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Traffic report update ENGINEERS Creighton PLANNERS Manning SURVEYORS April 20, 2017 Updated July 6, 2017 Aviation Hospitality, LLC c/o Mr. Bhavik Jariwala 906 State Route 9 Queensbury, New York 12804 RE: Traffic Assessment,Hotel,Aviation Road,Town of Queensbury,Warren County, New York;CM Project No. 117-046 Dear Mr.Jariwala: This letter summarizes the traffic assessment for the proposed construction of a hotel located south of Aviation Road (NY Route 254) between the Ambrosia Diner and the Sunoco service station in the Town of Queensbury, Warren County. This evaluation is based on information provided in the "Site Plan," prepared by Bohler Engineering(See Attachment A).This letter is an update to the original letter dated April 20, 2017 and includes revisions as a response to comments received from the Town of Queensbury Planning Board. This update includes the addition of the Aviation Road/Aviation Mall Road/Green Way North intersection into the analysis in order to determine if off-site improvements are necessary due to impacts associated with the proposed project site. 1.0 Project Description The proposed project includes the construction of a 92 room hotel on the site of a former Howard Johnson Motor Lodge.Shared access is currently provided to the existi ng vaca nt parcel via two curb cuts on Aviation Road (NY Route 254) that serve the Ambrosia Diner and the Sunoco service station. It is proposed that the existing access associated with the Ambrosia Diner and former Howard Johnson Motor Lodge be shifted slightly to the east and that the cross access connection to the Sunoco service station be eliminated. Similar to existing conditions, it is proposed that the new shared driveway on Aviation Road W provide right-in/right-out access and also . allow vehicles to turn left into the 254 driveway. In addition, a Connector Road I [r irik will be constructed that connects the � 0 proposed hotel and Ambrosia Diner CONNECTOR ROAD parcels to the Aviation Mall Ring Road as shown on Aerial Photo #1. ThisSITE ACCESS connection will provide patrons of the R°A° Site and diner access to the signalized Aviation Road/Aviation Mall Road/Green Way North intersection. The project is expected to be completed andROJ , operational in 2018. The study area is LOCAArOT 2 Winners Circle shown on Figure 1. Aerial Photo#1—Connector Road Albany,NY 12205 518.446.0396 ip) 518.446.0397 (f) www.cmellp.com Mr.BhavikJariwala Updated July 6,2017 Page 2 of 10 2.0 Existing Conditions The traffic assessment focuses on the following intersections on Aviation Road located near the site access driveway. Roadways Serving the Site Aviation Road is primarily an east-west roadway from West Mountain Road to the intersection of US Route 9.Aviation Road turns into Quaker Road east of US Route 9 and continues through the Town of Queensbury to Lower Warren Street. Aviation Road is classified as an urban principal arterial and is NY Route 254 east of the 1-87 Exit 19 interchange to US Route 4. In the project vicinity, Aviation Road provides two travel lanes in each direction (11 to 12 foot wide lanes) and a center two-way left-turn lane (TWLTL). Data published by the New York State Department of Transportation (NYSDDT) in the latest version of the Pavement Data Report (2015) indicate that the pavement on Aviation Road is in good condition. Sidewalks are provided on both sides of the road and the posted speed limit is 30-mph. The latest traffic volume data provided by NYSDDT shows that Aviation Road currently serves approximately 26,200 vehicles per day (vpd) in the project vicinity. Land uses along Aviation Road are primarily commercial and residential with some vacant land. It is noted that the Queensbury Eligh School and Middle School are both located west of the 1-87 Exit 19 interchange. The Aviation Mall Ring Road is a private road that provides access to Aviation Mall from Aviation Road.The Aviation Mall Ring Road provides a single 14 to 16 foot wide travel lane in each direction and has a posted speed limit of 15 mph. Field observations indicate that the pavement on the Aviation Mall Ring Road is in good condition.A sidewalk on the western side of the road provides access from Aviation Road to the mall.Traffic volume data collected for this project shows that the Aviation Mall Ring Road serves approximately 2,500 vpd in the vicinity of the proposed Connector Road. Study Area Intersections Aviation Road/Ambrosia Diner Driveway--This is an unsignalized three way intersection that provides two southbound entering lanes on the Ambrosia Diner Driveway and a single northbound lane for right turns only exiting the driveway. The eastbound and westbound Aviation Road approaches provide two lanes in each direction and a center TWLTL for vehicles to use when turning left into the driveway. A sidewalk is provided on both sides of Aviation Road. Aviation Road/Speedway Driveway/Sunoco West Driveway—This is an unsignalized four way intersection providing a single lane on the southbound Speedway Driveway and northbound Sunoco West Driveway approaches.The eastbound and westbound Aviation Road approaches provide two lanes in each direction and a center TWLTL for vehicles to use when turning left