No -Build 2021- Track Conditions -Saturday Peak Ir 4--- 4-__ 4\ t /W \%. AV Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4� + 1� 1� Traffic Volume (vehlh) 18 232 28 104 129 35 17 354 152 75 361 28 Future Volume (vehlh) 18 232 28 104 129 35 17 354 152 75 361 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.97 0.95 0.99 0.92 0.99 0.98 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1961 1961 1961 1961 1961 1961 1900 1961 1961 1856 1961 1961 Adj Flow Rate, veh/h 18 237 26 106 132 31 17 361 139 77 368 21 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 0 1 1 3 1 1 Cap,veh/h 96 412 43 241 241 49 454 484 187 386 749 43 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.02 0.36 0.36 0.07 0.41 0.41 Sat Flow, veh/h 55 1657 175 538 968 196 1810 1339 516 1767 1836 105 Grp Volume(v), vehlh 281 0 0 269 0 0 17 0 500 77 0 389 Grp Sat Flow(s),vehlh/ln 1886 0 0 1702 0 0 1810 0 1855 1767 0 1941 Q Serve(g_s), s 0.0 00 0.0 0.0 00 0.0 0.3 0.0 11.0 1.2 0.0 6.9 Cycle Q Clear(g_c), s 6.0 0.0 0.0 5.8 0.0 0.0 0.3 0.0 11.0 1.2 0.0 6.9 Prop In Lane 0.06 0.09 0.39 0.12 1.00 0.28 1.00 0.05 Lane Grp Cap(c), vehlh 552 0 0 531 0 0 454 0 671 386 0 792 WC Ratio(X) 0.51 0.00 0.00 0.51 0.00 0.00 0.04 0.00 0.75 0.20 0.00 0.49 Avail Cap(c_a), vehlh 1877 0 0 1607 0 0 998 0 1790 835 0 1873 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), slveh 15.4 0.0 0.0 15.3 0.0 0.0 9.2 0.0 13.0 9.4 0.0 10.2 Incr Delay (d2), slveh 0.7 0.0 0.0 0.7 0.0 0.0 0.0 0.0 1.7 0.3 0.0 0.5 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 2.4 0.0 0.0 2.3 0.0 0.0 0.1 0.0 4.0 0.4 0.0 2.4 Unsig. Movement Delay, slveh LnGrp Delay(d),s/veh 16.1 0.0 0.0 16.1 0.0 0.0 9.2 0.0 14.7 9.6 0.0 10.7 LnGrp LOS B A A B A A A A B A A B Approach Vol, vehlh 281 269 517 466 Approach Delay, s/veh 16.1 16.1 14.5 10.5 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.2 21.9 16.6 6.0 24.0 16.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 45.0 45.0 15.0 45.0 45.0 Max Q Clear Time (g_c+11), s 3.2 13.0 8.0 2.3 8.9 7.8 Green Ext Time (p -c), s 0.1 3.7 1.8 0.0 2.6 2.0 Intersection Summary HCM 6th Ctrl Delay 13.9 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report NBsat-TRACK.syn Page 1 HCM 6th Signalized Intersection Summary 3: S. Broadway &Lincoln Avenue 119-168, South Broadway Hotel Build 2021- Track Conditions_Saturday Peak Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *1� *1� 1� T+ Traffic Volume (veh/h) 18 234 31 103 131 46 18 356 150 90 365 28 Future Volume (vehlh) 18 234 31 103 131 46 18 356 150 90 365 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.97 0.95 0.99 0.93 0.99 0.98 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, vehlhlln 1961 1961 1961 1961 1961 1961 1900 1961 1961 1856 1961 1961 Adj Flow Rate, veh/h 18 239 29 105 134 42 18 363 137 92 372 21 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 0 1 1 3 1 1 Cap,veh/h 94 411 48 231 235 64 453 484 183 391 755 43 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.02 0.36 0.36 0.07 0.41 0.41 Sat Flow, vehlh 54 1638 191 506 935 253 1810 1348 509 1767 1837 104 Grp Volume(v), vehlh 286 0 0 281 0 0 18 0 500 92 0 393 Grp Sat Flow(s),vehlh/ln 1882 0 0 1694 0 0 1810 0 1856 1767 0 1941 Q Serve(g_s), s 0.0 0.0 0.0 0.1 0.0 0.0 0.3 0.0 11.2 1.5 0.0 7.1 Cycle Q Clear(g_c), s 6.3 0.0 0.0 6.3 0.0 0.0 0.3 0.0 11.2 1.5 0.0 7.1 Prop In Lane 0.06 0.10 0.37 0.15 1.00 0.27 1.00 0.05 Lane Grp Cap(c), veh/h 553 0 0 530 0 0 453 0 667 391 0 798 V/C Ratio(X) 0.52 0.00 0.00 0.53 0.00 0.00 0.04 0.00 0.75 0.24 0.00 0.49 Avail Cap(c_a), veh/h 1838 0 0 1576 0 0 984 0 1758 818 0 1838 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.7 0.0 0.0 15.7 0.0 0.0 9.4 0.0 13.4 9.5 0.0 10.3 Incr Delay (d2), slveh 0.7 0.0 0.0 0.8 0.0 0.0 0.0 0.0 1.7 0.3 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.5 0.0 0.0 2.4 0.0 0.0 0.1 0.0 4.1 0.5 0.0 2.5 Unsig. Movement Delay, slveh LnGrp Delay(d),slveh 16.4 0.0 0.0 16.5 0.0 0.0 9.4 0.0 15.1 9.8 0.0 10.8 LnGrp LOS B A A B A A A A B A A B Approach Vol, veh/h 286 281 518 485 Approach Delay, slveh 16.4 16.5 14.9 10.6 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.5 22.1 16.9 6.1 24.5 16.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 45.0 45.0 15.0 45.0 45.0 Max Q Clear Time (g_c+11), s 3.5 13.2 8.3 2.3 9.1 8.3 Green Ext Time (p -c), s 0.1 3.7 1.9 0.0 2.7 2.1 Intersection Summary HCM 6th Ctrl Delay 14.1 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report BUsat-TRACK.syn Page 1 HCM 6th TWSC 4: S. Broadway & Nature Spa Drwy 119-168, South Broadway Hotel Existing 2919 - Non -Track Conditions—PM Peak Intersection Int Delay, s/veh 0 Maorl I a&2 Conflicting Flow All 1 947 567 0 Movemen t VVB L WBR NBT N DR SBL S BT _ Lane Configurations Y Critical Hdwy 1� 6.2 - - 4.1 - 4 Traffic Vol, veh/h 0 1 530 2 1 464 Future Vol, veh/h 0 1 530 2 1 464 Con ftf rn g Peds, #Ih r 0 0 0 20 20 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - eh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 0 0 0 0 0 1 Mvm t Flow 0 1 546 2 1 478 1' ajoAlinor Minorl Maorl I a&2 Conflicting Flow All 1 947 567 0 0 568 0 Stage 1 567 - - - - Stage 2 484 - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 255 527 - - 1014 Stage 1 572 - - - - 4 Stage 2 627 Platoon blocked, % - - Mov Cap -1 Maneuver 251 519 - - 998 - Mov Cap -2 Maneuver 385 - - - - Stage 1 563 - - - Stage 2 626 Approach IWB NB SB HCM Control Delay, s 12 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLnl SBL SBT Capacity (veh/h) - - 519 998 - HCM Lane V/C Ratio - - 0.002 0.001 - HCM Control Delay (s) - - 12 8.6 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0 0 - Creighton Manning Engineering, LLP Synchro 10 Report EXpm-NON-TRACK.syn Page 3 HCM 6th TWSC 4: S. Broadway & Nature Spa Drwy 119-168, South Broadway Hotel No -Build 2021 - Non -Track Conditions—PM Peak Intersection Int Delay, slveh 0 Movement, 'VVBL W1217. NST IBR SBL SBT Lane Configurations Y Majorl 1� Conflicting Flow All 1124 598 0 Traffic Vol, ve h /h 0 1 560 2 1 508 Future Vol, Veh/h 0 1 564 2 1 508 Conflicting Peds, #/hr 0 0 0 20 20 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - eh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - Stage 2 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 0 0 0 4 0 1 Mvrnt Flow 4 1 577 2 1 524 Majorlminor Minorl Majorl Moi ­2 Conflicting Flow All 1124 598 0 0 599 0 Stage 1 598 - - - - - Stage 2 526 - - - - Critical Hdwy 6.4 6.2 - 4.1 - Critical Hdwy Stg 1 5.4 - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - 2.2 - Pot Cap -1 Maneuver 229 506 - - 988 - Stage 1 553 - - - - Stage 2 597 - - - Platoon blocked, % - - Mov Cap -1 Maneuver 225 498 - - 972 - Mov Cap -2 Maneuver 362 - - - - Stage 1 544 - - - - - Stage 2 596 - - - - - Aeproach WB NB BB HCM Control Delay, s 12.2 0 0 HCM LOS B Minor Lane/Maior Mvrnt NST I BRWBLn 1 SBL SBT Capacity (veh/h) - - 498 972 HCM Lane VIC Ratio - - 0.002 0.001 - HCM Control Delay (s) - - 12.2 8.7 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0 0 - Creighton Manning Engineering, LLP Synchro 10 Report NBpm-NON-TRACK.syn Page 3 HCM 6th TWVSC 4: S. Broadway & Nature Spa Drwy 119-168, South Broadway Hotel Build 2021 - Non -Track Conditions—PM Peak n t erseeo n Int Delay, slveh 0 Movement WSL VVBR NBT MBR SBS. SBT Lane Configurations Y Ma'0r2 1� 1124 596 0 0 4 Traffic Vol, vehlh 0 1 558 2 1 510 Future Vol, vehlh 0 1 558 2 1 510 Conflicting Peds, #hr 0 0 0 20 20 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - a - - Veh in Median Storage, # 0 - 0 - - - - 0 Grade, % 0 - 0 - - - 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 0 0 0 0 0 1 Mvmt Flow 0 1 575 2 1 526 IajorMinor Minorl lajor1 Ma'0r2 Conflicting Flow All 1124 596 0 0 597 0 Stage 1 596 - - - - - Stage 2 528 - r - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 229 507 - - 989 - Stage 1 554 - - - - Stage 2 596 - Platoon blocked, % - - - Mov Cap -1 Maneuver 225 499 - - 973 Mov Cap -2 Maneuver 362 - - - - - Stage 1 545 - - - - Stage 2 595 - - - - Approach B N8 S HCM Control Delay, s 12.2 0 0 HCM LDS B Minor Lane/Major Um)t NBT NBRWBLnl SBL SBT Capacity (veh/h) y 499 973 - HCM Lane V1C Ratio - - 0.002 0.001 - HCM Control Delay (s) - - 12.2 8.7 0 HCM Lane LOS - - B A A HCM 95th °ladle 4(veh) _ - 0 0 - Creighton Manning Engineering, LLP Synchro 10 Report BUpm-NON-TRACK.syn Page 2 HCM 6th TWSC 4: S. Broadway & Nature Spa Drwy 119-168, South BroadwayHotel Existing 2019 - Non -Track Conditions—Saturday Peak Intersection Int Delay, slveh 0 Movement VVBL WBR NBT NER SSL SBT Lane Configurations Y 1� 4 Traffic Vol, veh/h 0 0 485 2 0 506 Future Vol, veh1h 0 0 485 2 0 506 Con flictin g Peds, #1hr 0 0 0 20 20 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh In Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 0 1 0 0 0 Mvt Flow 0 0 495 2 0 516 majo0MI nC.r Minorl Majorl Major2 Conflicting Flow All 1032 516 0 0 517 0 Stage 1 516 - - - - ' Stage 2 516 - - R - - Critical Hdwy 6.4 6.2 - 4.1 - Critical Hdwy Stg 1 5.4 - - _ - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 260 563 - 1059 - Stage 