in and out of the driveways.A sidewalk is provided on both sides of Aviation Road. Aviation Road/Carlton Drive/Sunoco East Driveway — This is an unsignalized four way intersection providing a single lane on the southbound Carlton Drive and northbound Sunoco East Driveway approaches.The eastbound and westbound Aviation Road approaches provide two lanes in each direction and a centerTWLTL west of the intersection.A sidewalk is provided on both sides of Aviation Road and a marked crosswalk is provided on Carlton Drive. Mr.BharvikJariwala Updated luiy b,2017 Page 3 of 10 Aviation Road/Aviation Mall Road/Green Way North—This is a four way intersection controlled by an actuated traffic signal.The eastbound Aviation Road approach provides an exclusive left- turn lane,two through lanes,and a separate right-turn slip lane.The westbound Aviation Road approach provides an exclusive left-turn lane,a through lane,and a shared through/right-turn lane.The northbound Aviation Mall Road approach provides an exclusive left-turn lane and a shared through/right-turn lane while the southbound Green Way North approach provides a single lane for shared travel movements. Sidewalks are provided on both sides of Aviation Road as well as on the west side of Aviation Mall Road, south of the intersection. Marked crosswalks, pedestrian push buttons, and countdown timers are not provided at this intersection. Transit Accommodations and Pedestrians/Bicyclists Transit service in the study area is operated by Greater Glens Falls Transit (GGF Transit)which has two bus routes along Aviation Road (Routes 11 and 12). Both routes start and finish at Grant Avenue in the City of Glens Falls and have stops at the US Route 9/Aviation Road intersection and at Aviation Mall. Route 11 turns around at Robert Garden Apartments/Walmart while Route 12 turns around at Burke Drive to serve Montcalm Apartments. Two pedestrians were observed using the existing sidewalks on Aviation Road immediately adjacent to the unsignalized driveways and one pedestrian was observed crossing the east leg of Aviation Road at the signalized study area intersection during the midday Saturday peak hour; however, no bicyclists were observed during this time period. It is noted that a sidewalk will be constructed on the west side of the site access road from the proposed hotel to Aviation Road. Data Collection Hourly traffic count information collected by NYSDOT on Aviation Road (east of 1-87 Exit 19) indicates that the midday Saturday peak hour is higher than the weekday AM and PM peak hours (approximately 51 percent and 21 percent higher, respectively). A review of trip generating characteristics of the development (Table 1) indicates that worst case operating conditions will also occur during the midday weekend time periods; therefore, the Saturday peak hour is the focus of the traffic assessment. Turning movement traffic counts were conducted at the unsignalized study area intersections on Saturday, March 25, 2017 during the peak period from 12:00 to 1:30 p.m. and at the signalized Aviation Road/Aviation Mall Road/Green Way North intersection on Saturday,June 24, 2017 during the peak hour from 12:00 to 1:00 p.m.The raw traffic volumes are included under Attachment B. The 2017 Existing traffic volumes form the basis for all traffic forecasts and are shown on Figure 2-1. An automatic traffic recorder (ATR) was installed on the Aviation Mall Ring Road near the project site to record hourly traffic volumes and travel speeds from Saturday, March 25, 2017 to Thursday, March 30,2017.The raw ATR data is included under Attachment C. Mr.Bhovik Jariwala Updated July 6,2017 Page 4 of 14 3.0 Traffic Assessment Trip Generation Trip generation determines the quantity of traffic expected to travel to/from a given site.The Institute of Transportation Engineers{ITE}Trip Generation,9t"edition,is the industry standard used for estimating trip generation for proposed land uses based on data collected at similar uses. The trip generation for the proposed project was estimated using land use code (LUC) 310 for a Hotel.Table 1 summarizes the trip generation estimate far the AM, PM,and Saturday peak hours. Table 1—Trip Generation Summary Land use AM Peak Hour PM Peak Hour Saturday Peak hour Enter Exit Total Enter Exit Tatal Enter Exit Total Hotel—92 Units 29 1 20 49 28 27 55 38 30 1 68 The development is expected to generate 49 vehicle trips during the AM peak hour,55 vehicle trips during the PM peak hour, and fib vehicle trips during the Saturday peak hour.This is less than the NYSDOT and ITE threshold of 100 site generated vehicles on any one approach for 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; therefore, the analysis of the site focused on the unsignalized intersections located immediately adjacent to the site driveway and on the signalized Aviation Mall Road/Green Way North intersection since they will provide direct access to Aviation Road from the site.The trip generation assessment confirms that the Saturday peak hour represents worst case conditions at the proposed site which coincides with the highest traffic volumes experienced on Aviation Road. Future Traffic Volumes To evaluate the impact of the proposed development, traffic projections were prepared for the expected year of completion. Full build out of the project is expected in the year 2018. Historical traffic volume data found in the latest version of the Traffic Data Report published by NYSDOT indicates that traffic volumes in the vicinity of the site has decreased over the last several years. In addition, information provided by the Ad iron d a ck/G le ns Falls Transportation Council (A/GFTC) indicates that applying a one percent per year growth rate would provide a conservative traffic growth projection estimate in the project area; therefore, the Existing 2017 traffic volumes were increased by a one percent per year growth rate for one year. In addition to general background traffic growth, vehicle trips associated with other development projects in the project area were considered when developing the No-Build traffic volumes. The Town of Queensbury indicated that the only other known development that would contribute to future background traffic volumes is a 2,500 Sl- Chipotle located in the Northway Plaza on US Route 9. The 2018 No-Build traffic volumes are shown on Figure 2-2 and represent the expected traffic volumes in 2018 without construction of the proposed hotel. It is noted that the general background growth and other development projects have conservatively taken into account all expected growth in the corridor that may occur overthe next year prior to the construction of the proposed project. Mr.Bhovik Joriwalo Updated July 6,2017 Poge 5 of l4 Traffic generated by the proposed project was distributed to the adjacent roadways based on existing observed travel patterns in the project area and probable travel routes for patrons and employees of the proposed development. It is expected that approximately 70 percent of the proposed development traffic will travel to and from the west on Aviation Road while 30 percent will travel to and'from the east on Aviation Road.The primary trip distribution pattern for the proposed development is shown on Figure 3-1 while the associated site generated traffic volumes are shown on Figure 3-2.The site generated trips were then added to the 2018 No-Build traffic volumes, resulting in the 2018 Build traffic volumes for the midday Saturday peak hour (shown on Figure 4). It is noted that reconstruction of the site driveway will close the existing cross connection between the Ambrosia Diner and the Sunoco service station. Traffic that was observed using this cross connection (12 eastbound trips and 3 westbound trips) were redistributed onto the roadway network and the proposed Connector Road. 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 8 software which automates the procedures contained in the Highway Capacity Manual(HCM), Table 2 summarizes the results of the level of service calculations for the proposed project. The detailed level of service analyses are included underAttachment D. Table 2-Level of Service Summary Saturday Peak Hour Intersection Control 2017 2018 2018 Existing No-Build Build Aviation Road/Ambrosia Diner Driveway U Aviation Road WB L B(11.8) B(11.9) B(12.3) Site Driveway NB R B(14.2) B(14.4) B(14.9) Aviation Road/Speedway Driveway/Sunoco West Driveway U Aviation Road EB L B(10.6) B(10.7) B(10.9) Aviation Road WB L B(11.7) B(11.8) A(0.0) Speedway Driveway NB LTR D(29.1) D(30.0) C(19.1) Sunoco West Driveway SB LTR B(14.6) B(14.7) B(15.3) Aviation Road/Carlton Dr/Sunoco East Driveway U Aviation Road EB L B(10.8) B(10.9) B(11.2) Aviation Road WB L B(11.6) B(11.8) B(11.8) Sunoco East Driveway N8 LTR C(23.3) C(23.9) C(22.3) Carlton Drive SB LTR F(124) F(140) F(168) Aviation Road/Aviation Mall Road/Green Way North S Aviation Road EB L C(28.0) C(28.5) C(29.9) T,T B(11.3) B(11.4) B(12.4) R Free Free Free Aviation Road WB L C(27.4) C(28.0) C(29.4) T,TR B(11.3) B(11.4) B(12.4) Aviation Mall Road NB L C(25.4) C(25.8) C(26.3) TR C(25.1) C(25.4) C(25.0) Green Way North S3 LTR C(22.7) C(23.0) C(22.8) Overall B(13.7) B(13.9) B(14.8) U,5=Unsignalixed and Signalized intersections 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),Free=Free turning movement Mr.Bhavik kriwala Updated July 6,20I7 Page 6 of TO The distribution of travel in and out of the site will result in a maximum increase of approximately 32 new trips on any one approach at the study area intersections which is less than the NYSDOT and ITE threshold of 100 site generated vehicles on any one approach for off-site intersection analysis and less than typical daily traffic fluctuations at intersections of ±10%.The following observations are evident from this analysis: Aviation Road/Ambrosia Diner Driveway -- The site driveway intersection will be reconstructed slightly east of the existing driveway associated with the Ambrosia Diner and former Howard Johnson Motor Lodge. It is proposed that the new shared driveway continue to provide right-in/right-out access and also allow vehicles to turn left into the driveway. It is recommended that only a single entering lane be constructed to minimize driver confusion when turning right or left into the driveway.A concept plan is shown on Figure 5. The level of service summary indicates that the westbound Aviation Road left turn movement and the northbound Site Driveway right turn movement currently operate at LOS B during the