1 603 - - - - Stage 2 603 - - - - - Platoon blocked, % - - Mov Cap -1 Maneuver 256 554 - - 1042 - Mov Cap -2 Maneuver 390 - - - - - Stage 1 593 - - - - Stage 2 603 - - - - Aeproach W8 NB SB HCM Control Delay, s 0 0 0 HCM LOS A l Ivor Lanelma or Mvmt NBT N BR BLn1 SEL SBT Capacity (vehlh) - - - 1042 - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) - - 0 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0 - Creighton Manning Engineering, LLP Synchro 10 Report EXsat-NON-TRACK.syn Page 3 HCM 6th TWSC 4: S. Broadway & Nature Spa Drwy 119-1683 South Broadway Hotel No -Build 2021 - Non -Track Conditions—Saturday Peak Intersection Int Delay, stveh 0 Movement WBL VVBR NBT NBP SSL SBT _ Lane Configurations Y Major1 1� Conflicting Flow All 1106 4 Traffic Vol, vehlh 0 0 521 2 0 542 Future Vol, veh/h 0 0 521 2 0 542 Conflicting Peds, #!hr 0 0 0 20 20 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Platoon blocked, % - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 0 1 0 0 0 Mvmt Flow 0 0 532 2 0 553 Major/Minor Minorl Major1 Major Conflicting Flow All 1106 553 0 0 554 0 Stage 1 553 - - - - - Stage 2 553 - _ - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 235 537 - - 1026 - Stage 1 580 - - - - Stage 2 580 - - - - - Platoon blocked, % - - Mov Cap -1 Maneuver 231 528 - - 1010 r Mov Cap -2 Maneuver 368 - - s - - Stage 1 571 - - - - - Stage 2 580 - - - - - Approach VVB NB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Large/Maicr Mvrnt NBT N BR'BLn 1 SBL SBT Capacity (veh/h) - - - 1010 - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) - - 0 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - - 0 - Creighton Manning Engineering, LLP Synchro 10 Report NBsat-NON-TRACK.syn Page 3 HCM 6th TWSC 4: S. Broadway & Nature Spa Drwy 119-168, South Broadway Hotel Build 2021 - Non -Track Conditions—Saturday Peak Intersectrdn Int Delay, slveh 0 Movement WBL. WSR" 'NBT NSR SBL SBT Lane Configurations Y Maorl 1� Conflicting Flow All 1111 4 Traffic Vol, veh/h 0 0 523 2 0 545 Future Vol, veh/h 0 0 523 2 0 545 ConflicUng Peds, #/h r 0 0 0 20 20 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 1009 = 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 4 0 1 0 0 0 Mvmt Flow 0 0 534 2 0 556 Ma'odMinor Minorl Maorl major -2 Conflicting Flow All 1111 555 0 0 556 0 Stage 1 555 Stage 2 556 - - - - - Critical Hdwy 6.4 6.2 - 4.1 Critical Hdwy Stg 1 5.4 - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 = - 2.2 - Pot Cap -1 Maneuver 233 535 - - 1025 - Stage 1 579 - - - - - Stage 2 578 - - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 229 527 - - 1009 = Mov Cap -2 Maneuver 366 - - - - - Stage 1 570 - - - - Stage 2 578 - - - - - Approach VVB N 'B SB HCM Control Delay, s 0 0 0 HCM LDS A Minor LanefMaCor Mvrnt NBT NBRWBLn 1 SBL SBT Capacity (veh/h) - - - 1009 - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) - - 0 0 HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - - 0 Creighton Manning Engineering, LLP Synchro 10 Report BUsat-NON-TRACK.syn Page 2 HCM 5th TWSC 4: S. Broadway & Nature Spa Drwy 119-168, South Broadway Hotel Existing 2919 - Track Conditions—PM Peak Intersection Int Delay, slveh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y M:ajor1 1� Conflicting Flow All 1 125 4 Traffic Vol, vehlh 1 4 472 3 0 551 Future Vol, vehlh 1 4 472 3 0 551 Conflicting Peds, #lhr 0 0 0 11 11 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 1 0 0 1 Mvmt Flow 1 4 513 3 0 599 Ma#orNinor Minorl M:ajor1 Major2 Conflicting Flow All 1 125 526 0 0 527 0 Stage 1 526 - - - - - Stage 2 599 - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 229 556 - - 1050 - Stage 1 597 - - - - Stage 2 553 - r - - - Platoon blocked, % - - Mov Cap -1 Maneuver 227 551 - - 1041 - Mov Cap -2 Maneuver 364 - - - - Stage 1 592 - - - - Stage 2 553 - - - - A2proach WB IAB SB HCM Control Delay, s 12.3 0 0 HCM LOS B Minor LanelMaOVW. NBT NBRVVBLnl SSL SBT Capacity (vehlh) - - 500 1041 - HCM Lane V/C Ratio - - 0.011 - HCM Control Delay (s) - - 12.3 0 - HCM Lane LOS - - B A HCM 95th %tile Q(veh) - - 0 0 Creighton Manning Engineering, LLP Synchro 10 Report EXpm-TRACK.syn Page 3 HCM 6th TWSC 4: S. Broadway & Nature Spa Drwy 119-168, South Broadway Hotel No -Build 2021 - Track Conditions—PM Peak Intersection Int Delay, stveh 0.1 Movement WBL 'SBR NBT l BR SBL S BT Lane Configurations Y Majorl 1� Conflicting Flow All 1207 559 0 Traffic Vol, ve h/h 1 4 502 3 0 596 Future Vol, ve h/h 1 4 502 3 0 596 Conflicting Peds, hr 0 0 0 11 11 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 1 0 0 1 Mvmt Flaw 1 4 546 3 0 648 mor/Minor Mincrl Majorl MaoQ Conflicting Flow All 1207 559 0 0 560 0 Stage 1 559 - - - - Stage 2 648 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 204 532 - - 1021 - Stage 1 576 - - - - Stage 2 524 - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 202 527 - - 1012 - Mov Cap -2 Maneuver 341 - - a - - Stage 1 571 - - - - Stage 2 524 - - - - Approach WB NB SB HCM Control Delay, s 12.7 0 0 HCM LOS B Minor Lane/Malor Mvmt NBT NBRWBLn l SBL SBT Capacity (veh/h) - - 475 102 - HCM Lane VIC Ratio - - 0.011 - - HCM Control Delay (s) - - 12.7 0 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0 0 - Creighton Manning Engineering, LLP Synchro 10 Report NBpm-TRACK.syn Page 3 HCM 6th TWSC 4: S. Broadway &Nature Spa Drwy 119-168, South Broadway Hotel Build 2021 -Track Conditions—PM Peak Intersection Int Delay, s/veh 0.1 Movement WBS WBR NST NBR SBS 5BT Large Configurations Y Wlaor2 1� 1216 563 0 0 4 Tragic Vol, veh /h 1 4 506 3 0 601 Future Voir veh1h 1 4 506 3 0 601 Conflicting Peds, /h r 0 0 0 11 11 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - _ - _ - Vh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, ° 0 0 1 0 0 1 M vmt Flow 1 4 550 3 0 653 Major/Minor Mnor1 Major1 Wlaor2 Conflicting Flow All 1216 563 0 0 564 0 Stage 1 563 - - - - - Stage 2 653 - - Critical Hdwy 6.4 6.2 - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 202 530 - - 1018 - Stage 1 574 - _ - - - Stage 2 522 - - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 200 525 - - 1009 - Mov Cap -2 Maneuver 340 - - - - - Stage 1 569 Stage 2 522 - - - Approach VVB IAB SB HCM Control Delay, s 12.7 0 0 HCM LOS B Minor LaneJlVajor Mvml NBT N BR +BLn l SBL SBT Capacity (veh/h) y 473 1009 - HCM Lane VIC Ratio - - 0.011 - HCM Control Delay (s) - - 12.7 0 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0 0 - Creighton Manning Engineering, LLP Synchro 10 Report BUpm-TRACK,syn Page 2 HCM 6th TWSC 4: S. Broadway &Nature Spa Drwy 119-168, South Broadway Hotel Existing 2019 -Track Conditions—Saturday Peak Intersection Int Delay, slveh 0 Movement WBL W53 NBT NBR BBL SBT Lane Configurations Y Majorl 1� Conflicting Flow All 982 519 0 Traffic Vol, vehlh 1 2 486 0 0 454 Future Vol, vehlh 1 2 486 0 0 454 Conflicting Peds, #!hr 0 0 0 23 23 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 0 1 0 0 1 Mvmt Flow 1 2 496 0 0 463 M jorlminor Minorl Majorl Major Conflicting Flow All 982 519 0 0 519 Stage 1 519 - - - - - Stage 2 463 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - Critical Hdwy Stg 2 5.4 - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 279 561 - - 1057 - Stage 1 601 - - - - Stage 2 638 - - - - Platoon blocked, % - - Mov Cap -1 Maneuver 274 551 - - 1038 - Mov Cap -2 Maneuver 405 - - - - } Stage 1 590 - - - - Stage 2 638 - - - - App h B NB SB HCM Control Delay, s 12.4 0 0 HCM LOS B Minor LanelMaior Mv t NBT NBR' BLn 1 BBQ. SBT Capacity (veh/h) - - 492 1038 HCM Lane V/C Ratio - - 0.006 - - HCM Control Delay (s) - - 12.4 0 HCM Lane LOS - - B A HCM 95th %tile Q(veh) 0 0 - Creighton Manning Engineering, LLP Synchro 10 Report EXsat-TRACK.syn Page 3 HCM 6th TWSC 4: S. Broadway &Nature Spa Drwy 119-168, South Broadway Hotel No -Build 2021- Track Conditions—Saturday Peak Intersecticin Int Delay, slveh Movement 0 '0VBL. �, VB P NBT NBR SBL SBT Lane Configurations Y 556 1� - - - Stage 2 4 Trac Vol, veli/h 1 2 522 0 0 490 Future Vol, veli/h 1 2 522 0 0 490 Conti cting Peds, Wh r 0 0 0 23 23 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - eh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 0 1 0 0 1 M vm t Flow 1 2 533 0 0 500 Major/minor Anorl Maor1 Maor2 Conflicting Flow All 1056 556 0 0 556 0 Stage 1 556 - - - - - Stage 2 500 - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 252 534 - - 1025 - Stage 1 578 - - - Stage 2 613 - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 247 524 - - 1006 - Mov Cap -2 Maneuver 382 - - - - Stage 1 568 - - - - - Stage 2 613 - - - - - Approach VVB NB SB HCM Control delay, s 12.8 0 0 HCM LOS B Minor Large/Maior Mvmt NST NBRWBLnl SBL SBT Capacity (veh/h) - - 466 1006 - HCM Lane V/C Ratio - - 0.007 - - HCM Control Delay (s) - - 12:8 0 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0 0 - Creighton Manning Engineering, LLP Synchro 10 Report NBsat-TRACK.syn Page 3 HCM 6th TWSC 4: S. Broadway &Nature Spa Drwy 119-168, South Broadwax Hotel Build 2021- Track Conditions—Saturday Peak 'Intersect on Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y Maior1 1� Conflicting Flow All 1063 557 0 Traffic Vol, veh/h 1 2 523 0 0 496 Future Vol, veh/h 1 2 523 0 0 496 Conflicting Peds, #/hr 0 0 0 23 23 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 0 1 0 0 1 Mvmt Flow 1 2 534 0 0 506 Maor/Minor Minor! Maior1 Major2 Conflicting Flow All 1063 557 0 0 557 0 Stage 1 557 - - - - - Stage 2 506 - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 Pot Cap -1 Maneuver 249 534 - 1024 - Stage 1 578 - - - - - Stage 2 610 - - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 245 524 - - 1005 - Mov Cap -2 Maneuver 380 - - - - - Stage 1 568 - - - - Stage 2 610 - - - - - Approach 'B SIB SB HCM Control Delay, s 12.8 0 0 HCM LOS B Minor Lane/Maior Mvmt NBT NBRI BLL ltS L SBT Capacity (veh/h) - - 465 1005 - HCM Lane V/C Ratio - - 0.007 - - HCM Control Delay (s) - - 12.8 0 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0 0 - Creighton Manning Engineering, LLP Synchro 10 Report BUsat-TRACK.syn Page 2 HCM 6th TWSC 5: S. Broadway & Turf & Spa Motel Drwy 119-1681 South Broadway Hotel Existing 2019 - Non -Track Conditions—PM Peak I n to rsectio n Int Delay, s/veh 0.1 Major1 --Major2 Conflicting Flow All 1045 562 0 Movement OBL WBR NBT kBR SBL SBT _ Lane Configurations Y Critical Hdwy 1 6.2 - - 4.1 - + Traffic Vol, veh/h 0 8 524 3 5 459 Future Vol, veh/h 0 8 524 3 5 459 Conflicting, Peds, #/h r 0 0 0 20 20 0 Sign Control Stop Stop Free Free Free Free PT Channelized - None - None - None Storage Length 0 - - - 25 - eh in Median Storage, # 0 - 0 - - 0 Grader % 0 - 0 - - 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 0 0 0 0 0 1 Mvmt Flow 0 8 540 3 5 473 MajodMinor- Minorl Major1 --Major2 Conflicting Flow All 1045 562 0 0 563 0 Stage 1 562 - - - - - Stage 2 483 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 256 530 - - 1019 - Stage 1 575 - - - - - Stage 2 625 - - - - Platoon blocked, % Y - - Mov Cap -1 Maneuver 250 520 - - 1000 - Mov Cap -2 Maneuver 384 - - - - - Stage 1 564 - - - - Stage 2 622 - - - - - Approach VV8 NB SB HCM Control Delay, s 12 0 0.1 HCM LOS B Minor Lane/Maior Mvrnt NBT N BRWBLn 1 BBL SBT Capacity (veh/h) - - 520 1000 HCM Lane VIC Ratio - - 0.016 0.005 - HCM Control Delay (s) - - 12 8.6 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0 0 - Creighton Manning Engineering, LLP Synchro 10 Report EXpm-NON-TRACK.syn Page 4 HCM 6th TWSC 5: S. Broadway & Turf & Spa Motel Drwy 119-168, South Broadway Hotel Existing 2919 - Non -Track Conditions—Saturday Peak Intrel rscctio11 Int Delay, slveh 0.1 mommm WEL WBR NBT N BR SBL SST Lane Configurations Y Ma'orl M*r2 Conflicting Flow All 1034 + Trac Vol, veh{h 1 6 431 0 7 499 Future Vot, veh/h 1 6 481 0 7 499 Conflicting Peds, Whr 0 0 0 20 20 0 Sign Con tfol Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 0 1 0 0 0 Mvmt Flow 1 6 491 0 7 509 Major/Minor G i�norl Ma'orl M*r2 Conflicting Flow All 1034 511 0 0 511 0 Stage 1 511 - - - - Stage 2 523 - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 Pot Cap -1 Maneuver 259 567 - - 1065 - Stage 1 606 - - _ - - Stage 2 599 - - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 252 556 - - 1045 - Mov Cap -2 Maneuver 386 - - - - - Stage 1 594 - - - - - Stage 2 595 - - - - Approach 'JIVE NS SB HCM Control Delay, s 12 0 0.1 HCM LOS B Minor Lan elMa icr M vmt NBT N B RWB Ln I SBL S BT Capacity (vehlh) - - 523 1045 - HCM Lane V/C Ratio - - 0.014 0.007 - HCM Control Delay (s) - 12 8.5 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0 0 Creighton Manning Engineering, LLP Synchro 10 Report EXsat-NON-TRACK.syn Page 4 HCM 6th TWSC 5: S. Broadway & Turf &Spa Motel Drwy 119-168, South Broadway Hotel No -Build 2021 -Non-Track Conditions—Saturday Peak lnter '_�tirj it Int Delay, slveh 0.1 ,Move men f W BL .a .W NBT NBR SBL SBS' Lane Configurations Y Maort 1 Conflicting Flow All 1108 t Traffic Vol, vehlh 1 6 517 0 7 535 Future Vol, vehlh 1 6 517 0 7 535 Conflicting Peds, #!hr 0 0 4 20 20 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - Done Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 0 1 0 0 0 Mvmt Flow 1 6 528 0 7 546 Major/Miner '--ilk Maort Maor2 Conflicting Flow All 1108 548 0 0 548 0 Stage 1 548 - - - - - Stage 2 560 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 Critical Hdwy Stg 1 5.4 - - - y Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 234 540 - - 1032 - Stage 1 583 - - - - Stage 2 576 - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 228 530 - - 1012 T Mov Cap -2 Maneuver 365 - - - - Stage 1 572 - - - - - Stage 2 572 - - - - - Approach VVB NB SB HCM Control delay, s 12.3 0 0.1 HCM LOS B Minor LanelM a for M vmt NBT N B R' BLn 1 SBL SBT Capacity (veh/h) - - 498 1032 - HCM Lane V/C Ratio - - 0.14 0.067 - HCM Control Delay (s) - - 12.3 8.6 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0 0 - Creighton Manning Engineering, LLP Synchro 10 Report NBsat-NON-TRACK.syn Page 4 HCM 6th TWSC 5: S. Broadway & Turf &Spa Motel Drwy 119-168, South Broadway Hotel Existing 2019 -Track Conditions—PM Peak Intersection Int Delay, slveh 0 Conflicting Flow All 1 129 527 0 0 529 0 Stage 1 Movement 'SBL WBR NBT NBP SSL SBT Lane Configurations Y 6.2 - - 1� Critical Hdwy Stg 1 5.4 + Traffic Vol, vehlh 1 2 473 4 2 350 Future Vol, vehlh 1 2 473 4 2 550 Conflicting Peds, #!hr 0 0 0 11 11 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 1 0 0 1 Mvmt Flow 1 2 514 4 2 598 MajorlMinor Minorl Ma'cr1 Ma'or2 Conflicting Flow All 1 129 527 0 0 529 0 Stage 1 527 - - - - - Stage 2 602 - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - Critical Hdwy Stg 2 5.4 - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 228 555 - - 1048 w Stage 1 596 - - - - Stage 2 551 - - - Platoon blocked, % - - Mov Cap -1 Maneuver 225 549 - - 1037 - Mov Cap -2 Maneuver 362 - - - - - Stage 1 590 - - - - - Stage 2 550 - - - - Approach WB NB SB HCM Control Delay, s 12,7 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn l SBL SBT Capacity (veh/h) - - 468 1037 - HCM Lane V/C Ratio - 0.007 0.002 HCM Control Delay (s) - 12.7 8.5 HCM Lane LOS - B A - HCM 95th %tile Q(veh) w - 0 0 - Creighton Manning Engineering, LLP Synchro 10 Report EXpm-TRACK. syn Page 4 HCM 8th TWSC 5: S. Broadway & Turf & Spa Motel Drwy 119-168, South Broadway Hotel No -Build 2021 - Track Conditi0ns_PM Peak ntersectjon Int Delay, slveh 0 Movement BL WSR NBA` NBR SBL SBS' Lane Configurations Y HCM Lane LOS 1 A - HCM 95th %tile Q(veh) - - 0 Traffic Vol, vehlh 1 2 503 4 2 595 Future Vol, vehlh 1 2 503 4 2 595 Conflicting Peds, Whr 0 0 0 11 11 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 1 0 0 1 Mvmt Flow 1 2 547 4 2 647 Major/Minor Minor 1 majorl Major2. Conflicting Flow All 1211 560 0 0 562 0 Stage 1 560 - - - - Stage 2 651 - - - - Critical. Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 203 532 - - 1019 - Stage 1 576 - - - - - Stage 2 523 - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 201 526 - - 1008 - Mov Cap -2 Maneuver 340 - - - - - Stage 1 570 - - - - - Stage 2 522 - - - - - Approach VVB N8 SB HCM Control Delay, s 13.2 4 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn 1 SBL SST Capacity (veh/h) - - 445 1008 HCM Lane V/C Ratio - - 0.007 0.002 - HCM Control Delay (s) - - 13.2 8.6 HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0 0 - Creighton Manning Engineering, LLP Synchro 10 Report NBpm-TRACK.syn Page 1 HCM 6th TWSC 5: S. Broadway & Turf &Spa Motel Drwy 119-168, South Broadway Hotel Existing 2019 -Track Conditions—Saturday Peak Intersection Int Delay, slveh 0.1 Movement WBL WBR NST NSP. SEL SST Lane Configurations Y majorl 1 Conflicting Flow All 982 + Traffic Vol, veh /h 1 7 479 3 4 451 Future Vol, veh/h 1 7 479 3 4 451 Conflicting Peds., # r 0 0 0 23 23 0 Sign Control Stop Stop Free Free Free Free IST Channelized - None - None - None Storage Length 0 Platoon blocked, Flo - z 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 0 1 0 0 1 Mvmt Flow 1 7 489 3 4 460 Major/Minor Minorl majorl UlNor2 Conflicting Flow All 982 514 0 0 515 0 Stage 1 514 - - - - - Stage 2 468 - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 Pot Cap -1 Maneuver 279 564 - - 1061 - Stage 1 605 - - - - - Stage 2 634 - - - - - Platoon blocked, Flo - - - Mov Cap -1 Maneuver 272 552 - 1038 - Mov Cap -2 Maneuver 403 - - - - Stage 1 592 Stage 2 631 - - - Approach VVB NB SB HCM Control Delay, s 11.9 0 0.1 HCM LOS B Minor LanelMaior Mvrnt NST N BRWBLn l SSL SBT Capacity (vehlh) - - 528 1038 - HCM Lane VIC Ratio - - 0.015 0.004 - HCM Control Delay (s) - - 11.9 8.5 HCM Lane LOS - - B A - HCM 85th %tile Q(veh) - - 0 0 Creighton Manning Engineering, LLP Synchro 10 Report EXsat-TRACK.syn Page 4 HCM 6th TWSC 5: S. Broadway &Turf &Spa Motel Drwy 119-168, South Broadway Hotel No -Build 2021- Track Conditions—Saturday Peak I n tersectio n Int Delay, s/veh 0.1 Movement WBL WBR NBT N BR SBL S B T Lane Configurations Y Maorl T+ Conflicting Flow All 1056 551 0 Traffic Vol, veh/h 1 7 515 3 4 487 Future Vol, vehlh 1 7 515 3 4 487 Conflicting Peds, #thr 0 0 0 23 23 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 0 1 0 0 1 Mvmt Flow 1 7 526 3 4 497 Major/Minor M ncrl Maorl Msjor2 Conflicting Flow All 1056 551 0 0 552 0 Stage 1 551 - - - - - Stage 2 505 - - - - - Critical Hdwy 6.4 6.2 - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 Pot Cap -1 Maneuver 252 538 - - 1028 - Stage 1 581 - - _ - Stage 2 610 - - - - - Platoon blocked, % - Mov Cap -1 Maneuver 245 526 - - 1005 - Mov Cap -2 Maneuver 380 - - - - Stage 1 568 - - - - - Stage 2 608 - - - - - Aepfoach WB NB SB HCM Control Delay, s 12.3 0 0.1 HCM LOS B Minor Lane/M a for Mvmt NST N BR BLn 1 SSL SBT Capacity (veh/h) h - 502 1005 4 HCM Lane V1C Ratio - - 0.016 0,004 HCM Control Delay (s) - - 12.3 8.6 - HCM Lane LOS - B A- HCM 95th %tile Q(veh) - - 0.1 0 - Creighton Manning Engineering, LLP Synchro 10 Report N Bsat-TRACK.syn Page 4 HCM 6th TWSC 6: S. Broadway & Todd Street 119-188, South Broadway Hotel Existing 2019 - Non -Track Conditions—PM Peak mom Intersection Int Delay, slveh 0 Movement Wl3L WBFZ NBT N BR SBL SBT Lane Configurations V HCM Lane LOS 1 A - HCM 95th °/stile Q(veh) t Traffic Vol, vehlh 0 4 523 1 2 457 Future Vol, vehlh 0 4 523 1 2 457 Conflicting Peds, #!hr 0 0 0 20 20 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 0 0 0 0 0 1 Mvmt Flow 0 4 539 1 2 471 MajorlMinor Minorl Major1 Major2 Conflicting Flow All 1035 560 0 0 560 0 Stage 1 560 - - - - - Stage 2 475 - - - - - Critical Hdwy 6.4 6.2 - 4.1 - Critical Hdwy Stg 1 5.4 - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 259 532 - - 1021 - Stage 1 576 - - - - - Stage 2 630 - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 254 522 - - 1002 - Mov Cap -2 Maneuver 387 - - - - Stage 1 565 - - - - Stage 2 629 Approach WB NB SB HCM Control Delay, s 12 0 0 HCM LOS B Minor LanelMaior M vmt NBT NBRVVBLnI SBL. SE3T Capacity (veh1h) - - 522 1002 HCM Lane V/C Ratio - - 0.008 0.002 - HCM Control Delay (s) - - 12 8.6 HCM Lane LOS - - B A - HCM 95th °/stile Q(veh) - - 0 0 Creighton Manning Engineering, LLP Synchro 10 Report EXpm- NON -TRACK.syn Page 5 HCM 6th TWSC 6: S. Broadway &Todd Street 119-168, South Broadway Hotel No -Build 2021 -Non-Track Conditions—PM Peak I n tersection Int Delay, slveh 0 Majorl Ma-or2 Conflicting Flow All 1111 591 0 Move men l WBL VVBR NBT N BR SBI- SST Lane Configurations Y Critical Hdwy 1 6.2 - - 4.1 - + Traffic Vol, vehlh 0 4 553 1 2 501 Future Vol, vehlh 0 4 553 1 2 501 Conflicting Peds, #Ihr 0 0 0 20 20 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 0 0 0 0 0 1 Mvmt Flow 0 4 570 1 2 516 MaorlMinor Minorl Majorl Ma-or2 Conflicting Flow All 1111 591 0 0 591 0 Stage 1 591 - - - - - Stage 2 520 - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 233 511 - - 995 - Stage 1 557 - - - - - Stage 2 601 -- Platoon blocked, % r - Mov Cap -1 Maneuver 228 501 976 - Mov Cap -2 Maneuver 365 - w - - Stage 1 546 - - - - Stage 2 600 - - - - Approach WS NB SB HCM Control Delay, s 12.2 0 0 HCM LOS B Minor LaneiMalor Mvmt NBT N BR ''BLn 1 SBL SBT Capacity (veh/h) - - 501 976 - HCM Lane VIC Ratio - - 0.008 0.002 - HCM Control Delay (s) - - 12.2 8.7 HCM Lane LOS - - B A HCM 95th %tile Q(veh) - - 0 0 - Creighton Manning Engineering, LLP Synchro 10 Report NBpm-NDN-TRACK.syn Page 5 HCM 6th TWSC 6: S. Broadway &Todd Street 119-168, South Broadway Hotel Build 2021 -Non-Track Conditions—PM Peak Intersection Int Delay, slveh 0.3 mow SBL WBR NBT IBR SBL SBT Large Configurations Y 1 Traffic Vol, ve h/h 6 10 550 7 9 501 Future Vol, veli/h 6 10 550 7 9 501 Conflicting Peds, /hr 0 0 0 20 20 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 0 - 0 Grade, % 0 V 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles,' 0 0 0 0 0 1 Mvrnt Flow 6 10 567 7 9 516 Major/Minor Minorl Ma l Major2 Conflicting Flow All 1125 591 0 0 594 0 Stage 1 591 - - - - Stage 2 534 - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - Critical Hdwy Stg 2 5.4 - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 229 511 - 992 - Stage 1 557 - - - - - Stage 2 592 - - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 223 501 - - 973 - Mov Cap -2 Maneuver 360 - - - - - Stage 1 546 - Stage 2 587 - - - - Approach WB NB S6 HCM Control Delay, s 13.6 0 0.2 HCM LOS B Minor LanelMajor My t CTBT N BRWBLn 1 SBL SST Capacity (vehlh) - - 437 973 - HCM Lane VIC Ratio - - 0.038 0.01 - HCM Control Delay (s) - - 13.6 8.7 - HCM Lane LOS - - B A - HCM 95th %tHe Q(veh) - - 0.1 0 - Creighton Manning Engineering, LLP Synchro 10 Report BUpm-NON-TRACK.syn Page 3 HCM 6th TWSC 6: S. Broadway &Todd Street 119-168, South Broadway Hotel Existing 2019 -Non-Track Conditions—Saturday Peak Intersection Int Delay, s/veh 0.1 Movement WBL WBR DIST 1�18R SBL SBT Lane Configurations "If, HCM Lane LOS 1 A - HCM 95th %tile Q(veh) - - 4 Traffic Vol, ve h Ih 0 6 475 2 1 499 Future VoJ, veli/h 0 6 475 2 1 499 Conflicting Peds, #Ihr 0 0 0 20 20 0 Sign Control Stop Stop Free Free Free Free PT Channelized - None - None - None Storage Length 0 - - - 25 - eh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, $ 0 0 1 0 0 0 M v t Flow 0 6 485 2 1 509 Major/Minor Minors majorl Ma'o Conflicting Flow All 1017 506 0 0 507 0 Stage 1 506 -- Stage 2 511 - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - Critical Hdwy Stg 2 5.4 - - - Follow-up Hdwy 3.5 3.3 - 2.2 - Pot Cap -1 Maneuver 266 570 - - 1068 - Stage 1 610 - - - - Stage 2 606 - Platoon blocked, % - - Mov Cap -1 Maneuver 261 559 - - 1048 - Mov Cap -2 Maneuver 394 - - - - - Stage 1 598 - - - - Stage 2 605 - - - - Approach VVB, NB SB HCM Control Delay, s 11.5 0 0 HCM LOS B Minor LanelMaior Mvmt NBT NBRWBLnl SBL SBS' Capacity (veh/h) - - 559 1445 - HCM Lane V/C Ratio - - 0.01 0.09 - HCM Control Delay (s) - - 71.5 8.4 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 4 Q Creighton Manning Engineering, LLP Synchro 10 Report EXsat-NON-TRACK.syn Page 5 HCM 6th TWSC G: S. Broadway & Todd Street 119-188, South BroadwayHotel No -Build 2021 - Non -Track Conditions—Saturday Peak Intersection =- Int Delay, slveh 0.1 Movement W61. WBR NBT NBR SBL SBT Lane Configurations IY Major1 Major2 _ 1090 t Traffic Vol, vehlh 0 6 511 2 1 535 Future Vol, vehlh 0 6 511 2 1 535 Conflicting Peds, #!hr 0 0 0 20 20 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 371 - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 0 1 0 0 0 Mvmt Flow 0 6 521 2 1 546 Moor/Minor Minor1 Major1 Major2 _ Conflicting Flow All 1090 547 0 0 543 0 Stage 1 542 - - - - Stage 2 548 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Cdtical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 240 544 - 1036 - Stage 1 587 - - - - - Stage 2 583 - - - - - Platoon blocked, % - - Mov Cap -1 Maneuver 235 534 - - 1016 - Mov Cap -2 Maneuver 371 - - - - - Stage 1 576 - - - - Stage 2 582 - - - - - Approach VVB NB SB HCM Control Delay, s 11.8 0 0 HCM LOS B Minor Lane/laior Mvmt NBT N BRBLn 1 SBL SBT Capacity (vehm) - - 534 1016 - HCM Lane VIC Ratio - - 0.011 0.001 - HCM Control Delay (s) - - 11.8 8.5 - HCM Lane LOS - - B A HCM 95th %tile Q(veh) - - 0 0 - Creighton Manning Engineering, LLP Synchro 10 Report NBsat-NON-TRACK.syn Page 5 HCM 6th TWSC 6: S. Broadway & Todd Street 119-168, South Broadway Hotel Build 2021 - Non -Track Conditions—Saturday Peak Irir bn Int Delay, slveh 0.4 Movement WBL VVBR NBT NBR SBL SBT Lane Configurations Y HCM Lane LOS 1 A - HCM 95th °/afiie Q(Veh) + Traffic Vol, ve h /h 7 14 511 12 11 534 Future Vol, vehih 7 14 511 12 11 534 C cn flung Peds, #/h r 0 0 0 20 20 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 0 1 0 0 0 Mvmt Flog 7 14 521 12 11 545 Major/Minor Minorl Maor1 4or2 Conflicting Flow All 1114 547 0 0 553 0 Stage 1 547 - - - - Stage 2 567 - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 Pot Cap -1 Maneuver 232 541 - 1027 - Stage 1 584 -- Stage 2 572 - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 225 531 - - 1007 - Mov Cap -2 Maneuver 363 - - - - Stage 1 573 - - - - Stage 2 566 - - - - Approach WB NS SB HCM Control Delay, s 13.2 0 0.2 HCM LOS B Minor L.aneftior Mvmt NBT NBR'VVBLn1 SBL SBT Capacity (vehlh) - - 460 1007 HCM Lane V1C Ratio - - 0.047 0.011 - HCM Control Delay {s} - - 13.2 8.6 - HCM Lane LOS - - B A - HCM 95th °/afiie Q(Veh) - - 0.1 0 - Creighton Manning Engineering, LLP Synchro 10 Report BUsat-NON-TRACK.syn Page 3 HCM 6th TWSC 6: S. Broadway & Todd Street 119-168, South Broadway Hotel Existing 2019 - Track Conditions—PM Peak Intersection Int Delay, slveh 0.2 Movement WBL WBR NBT MBR SBL SBT Lane Configurations Y Major1 1 Conflicting Flow All 1119 + Traffic Vol, vehlh 2 14 462 7 3 548 Future Vol, vehlh 2 14 462 7 3 548 Conflicting Peds, #!hr 0 0 0 11 11 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 1 0 0 1 Mvmt Flow 2 15 502 8 3 596 MajorlMinor Min,orl Major1 Major2 Conflicting Flow All 1119 517 0 0 521 0 Stage 1 517 - - - - - Stage 2 602 - - - - Critical Hdwy 6.4 6.2 . - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 231 562 - - 1456 - Stage 1 603 - - - - - Stage 2 551 - - - - Platoon blocked, % - - Mov Cap -1 Maneuver 228 556 - - 1045 - Mov Cap -2 Maneuver 365 - - - - - Stage 1 597 Stage 2 549 - - - :,r di VVB NB SB HCM Control Delay, s 12.1 0 0 HCM LOS B Minor Lane/Maior lvmt NBT N BR+BLn 1 SBL SBT Capacity (veh/h) - - 522 1045 - HCM Lane V/C Ratio - - 0.033 0.003 - HCM Control Delay (s) - - 12.1 8.5 HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.1 0 - Creighton Manning Engineering, LLP Synchro 10 Report EXpm-TRACK.syn Page 1 HCM 6th TWSC 6: S. Broadway & Todd Street 11 9-168) South Broadway Hotel No -Build 2021 - Track Conditions—PM Peak Intersection Int Delay, slveh 0.2 Movement 'SBL 'BR NBT IBR SBL SBT Lane Configurations 'Ir" Majorl 1 Conflicting Flow All 1199 + Traffic Vol, vehlh 2 14 492 7 3 592 Future Vol, vehlh 2 14 492 7 3 592 Conflicting Peds, #Ihr 0 0 0 11 11 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 Mov Cap -1 Maneuver Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 1 0 0 1 Mvmt Flow 2 15 535 8 3 643 Major/Minor Minor l Majorl NlMr2 _ Conflicting Flow All 1199 550 0 0 554 0 Stage 1 550 - - - - - Stage 2 649 - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - Critical Hdwy Stg 2 5.4 - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 207 539 - 1026 - Stage 1 582 - - - - Stage 2 524 - - - Platoon blocked, % - - Mov Cap -1 Maneuver 204 533 - - 1015 - Mov Cap -2 Maneuver 343 - - - - Stage 1 576 - - - - Stage 2 522 - - - - - Approach APB NB SS HCM Control Delay, s 12.5 0 0 HCM LOS B Minor Lane/Maior Mvmt NBT NBRBLn1 SBL SBT Capacity (vehlh) - - 498 1015 - HCM Lane V/C Ratio - - 0.035 0.003 - HCM Control Delay (s) - - 12.5 8.6 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.1 0 - Creighton Manning Engineering, LLP Synchro 10 Report NBpm-TRACK.syn Page 5 HCM 8th TWSC 6: S. Broadway & Todd Street 119-188, South Broadway Hotel Build 2021 - Track Conditions—PM Peak Inter�ectjon = Int Delay, slveh 0.4 Move_ ; W- VVBR NBT N13R SBL SBT {� Lane Configurations Y HCM Lane LOS 1 A - HCM 95th %tile Q(veh) + Traffic Vol, vehm 8 20 488 13 10 591 Future Vol, vehlh 8 20 488 13 10 591 Conflicting Peds, #Ihr 0 0 0 11 11 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 1 0 0 1 Mvmt Flow 9 22 530 14 11 642 MajorWinrx Mi noft. r`i M�or1 Major2 Conflicting Flow All 1212 548 0 0 555 0 Stage 1 548 - - - - - Stage 2 664 - - - - Critical Hdwy 6.4 6.2 - 4.1 - Critical Hdwy Stg 1 5.4 - 4 - - - Critical Hdwy Stg 2 5.4 - - - Follow-up Hdwy 3.5 3.3 - 2.2 - Pot Cap -1 Maneuver 203 540 - - 1026 - Stage 1 583 - - - - - Stage 2 516 - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 199 534 - - 1015 - Mov Cap -2 Maneuver 337 - - - - - Stage 1 577 - - - - - Stage 2 510 - - - - - Approach VVB NB SB HCM Control Delay, s 13.4 0 0.1 HCM LOS B Minor Laneftior Mvmt NBT i BR' BLn 1 SBL SBT Capacity (vehlh) - - 458 1015 - HCM Lane V/C Ratio - - 0.066 0.011 - HCM Control Delay (s) - - 13.4 8.6 HCM Lane LOS - B A - HCM 95th %tile Q(veh) - 02 0 Creighton Manning Engineering, LLP Synchro 10 Report BUpm-TRACK.syn Page 1 HCM 6th TWSC 6: S. Broadway &Todd Street 119-168, South BroadwayHOt21 No -Build 2021- Track Conditions—Saturday Peak lftgman aw MW Int Delay, slveh 0.1 Movement WSL WBR NBT NBR SBL SBT Lane Configurations Minorl Majorl —T4 Conflicting Flow All 1045 t Traffic Vol} vehihi 2 6 512 1 1 487 Future Vol, veWh 2 6 512 1 1 487 Conflicting Peds, Whr 0 0 0 23 23 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - - 0 - - 0 Peak Hour Factor 98 08 98 98 98 98 Heavy Vehicles, % 0 0 1 0 0 1 Mvmt Flow 2 6 522 1 1 497 MajorlMinor Minorl Majorl Ma'or2 Conflicting Flow All 1045 546 0 0 546 0 Stage 1 546 - - - - - Stage 2 499 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Cdtical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 256 541 - - 1033 - Stage 1 584 - - - - Stage 2 614 - - - - - Platoon blocked, % - - Mov Cap -1 Maneuver 250 529 - - 1010 - Mov Cap -2 Maneuver 384 - - - - - Stage 1 571 - - - - Stage 2 613 - - - - - Approach VVB IAB SB HCM Control Delay, s 12.6 0 0 HCM LOS B Minor Lane/Maior Mvirt NBT i BRWBLnl SBL SBT Capacity (veh/h) - - 488 1010 - HCM Lane V1C Ratio - - 0,017 0.001 - HCM Control Delay (s) 12.6 &6- HCM Lane LOS - - B A - HCM 95th %tile 4(veh) - - 0.1 0 } Creighton Manning Engineering, LLP Synchro 10 Report NBsat-TRACK.syn Page 5 HCM 6th TWSC 6: S. Broadway &Todd Street 119-168, South BroadwayHotel Build 2021- Track Conditions—Saturday Peak Intersection Int Delay, slveh 0.4 Movement WBL WBR - NBT BR SBL SBT .ane Configurations 8.6 - HCM Lane LOS 1� A - HCM 95th We Q(veh) - - 0.2 Traffic Vol, veh 1h 9 14 509 11 11 486 Futufe Vola veh#h 9 14 509 11 11 486 Conflicting beds, #1h r 0 0 0 23 23 0 Sign Control, Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 25 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 0 1 0 0 1 Mvmt Flow 9 14 519 11 11 496 Major/Minor Minorl Ma'orl Major2 Conflicting Flow All 1066 548 0 0 553 0 Stage 1 548 - - - - Stage 2 518 - - - - Critical Hdwy 6.4 6.2 R 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap -1 Maneuver 248 540 - - 1027 - Stage 1 583 - - - - Stage 2 602 - - - - Platoon blocked, % - - - Mov Cap -1 Maneuver 240 528 - 1005 Mov Cap -2 Maneuver 375 - - - - - Stage 1 570 - - - Stage 2 595 - - - Apprcl'].Lh WB N5 SB HCM Control Delay, s 13.3 0 0.2 HCM LOS B Minor LanelMaior Mvmt NBT N BRWBLn l SK SBT Capacity (vehlh) - - 455 1005 - HCM Lane V/C Ratio - - 0.052 0.011 - HCM Control Delay (s) - - 13.3 8.6 - HCM Lane LOS - - B A - HCM 95th We Q(veh) - - 0.2 0 - Creighton Manning Engineering, LLP Synchro 10 Report BU sat -TRACK. syn Page 1 HCM 6th TWSC 2: Thirsty Owl Drwy & Lincoln Avenue 119-168, South Broadway Hotel Existing 2019 - Non -Track Conditions—PM Peak Intersection Int Delay, s/veh 0.1 1o�merit EBT EBR WBL 1 BT IASL NBP Lane Configurations 1� Mincrl HCM Lane V/C Ratio 4 0 376 0 596 Traffic Vol, vehIh 348 0 0 213 1 2 Future Vol, veh/h 348 0 0 213 1 2 Confli cki rig Peds, #Ihr 0 17 17 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 664 - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 1 0 0 2 0 0 Mvmt Flow 359 0 0 220 1 2 MajorlMinor majorl Majcr2 Mincrl HCM Lane V/C Ratio Conflicting Flow All 0 0 376 0 596 376 Stage 1 - - - - 376 - Stage 2 - - - - 220 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap -1 Maneuver - - 1194 - 470 675 Stage 1 - - - - 699 - Stag e 2 - - - - 821 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1175 - 462 664 Mov Cap -2 Maneuver - - - - 462 - Stage 1 - - - 688 - Stage 2 - - - - 821 - Approach EB we NB HCM Control Delay, s 0 0 11.2 HCM LOS B Minor Lane/Manor Mvmt i BLn 1 EBT 'EBR WBL WBT Capacity (veh/h) 580 - - 1 175 - HCM Lane V/C Ratio 0.005 - - - - HCM Control Delay (s) 11.2 - - 0 HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0 - - 0 - Creighton Manning Engineering, LLP Synchro 10 Report EXpm-NON-TRACK.syn Page 2 HCM 6th TWSC 2: Thirsty Owl Drwy &Lincoln Avenue 119-168, South Broadway Hotel No -Build 2021 -Non-Track Conditions—PM Peak Intersection Int Delay, s/veh 0.1 HCM Lane V/C Ratio 0.005 - - - HCM Control Delay (s) 11.3 - - 0 HCM Lane LOS Movement EBT EBR VVBL W13T 'NE L NBR Lane Configurations 1� 4 Y Traffic Vol, vehlh 352 0 0 216 1 2 Future Vol, vehlh 352 0 0 216 1 2 Conflicting Peds, #lhr 0 17 17 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 4 0 Grade, % 0 - - 0 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 1 0 0 2 0 0 Mvmt Flow 363 4 0 223 1 2 Major/Minor Majar1 Major2 Minorl Conflicting Flow All 0 0 380 0 603 380 Stage 1 - - - - 384 - Stage 2 - - - - 223 - Critical Hdwy - - 4.1 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap -1 Maneuver - - 1190 - 465 671 Stage 1 - - - 696 - Stage 2 - - - - 819 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1171 - 458 660 Mov Cap -2 Maneuver - - - 458 - Stage 1 - - - - 685 - Stage 2 - - - - 819 - Approach EB WB N6 HCM Control Delay, s 0 0 11.3 HCM LOS B Minor Lane/Ma[or Mvmt NBLn1 EST EBR WBL 'VST Capacity (vehlh) 575 - - 1171 HCM Lane V/C Ratio 0.005 - - - HCM Control Delay (s) 11.3 - - 0 HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0 - - 0 - Creighton Manning Engineering, LLP Synchro 10 Report NBpm-NON-TRACK.syn Page 1 HCM 6th TWSC 2: Thirsty Owl Drwy & Lincoln Avenue 119-168, South Broadway Hotel Existing 2619 - Non -Track Condition s_Saturday Peak 11te ot Int Delay, slveh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� Major2 I.Inorl *T f 0 Traffic Vol, vehlh 290 6 1 228 1 4 Future Vol, vehlh 290 6 1 228 1 4 Conflicting Peds, #Ihr 0 26 26 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 3 0 0 2 0 0 Mvmt Flow 296 6 1 233 1 4 Major/Minor Ma-or1 Major2 I.Inorl Conflicting Flow All 0 0 328 0 560 325 Stage 1 - - - - 325 - Stage 2 - - - - 235 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Foliow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap -1 Maneuver - - 1243 - 493 721 Stage 1 - - - - 737 - Stage 2 - - - - 809 - Platoon blocked, % - - - Mov Cap -1 Maneuver - 1212 - 480 703 Mov Cap -2 Maneuver - - - - 480 Stage 1 - - - 719 - Stage 2 - x - 808 - Approach ES VV6 NB HCM Control Delay, s 0 0 10.6 HCM LOS B Minor Lane/Major Mvmt NBLn 1 EBT EBR WBL WBT Capacity (veh/h) 643 - - 1212 - H C M Lane VIC Ratio 6.008 - - 0.001 - HCM Control Delay (s) 10.6 - 8 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0 - - 0 - Creighton Manning Engineering, LLP Synchro 10 Report EXsat-NON-TRACK.syn Page 2 HCM 6th TWSC 2: Thirsty Owl Drwy &Lincoln Avenue 119-168, South Broadway Hotel No -Build 2021 -Non-Track Conditions—Saturday Peak Intersedcn Int Delay, slveh 0.1 Movement EBT EBR 1 8L WBT NGL NBR Lane Configuration 1� Minorl HCM Lane V/C Ratio Conflicting Flow All 0 0 332 Traffic Vol, veh/h 294 6 1 231 1 4 Future Vol, ve h /h 294 6 1 231 1 4 Conflicting Peds, #r 0 26 26 0 0 0 Sign Control Free Free Free Free Stop Stop IST Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 3 0 0 2 0 0 Mvmt Flow 300 6 1 236 1 4 Major/Minor Major1 Major2 Minorl HCM Lane V/C Ratio Conflicting Flow All 0 0 332 0 567 329 Stage 1 - - - - 329 - Stage 2 - - - 238 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - 5.4 - Critical Hdwy Stg 2 - - - 5.4 - Follow-up Hdwy w - 2.2 - 3.5 3.3 Pot Cap -1 Maneuver w - 1239 - 488 717 Stage 1 - - - - 734 - Stage 2 - - - - 806 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1208 - 475 699 Mov Cap -2 Maneuver - - 475 - Stage 1 - - - - 716 - Stage 2 i - - - 805 - Approach EB VVB NG HCM Control Delay, s 0 0 10.7 HCM LOS B Minor Lane/Maior Mvmt NBLn 1 EST EBR WBL WST Capacity (veh1h) 639 - - 1208 - HCM Lane V/C Ratio 0.008 - - 0.001 - HCM Control Delay (s) 10.7 - - 8 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0 - - 0 - Creighton Manning Engineering, LLP Synchro 10 Report NBsat-NON-TRACK.syn Page 2 HCM 6th TWSC 2: Thirsty Owl Drwy & Lincoln Avenue 119-168, South Broadway Hotel Existing 2019 - Track Conditions—PM Peak Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT N BL IBR Lane Configurations 1� Mnorl HCM Lane VIC Ratio 4 0 421 0 756 Traffic Vol, veh /h 362 6 4 300 4 8 Future Vol-, veh/h 362 6 4 300 4 8 Conflicting Peds, /h r 0 21 21 0 4 4 Sign Control Free Free Free Free Stop Stop T Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 0 0 1 0 0 Mvmt Flow 393 7 4 326 4 9 Major/Mirror Mdorl klajor2 Mnorl HCM Lane VIC Ratio Conflicting Flow All 0 0 421 0 756 422 Stage 1 - - - - 418 - Stage 2 - - - - 338 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - 5.4 - Follow-up Hdwy - - 2.2 3.5 3.3 Pot Cap -1 Maneuver - - 1149 - 379 636 Stage 1 - - - y 669 - Stage 2 - - - - 727 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1126 - 368 621 Mov Cap -2 Maneuver - - - - 368 - Stage 1 - - - - 656 - Stage 2 - - - - 721 - Aeproach EB WB NB HCM Control Delay, s 0 0.1 12.3 HCM LOS B Minor Lane/Maicr Mvmt N BLn 1 EBT EBR WBL WBT Capacity (veh/h) 505 - - 1126 - HCM Lane VIC Ratio 0.026 - - 0.004 - HCM Control Delay (s) 12.3 - - 8.2 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Creighton Manning Engineering, LLP Synchro 10 Report EXpm-TRACK.syn Page 2 HCM 6th TWSC 2: Thirsty Owl Drwy & Lincoln Avenue 119-168, South Broadway Hotel No -Build 2021 - Track Conditions—PM Peak Intersection Int Delay, s/veh 0.3 Movement EST EBR WSL WBT NBL NBR Lane Configurations 1� Minorl HCM Lane WC Ratio 4 0 427 0 766 Trac Vol, veh/h 367 6 4 304 4 8 Future Vol, veh/h 367 6 4 304 4 8 Conflicting Peds, #Ihr 0 21 21 0 4 4 Sign Control Free Free Free Free Stop Stop IST Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 0 0 1 0 0 Mvmt Flow 399 7 4 330 4 9 Majoriminor Majorl Ma'or2 Minorl HCM Lane WC Ratio Conflicting Flow All 0 0 427 0 766 428 Stage 1 - - - - 424 - Stage 2 - - - - 342 - Critical Hdwy j - 4.1 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - 5.4 - Follow-up Hdwy - - 2.2 3.5 3.3 Pot Cap -1 Maneuver - - 1143 - 374 631 Stage 1 - - - - 664 - Stage 2 - - - - 724 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1120 - 364 616 Mov Cap -2 Maneuver - - - - 364 - Stage 1 - - - y 651 - Stage 2 - - - - 718 - Ap h EB VV6 NS HCM Control Delay, s 0 0.1 12.4 HCM LOS B Minor Lane/Maior M vent N B Ln 1 EBT EBR IBL WBT Capacity (veh/h) 501 - - 1120 - HCM Lane WC Ratio 0.026 - - 0.004 - HCM Control Delay (s) 12.4 - - 8.2 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Creighton Manning Engineering, LLP Synchro 10 Report NBpm-TRACK.syn Page 2 HCM 6th TWSC 2: Thirsty Owl Drwy & Lincoln Avenue 119-168, South Broadway Hotel Existing 2019 - Track Conditions—Saturday Peak n tees ection Int Delay, slveh 0.1 Movement EST EER VVBL WBT NBL NBR Lane Configurations 1� Minorl HCM Lane VIC Ratio 4 I 0 755 Traffic Vol, vehlh 446 5 1 257 4 2 Future Vol, vehlh 446 5 1 257 4 2 Conflicting Peds, #!hr 0 33 33 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 1 0 0 1 0 0 Mvmt Flow 455 5 1 262 4 2 Major/Minor Majorl Ma'or2 Minorl HCM Lane VIC Ratio Conflicting Flow All 0 0 493 0 755 491 Stage 1 - - - - 491 - Stage 2 - - - - 264 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 = - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy = 2.2 - 3.5 3.3 Pot Cap -1 Maneuver - - 1081 - 379 582 Stag e 1 - - - - 619 - Stage 2 - - - 785 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1047 y 367 564 Mov Cap -2 Maneuver - - - - 367 - Stage 1 - - - 4 600 - Stage 2 - - - 784 - Approach EB W6 NB HCM Control Delay, s 0 0 13.8 HCM LOS B Minor LanelMaior Mvmt N8Ln1 EBT ESR WBL WBT Capacity (veh/h) 415 - - 1047 - HCM Lane VIC Ratio 0.015 - - 0.001 - HCM. Control Delay (s) 13.8 - - 8.4 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0 - - 0 - Creighton Manning Engineering, LLP Synchro 10 Report EXsat-TRACK. syn Page 2 HCM 6th TWSC 2: Thirsty Owl Drwy &Lincoln Avenue 119-168, South Broadway Hotel No -Build 2021- Track Conditions—Saturday Peak Intersection Int Delay, slveh 0.1 - 1042 - HCM Lane V/C Ratio 0.015 - - 0.001 - HCM Control Delay (s) Movement E BT EBR WBL WBT NBL NBR Lane Configurations 1� Traffic Vol, vehlh 451 5 1 261 4 2 Future Vol, vehlh 451 5 1 261 4 2 Conflicting Peds, #!hr 0 33 33 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 1 0 0 1 0 0 Mvmt Flow 464 5 1 266 4 2 Ma'oriMinor Ma'or1 Maor2 Minor1 Conflicting Flow All 0 0 498 0 764 496 Stage 1 - - - - 496 - Stage 2 - - - - 268 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap -1 Maneuver - - 1076 - 375 578 Stage 1 - - - - 616 - Stage 2 - - - 782 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1042 - 363 560 Mov Cap -2 Maneuver - - - - 363 - Stage 1 - - - 597 - Stage 2 R - - - 781 - Approach EB WB IAB HCM Control Delay, s 0 0 13.9 HCM LOS B Minor Large/Maior Mvmt NBW EBT EBR Wl3L 'ABT Capacity (veh/h) 411 - - 1042 - HCM Lane V/C Ratio 0.015 - - 0.001 - HCM Control Delay (s) 13.9 - - 8.5 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0 - - 0 - Creighton Manning Engineering, LLP Synchro 10 Report N Bsat-TRACK. syn Page 2 HCM 8th TWSC 1: Gurtler LaneNVhitney Place & Lincoln Avenue 119-188, South Broadway Hotel Existing 2019 - Non -Track Conditions -PM Peak Interse#on Int Delay, slveh 4.2 1427 - - 1124 - - 681 HCM Lane V1C Ratio 0.011 0.125 - - 0.002 - - 0.161 HCM Control Delay (s) 17.7 7.9 4 Movementomm& EBL EBT BR _ BL VVBT WBR NBL NBT N_BR_ SBL SBT SBR Lane Configurations 4� 4� 4 Traffic Vol, vehlh 164 181 0 2 129 12 1 2 0 15 1 85 Future Vol, vehlh 164 181 0 2 129 12 1 2 0 15 1 85 Conflicting Peds, #!hr 5 0 5 5 0 5 6 0 3 3 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - None Storage Length - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 2 0 50 3 8 0 0 0 0 0 0 Mvmt Flow 178 197 0 2 140 13 1 2 0 16 1 92 Major/Minor Major1 Ma"or2 M(nor1 Minor2 Conflicting Flow All 158 0 0 202 0 0 761 720 205 713 714 158 Stage 1 - - - - - - 558 558 - 156 156 - Stage 2 - - - - - - 203 162 - 557 558 - Critical Hdwy 4.1 - - 4.6 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - 6.1 5.5 - 6.1 55 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - 2.65 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap -1 Maneuver 1434 - - 1129 - - 325 356 841 349 359 893 Stage 1 - - - - - - 518 515 - 851 772 - Stage 2 - - - - - 804 768 518 515 - Platoon blocked, % Mov Cap -1 Maneuver 1427 - - 1124 - - 256 303 835 307 305 884 Mov Cap -2 Maneuver - _ - - - 256 303 - 307 345 - Stage 1 - - - - 443 441 - 728 767 - Stage 2 - - - - - 713 763 - 442 441 - roach EB WB NB SB HCM Control Delay, s 3.7 0.1 17.7 11.3 HCM LOS C B Iinorlane/Maior Mvmt NBLn 1 EBL EBT EBR WBL WST WBR SBLn 1 Capacity (veh/h) 286 1427 - - 1124 - - 681 HCM Lane V1C Ratio 0.011 0.125 - - 0.002 - - 0.161 HCM Control Delay (s) 17.7 7.9 4 - 8.2 0 - 11.3 HCM Lane LOS C A A - A A - B HCM 95th %tile Q(veh) 0 0.4 - - 0 - - 0.6 Creighton Manning Engineering, LLP Synchro 10 Report EXpm-NON-TRACK.syn Page 1 HCM 6th TWSC 1: Gurtler Lane/Whitney Place & Lincoln Avenue 119-168, South Broadway Hotel No -Build 2021 - Non -Track Conditions -PM Peak Intersection Int Delay, slveh 4.2 Movement EBL EBT ESR WBL W6T W8R NBL NBT NBA S8L SBT SBR Lane Configurations Major1 411� Minor1 - 678 ® 41� Minor2 0.127 - 4� Conflicting Flow All 160 0 41� 0 0 771 Traffic Vol, veh/h 166 184 0 2 131 12 1 2 0 15 1 86 Future Vol, v ehIh 166 184 0 2 131 12 1 2 0 15 1 86 Conflicting Peds, t/h r 5 0 5 5 0 5 6 0 3 3 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chan neiized - - None - - None - - None - - 320 - None Storage Length 355 890 Stage 1 - - - - - - 513 511 - 849 771 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 2 0 50 3 8 0 0 0 0 0 0 Mvmt Flow 180 200 0 2 142 13 1 2 0 16 1 93 MaorlMinor Major1 Major2 Minor1 - 678 HCM Lane VIC Ratio Minor2 0.127 - - 0.002 - Conflicting Flow All 160 0 0 205 0 0 771 729 208 722 723 160 Stage 1 - - - - - - 565 565 - 158 158 - Stage 2 - - - - - - 206 164 - 564 565 - Critical Hdwy 4.1 - - 4.6 - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - T - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.65 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap -1 Maneuver 1432 - - 1126 - - 320 352 837 345 355 890 Stage 1 - - - - - - 513 511 - 849 771 - Stage 2 - - - - - - 841 766 - 514 511 - Platoon blocked, % - - - - Mov Cap -1 Maneuver 1425 - - 1121 - - 251 298 831 303 301 881 Mov Cap -2 Maneuver - - - - - - 251 298 - 303 301 - Stage 1 - - - - - - 438 436 - 725 766 - Stage 2 - - - - - 709 761 - 438 436 - Ap h EB VVB NB SB HCM Control Delay, s 3.7 0.1 18 11.3 HCM LOS C B Minor Lane/Maior Mvmt N8Ln1 EBL EBT EBR WBL WBT WBP SBLn1 Capacity (veh/h) 280 1425 - - 1121 - - 678 HCM Lane VIC Ratio 0.012 0.127 - - 0.002 - - 0.164 HCM Control Delay (s) 18 7.9 0 - 8.2 0 - 11.3 HCM Lane LOS C A A - A A - B HCM 95th %tile Q(veh) 0 0.4 - - 0 - - 0.6 Creighton Manning Engineering, LLP Synchro 10 Report NBpm-NON-TRACK.syn Page 1 HCM 6th TVVSC 1: Gurtler LaneNVhitney Place & Lincoln Avenue 119-168, South Broadway Hotel Build 2021 - Non -Track Conditions -PM Peak I ntersection Int Delay, slveh 4.8 1426 - - 1112 - - 644 HCM Lane V/C Ratio 0..080 0.126 - - 0.007 - - 0.177 HCM Control Delay {s} 17,5 7.9 0 Movement EBI Wt EBR VVBL ' 3T WBR NBL NST NBR SBL SBT SBI Lane Configurations 4� + + + Traffic Vol, veh/h 165 180 12 7 130 12 13 5 7 15 4 86 Future Vol, veh/h 165 180 12 7 130 12 13 5 7 15 4 86 Conflicting Peds, #!hr 5 0 5 5 0 5 6 0 3 3 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 2 0 50 3 8 0 0 0 0 0 0 Mvmt Flow 179 196 13 8 141 13 14 5 8 16 4 93 Major/Minor Major1 Ma`or2 Minorl Minor2 Conflicting Flow All 159 0 0 214 0 0 784 741 211 739 741 159 Stage 1 - - - - - - 566 566 - 169 169 - Stage 2 - - - - - 218 175 - 570 572 - Critical Hdwy 4.1 - L 4.6 - - 7.1 6.5 6.2 7.1 6.5 62 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.65 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap -1 Maneuver 1433 - - 1117 - - 313 347 834 336 347 892 Stage 1 - - - - - - 513 511 - 838 763 - Stage 2 - - - - - 789 758 - 510 548 - Platoon blocked, % - - - - Mov Capp -1 Maneuver 1426 - - 1112 - 243 293 828 289 293 883 Mov Cap -2 Maneuver - - - - - - 243 293 - 289 293 - Stage 1 - - a - - - 438 436 - 716 753 - Stage 2 - - - - - 692 748 - 427 434 - Broach EB VVB NB SB HCM Control Delay, s 3.6 0.4 17.5 11.8 HCM LOS C B Minor LaneWa� or Mvmt NBLn 1 EBL EBT EBR WBL WBT W6R SBLn l Capacity (veh/h) 316 1426 - - 1112 - - 644 HCM Lane V/C Ratio 0..080 0.126 - - 0.007 - - 0.177 HCM Control Delay {s} 17,5 7.9 0 - 8.3 0 - 11.8 HCM Lane LOS C A A - A A - B HCM 95th %tile Q(veh) 0.3 0.4 - - 0 - - 0.6 Creighton Manning Engineering, LLP Synchro 10 Report BUpm-NON-TRACK.syn Page 1 HCM 6th TWSC 1: Gurtler LaneANhitney Place & Lincoln Avenue 119-168, South Broadway Hotel Existing 2419 - Non -Track Conditions—Saturday Peak InterseclJon 19 Int Delay, slveh 3.3 Movement ESL EBT EBR W8L VVBT VVBR NBL. NBT NBB SBL SBT SBP Lane Configurations Majorl 4� Minor 1 HCM Lane V/C Ratio 4� Mincr2 - 0.151 4� Conflicting Flow All 193 0 4 0 0 713 Traffic Vol, vehlh 101 245 1 3 152 11 0 1 4 13 1 80 Future Vol, vehlh 101 205 1 3 152 11 0 1 4 13 1 80 Conflicting Peds, #!hr 12 0 26 26 0 12 8 0 0 0 0 8 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 1 3 0 0 2 0 0 0 0 0 0 0 Mvmt Flow 112 228 1 3 169 12 0 1 4 14 1 89 Majorf f inor Majorl major2 Minor 1 HCM Lane V/C Ratio 0.009 0.082 - Mincr2 - 0.151 HCM Control Delay (s) Conflicting Flow All 193 0 0 255 0 0 713 678 255 648 672 195 Stage 1 - - - - - - 479 479 - 193 193 - Stage 2 - - - - - - 234 199 - 455 479 - Critical Hdwy 4.11 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.209 - - 2.2 _ - 3.5 4 3.3 3.5 4 3.3 Pot Cap -1 Maneuver 1386 - 1322 - - 349 377 789 386 380 851 Stage 1 - - - - - 571 558 - 813 745 - Stage 2 - - - - - - 774 740 - 589 558 - Platoon blocked, % - - Mov Cap -1 Maneuver 1370 - - 1289 - - 279 328 769 350 331 835 Mov Cap -2 Maneuver - - - - - - 279 328 - 354 331 - Stage 1 - - - - - 505 493 - 728 735 - Stage 2 - - - - - - 683 730 - 529 493 - Approach ES WB IAB S� HCM Control Delay, s 2.6 0.1 11 HCM LOS B B Minor LanelMaior Mvrnt NBLn 1 EBL EBT EBR 'SBL Wf3T VVBR SBLn 1 Capacity (veh/h) 606 ' 1370 - - 1289 - - 691 HCM Lane V/C Ratio 0.009 0.082 - - 0.003 - - 0.151 HCM Control Delay (s) 11 7.9 0 - 7.8 0 - 11.1 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0 0.3 - - 0 - - 0.5 Creighton Manning Engineering, LLP Synchro 10 Report EXsat-NON-TRACK.syn Page 1 HCM 8th TWSC 1: Gurtler Lane/Whitney Place & Lincoln Avenue 119-188, South Broadwav Hotel No -Build 2021 - Non -Track Conditions—Saturday Peak Intem r5�" t1 Int Delay, slveh 3.4 Movement EBL EBT EBR WBL W'BT WBR N BL NBT NBP SBL SBT SBR Lane Configurations Maor1 *4 Minorl - 688 *4 M`nor2 0.083 - 41, Conflicting Flow All 196 4 0 0 722 Traffic Vol, veh/h 102 208 1 3 155 11 0 1 4 13 1 81 Future Vol, vehlh 102 208 1 3 155 11 0 1 4 13 1 81 Conflicting Peds, #!hr 12 0 26 26 0 12 8 0 0 0 0 8 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - T 0 - - 0 - Grade, % - 0 - - 0 - - - 1285 0 - _ 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 1 3 0 0 2 0 0 0 0 0 0 0 Mvmt Flow 113 231 1 3 172 12 0 1 4 14 1 90 Major/Minor Maor1 M�cr2 Minorl - 688 HCM Lane V1C Ratio M`nor2 0.083 - - 0.003 - Conflicting Flow All 196 0 0 258 0 0 722 686 258 656 680 198 Stage 1 - - - - - - 484 484 - 196 196 - Stage 2 - - - - - - 238 202 - 460 484 - dd ical Hdwy 4.11 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - fi.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.209 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap -1 Maneuver 1383 - - 1318 - - 345 373 786 382 376 848 Stage 1 - - - - - - 568 555 - 810 742 Stage 2 - - - - - 770 738 - 585 555 - Platoon blocked, % - - - Mov Cap -1 Maneuver 1367 - - 1285 - - 275 325 767 346 327 832 Mov Cap -2 Maneuver - - - - - - 275 325 - 346 327 - Stage 1 - - - - - - 502 490 - 725 732 - Stage 2 - - - - - 678 728 - 525 490 - joah App EB W6 N6 SB HCM Control Delay, s 2.6 0.1 11 11.2 HCM LOS B B Minor Laren aior Mvmt NBLn 1 EBL EBT EBR %t�k L W.BT VVBR SBLn 1 Capacity (veh/h) 643 1367 - - 1285 - - 688 HCM Lane V1C Ratio 0.009 0.083 - - 0.003 - - 0.153 HCM Control Delay (s) 11 7.9 0 - 7.8 0 - 11.2 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0 0.3 - - 0 - - 0.5 Creighton Manning Engineering, LLP Synchro 10 Report NBsat-NON-TRACK.syn Page 1 HCM 6th TWSC 1: Gurtler Lane/Whitney Place &Lincoln Avenue 119-168, South Broadway Hotel Existing 2019 -Track Conditions -PM Peak Intersection � Int Delay, slveh 4.1 Movement EBL EBT EBR WBL. WBT WBR NBL NBT NBR SBL SBT SER Lane Configurations Maor1 4 ", 1 - 620 41� 0.017 0.122 - + 231 0 0 232 0 + 793 Traffic Vol, veh/h 161 203 0 1 206 21 2 2 0 21 1 104 Future Vol, vehlh 161 203 0 1 206 21 2 2 0 21 1 104 Conflicting Peds, #1hr 0 0 25 25 0 0 2 0 4 4 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length- - Stage 2 - - - - - - 733 716 - 530 514 - Platoon blocked, % - - - Veh in Median Storage, # - 0 - - 0 y - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 99 98 98 Heavy Vehicles, % 0 3 0 0 2 5 0 0 0 0 0 0 Mvmt Flow 164 207 0 1 210 21 2 2 0 21 1 106 Major/Minor Maor1 Ma'or2 ", 1 - 620 Mincr2 0.017 0.122 - Conflicting Flow All 231 0 0 232 0 0 838 793 236 763 783 223 Stage 1 - - - - - - 560 560 - 223 223 - Stage 2 - - - - - 278 233 - 540 560 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap -1 Maneuver 1349 - - 1348 - - 288 323 808 324 328 822 Stage 1 - - - _ - - 516 514 - 784 723 - Stage 2 - - - - - - 733 716 - 530 514 - Platoon blocked, % - - - - Mov Cap -1 Maneuver 1349 - - 1316 - 218 272 786 287 276 820 Mov Cap -2 Maneuver - - - - - - 218 272 - 287 276 - Stage 1 - - - - 4 - 434 433 - 677 722 - Stage 2 - - - - - - 635 715 - 454 433 - Approach EB WB NB SB HCM Control Delay, s 3.6 0 20.1 12.3 HCM LOS C B Minor LanelMaior Mvmt NBLn I EBL. EBT EBR VVBL VVBT VVBR SBLnl Capacity (v eh /h ) 242 1349 - a 1316 - - 620 HCM Lane VIC Ratio 0.017 0.122 - - 0.001 - - 0.207 HCM Control Delay (s) 20.1 8 0 7.7 0 - 12.3 HCM Lane LOS C A A - A A - B HCM 95th %tile Q(veh) 0.1 0.4 - - 0 - - 0.8 Creighton Manning Engineering, LLP Synchro 10 Report EXpm-TRACK.syn Page 1 HCM 6th TWSC 1: Gurtler Lane/Whitney Place & Lincoln Avenue 119-168, South Broadway Hotel No -Build 2021 - Track Conditions -PM Peak Intersection Int Delay, slveh 4.1 Movement EBL EBT EBR WBL W BT WBR N BL NBT N BR SBL SST SBR Lane Configurations Major1 4� Minorl + HCM Lane V/C Ratio Mincr2 + - 0.001 - Conflicting Flow All 234 0 0 235 0 Traffic Vol, vehlh 163 206 0 1 209 21 2 2 0 21 1 105 Future Vol, vehlh 163 206 0 1 209 21 2 2 0 21 1 105 Conflicting Peds, #Ihr 0 0 25 25 0 0 2 0 4 4 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - 1344 - - - - 805 319 323 818 Stage 1 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - _ 0 _ _ 0 _ Peak Hour Factor 98 98 98 98 98 98 98 98 98 99 98 98 Heavy Vehicles, % 0 3 0 0 2 5 0 0 0 0 0 0 Mvmt Flow 166 210 0 1 213 21 2 2 0 21 1 107 Majbr.Uncr Major1 Major2 Minorl - 615 HCM Lane V/C Ratio Mincr2 0.124 - - 0.001 - Conflicting Flow All 234 0 0 235 0 0 849 803 239 773 793 226 Stage 1 - - - - 567 567 - 226 226 - Stage 2 - - - - - - 282 236 - 547 567 - Critical Hdwy 4.1 - 4.1 - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - y 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - 2.2 - 3.5 4 3.3 3.5 4 3.3 Pot Cap -1 Maneuver 1345 - - 1344 - - 283 319 805 319 323 818 Stage 1 - - - - - - 512 510 - 781 721 - Stage 2 - - - - - - 729 713 - 525 510 - Platoon blocked, % - - - - Mov Cap -1 Maneuver 1345 - - 1312 - - 213 268 783 282 271 816 Mov Cap -2 Maneuver - - - - - - 213 268 - 282 271 - Stage 1 - _ - - - 430 428 - 672 720 - Stage 2 - - - - 631 712 - 448 428 - Approach EB WB NB SB HCM Control Delay, s 3.6 0 20.5 12.4 HCM LOS C B Minor Large/Major I vmit NBLn 1 E BL EBT EBR WSL WBT WBR SBLn 1 Capacity (vehlh) 237 1345 - - 1312 - - 615 HCM Lane V/C Ratio 0.017 0.124 - - 0.001 - - 0.21 HCM Control Delay (s) 20.5 8.1 0 - 7.7 0 - 12.4 HCM Lane LOS C A A - A A - B HCM 95th %tile Q(veh) 0.1 0.4 - - 0 - - 0.8 Creighton Manning Engineering, LLP Synchro 10 Report NBpm-TRACK.syn Page 1 HCM 6th TWSC 1: Gurtler Lane/Whitney Place &Lincoln Avenue 119-168, South Broadway Hotel Build 2021 -Track Conditions-PM Peak Intef ect on Int Delay, s/veh 4.8 movement -E L EBT EBR 'SBL WBT WBR NSL NBT NBR SSL SBT SBR Lane Configurations Major1 ._,,W 41� Minorl - 585 4 Mincr2 0.123 - 41� Conflicting Flow All 229 0 4� 0 863 Traffic Vol, vehlh 163 197 18 10 204 21 17 5 13 21 4 105 Future Vol, vehlh 163 197 18 10 204 21 17 5 13 21 4 145 Conflicting Peds, #Ihr 0 0 25 25 0 0 2 0 4 4 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 783 _ 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 99 98 98 Heavy Vehicles, % 0 3 0 0 2 5 0 0 0 0 0 0 Mvmt Flow 166 201 18 10 208 21 17 5 13 21 4 107 Worimmor Major1 ._,,W Major2 Minorl - 585 HCM Lane V/C Ratio Mincr2 0.123 - - 0.008 - Conflicting Flow All 229 0 _ 0 244 0 0 863 816 239 794 815 221 Stage 1 - - - - - 567 567 - 239 239 - Stage 2 - - - - - - 296 249 - 555 576 - Critical Hdwy 4.1 - - 4.1 - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap -1 Maneuver 1351 - - 1334 - - 277 314 805 308 314 824 Stage 1 - - - - - - 512 510 - 769 711 - Stage 2 - - - - - - 717 704 - 520 505 - Platoon blocked, %- Mov Cap -1 Maneuver 1351 - - 1302 - - 206 261 783 264 261 822 Mov Cap -2 Maneuver - - - - - - 206 261 - 264 261 - Stage 1 - - - - - 430 428 - 661 705 - Stage 2 z - - - 3 - 613 698 - 433 424 - Approach EB IAB NB SB HCM Control Delay, s 3.5 0.3 18.8 92.9 HCM LOS C B Minor Lane/Maior Mvmt NBLn l EBL EBT EBR WBL WBT WBR SBLn 1 Capacity (veh/h) 296 1351 - 1302 - - 585 HCM Lane V/C Ratio 0.121 0.123 - - 0.008 - - 0.226 HCM Control Delay (s) 18.8 8 0 - 7,8 0 - 12.9 HCM Lane LOS C .A A - A A - B HCM 95th %tile Q(veh) 0.4 0.4 - - 0 - - 0.9 Creighton Manning Engineering, LLP Synchro 10 Report BUpm-TRACK.syn Page 1 HCM 6th TWSC 1: Gurtler Lane/Whitney Place & Lincoln Avenue 119-168, South Broadway Hotel Existing 2019 - Track Conditions -Saturday Peak Intersection Int Delay, s/veh Movement MM6 4.2 ESL EBT ESR WBL WBT WSR IASL NBT k BR SBL SST SBR Lane Configurations 322 41� 882 245 40 - - - - - *4 636 - + 245 Traffic Vol, vehlh 151 293 2 4 182 26 3 4 3 33 3 78 Future Vol, vehlh 151 293 2 4 182 26 3 4 3 33 3 78 Conflicting Peds, #!hr 33 0 16 16 0 33 8 0 0 0 0 8 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - - - Veh in Median Storage, # - 0 - 0 - - 0 t 713 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 157 305 2 4 190 27 3 4 3 34 3 81 Mayor/Mlnor Major1 Major2 Minor 1 - 443 HCM Lane V1C Ratio Minor2 0.122 - - 0.003 - Conflicting Flow All 250 0 0 323 0 0 898 894 322 869 882 245 Stage 1 - - - - - - 636 636 - 245 245 - Stage 2 - - - - - - 262 258 - 624 637 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap -1 Maneuver 1327 - - 1248 - - 262 283 724 274 287 799 Stage 1 - - - - - 469 475 - 763 707 - Stage 2 - - - - - - 747 698 - 477 475 - Platoon blocked, % - - - Mov Cap -1 Maneuver 1285 - 1229 - - 200 230 713 231 233 768 Mov Cap -2 Maneuver - - - _ - 200 230 - 231 233 - Stage 1 - - - - - 394 399 - 630 682 - Stage 2 - - R - 657 674 - 401 399 - Approach E WB NS SP HCM Control Delay, s 2.8 0.1 18.7 16-1 HCM LOS C C Minor LanelMaior Mvmt NBLni EBL EST ESR WBL WST WSR S'BLn 1 Capacity (veh/h) 273 1285 - - 1229 - - 443 HCM Lane V1C Ratio 0.038 0.122 - - 0.003 - - 0.268 HCM Control Delay (s) 18.7 8.2 0 7.9 0 - 16.1 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 0.1 0.4 - - 0 - - 1.1 Creighton Manning Engineering, LLP Synchro 10 Report EXsat-TRACK.syn Page 1 HCM 6th TWSC 1: Gurtler Lane/Whitney Place &Lincoln Avenue 119-168, South Broadway Hotel No -Build 2021- Track Conditions -Saturday Peak Intersection Int Delay, slveh 4.2 Movement EEL EST ESR IBL ''ET WBR NBL NBT NBR SBL SBT SER Lane Configurations Ma'or1 Maor2 Minor1 - 439 4� Mlnor2 0.124 - 41� Conflicting Flow All 253 0 4� 0 0 909 Traffic Vol, veh/h 153 297 2 4 185 26 3 4 3 33 3 79 Future Vol, veh/h 153 297 2 4 185 26 3 4 3 33 3 79 Conflicting Peds, #Ihr 33 0 16 16 0 33 8 0 0 0 0 8 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length- 283 796 Stage 1 - - - - - 465 471 - 760 705 - Stage 2 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 159 309 2 4 193 27 3 4 3 34 3 82 ajo lMinor Ma'or1 Maor2 Minor1 - 439 HCM Lane V/C Ratio Mlnor2 0.124 - w 0.003 - Conflicting Flow All 253 0 0 327 0 0 909 905 326 880 893 248 Stage 1 - - - - - - 644 644 - 248 248 - Stage 2 - - - - 265 261 - 632 645 - Critical Hdwy 4.1 T - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 , - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap -1 Maneuver 1324 - 1244 - - 258 278 720 270 283 796 Stage 1 - - - - - 465 471 - 760 705 - Stage 2 - - - - - 745 696 - 472 471 - Platoon blocked, % - _ - Mov Cap -1 Maneuver 1282 Y - 1225 - - 197 225 709 227 229 765 Mov Cap -2 Maneuver - - - - - - 197 225 - 227 229 - Stage 1 - - - - - 389 394 - 625 680 - Stage 2 - - y - - 654 672 - 395 394 - Approach EB WB N6 813 HCM Control Delay, s 2.8 0.1 18.9 16.2 HCM LOS C C Minor Lane/Maior Mvmt NELn 1 ESL EBT EBR WBL WBT VVBR SBLn 1 Capacity (vehlh) 269 1282 - - 1225 - - 439 HCM Lane V/C Ratio 0.039 0.124 - w 0.003 - - 0.273 HCM Control Delay (s) 18.9 8.2 0 - 7.9 0 - 16.2 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 0.1 0.4 - y 0 - - 1.1 Creighton Manning Engineering, LLP Synchro 10 Report NBsat-TRACK.syn Page 1 HCM 6th TWVSC 1: Gurtler Lane/Whitney Place & Lincoln Avenue 119-168, South Broadway Hotel Build 2021- Track Conditions -Saturday Peak Interseekan mJW Int Delay, slveh 5.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NSR SBL SBT SBR Lane Configurations a'of1 4� Minor1 - 403 HCM Lane V/C Ratio Minor2 0.123 - - 0.01 - Conflicting Flow All 251 0 0 347 0 0 935 Traffic Vol, vehlh 152 294 24 12 183 26 20 8 11 33 8 79 Future Vol, vehlh 152 294 24 12 183 25 20 8 11 33 8 79 Conflicting Peds, #Ihr 33 0 16 16 0 33 8 0 0 0 0 8 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Strip RT Channelized - - None 3.5 - None - - None - - None Storage Length - - - - - - - - 746 - - - Veh in Median Storage, # - o - - 0 - - 0 - - - - Grade, % - 0 - - 0 _ _ 0 _ 701 0 _ Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 VQ6 96 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 6 0 0 Mvmt Flow 158 306 25 13 191 27 21 8 11 34 8 8 Major/Minor a'of1 Major2 Minor1 - 403 HCM Lane V/C Ratio Minor2 0.123 - - 0.01 - Conflicting Flow All 251 0 0 347 0 0 935 928 335 908 927 246 Stage 1 - - - - - - 651 651 - 264 264 - Stage 2 - - - - - - 284 277 - 644 663 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 V Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap -1 Maneuver 1326 - - 1223 - - 248 270 712 258 270 798 Stage 1 - - - - - 461 468 - 746 694 - Stage 2 - - - - - - 727 685 - 465 462 - Platoon blocked, % - - - - Mov Cap -1 Maneuver 1284 - - 1204 - - 184 216 701 209 216 767 Mov Cap -2 Maneuver - - - - - - 184 216 - 209 216 - Stage 1 - - - - - - 385 391 - 613 664 - Stage 2 - - - - - 628 656 - 880 386 - proach EB _ '+S NB SB HCM Control delay, s 2.7 o.4 22.9 17.9 HCM LOS C C Minor Lane/Major Mvmt NBLn 1 EBL EBT EBR WBL WBT WBRSBLnl Capacity (veh/h) '242 1284 - - 1204 - - 403 HCM Lane V/C Ratio 0.163 0.123 - - 0.01 - - 0.31 HCM Control Delay (s) 22.9 8.2 0 - 8 0 R 17.9 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 0.6 0.4 - 0 - - 1.3 Creighton Manning Engineering, LLP Synchro 10 Report BUsat-TRACK.syn Page 1