Saturday peak hour and will continue to operate at the same levels of service through Build conditions with an increase in average delay less and one second after the hotel is constructed. A field review of sight distance at the existing driveway indicates that adequate sight lines are provided along Aviation Road to enter and exit the site. It is recommended that site signing and the landscaping plan consider sight lines in order to maintain visibility at the driveway. • Aviation Road/Speedway Driveway/Sunoco West Driveway—The level of service summary indicates that the eastbound and westbound Aviation Road left turn movements currently operate at LOS B during the Saturday peak hour and will continue to operate at the same levels of service through No-Build conditions. In addition, the northbound Sunoco West Driveway approach operates at LDS B while the southbound Speedway Driveway approach operates at LOS D during the Saturday peak hour and will continue to operate at the same levels of service through No-Build conditions.Due to the redistribution of traffic associated with the Ambrosia Diner, this intersection will operate at the same or better levels of service after construction of the hotel. This intersection was included in the evaluation since it is located immediately adjacent to the site driveway and currently experiences cut through traffic associated with the Ambrosia Diner. No mitigation is recommended at this intersection after site development. • Aviation Road/Carlton Drive/Sunoco West Driveway — The level of service summary indicates that the eastbound and westbound Aviation Road left turn movements currently operate at LOS B during the Saturday peak hour. In addition,the northbound Sunoco East Driveway approach operates at LOS C while the southbound Carlton Drive approach operates at LOS F during the Saturday peak hour.This intersection will continue to operate at the same[eve Is of service through Build conditions and a review of the traffic simulation indicates that adequate operations and vehicle gaps will be provided at this intersection after the hotel is constructed. A review of the southbound Carlton Drive volume to capacity(v/c) ratio indicates that while this approach may experience highervehicle delays during the Saturday peak hour, adequate capacity will be provided. Field observations indicate that drivers exiting Carlton Drive often wait for gaps in traffic on Aviation Road created by the adjacent traffic signals located at the I-87 Exit 19 interchange and at the Aviation Mall Road/Green Way North intersection. It is noted that the residential homes located north of Aviation Road can access the existing traffic signal located at the Aviation Mr.BhovikJoriwola Updated July 6,7017 Page 7 of 10 Mall Road/Green Way North intersection in the event that delay continues to increase as a result of growth in the corridor. No mitigation is recommended at this intersection after site development. ■ Aviation Road/Aviation Mall Road/Green Way North — The level of service summary indicates that during the Saturday peak hour,the eastbound and westbound Aviation Road left turn movements currently operate at LOS C while the eastbound and westbound Aviation Road through and right turn movements currently operate at LOS B. In addition, all travel movements on the northbound Aviation Mall Road approach and southbound Green Way North approach currently operate at LOS C during the Saturday peak hour. Overall,the intersection operates at LOS B during the Saturday peak hour.This intersection will continue to operate at the same levels of service through Build conditions with an increase in average vehicle delay of two seconds or less. No mitigation is recommended at this intersection after site development. A review of the northbound left-turn lane on the Aviation Mall Road approach indicates that the existing average queue is approximately three vehicles (75 feet) while the gym percentile queue is approximately six vehicles (150 feet). After construction of the connector road to Aviation Mall Road, the proposed development will increase traffic on the northbound left turn lane.A review of the analysis indicates that the northbound left turn queue will increase by one vehicle with an average queue of approximately four vehicles(100 feet)and a 95m percentile queue of approximately seven vehicles(175 feet). This queue will not extend back and impact operations of the adjacent unsignalized internal intersection located approximately 300 feet south of the traffic signal. Connector Road As noted above,it is proposed that a Connector Road be constructed to connect the proposed hotel and Ambrosia Diner parcels to the Aviation Mall Ring Road. It appears that this connection was originally considered and planned for when the Aviation Mall Ring Road was constructed since an existing curb cut is provided 75 feet west of the unsignalized Aviation Mall Road intersection.This connection will provide patrons of the site and diner access to the signalized Aviation Road/Aviation Mall Road/Green Way North intersection.Field observations and a review of traffic volumes on the Aviation Mall Ring Road indicate that the proposed connection will operate adequately and will not impact operations of the adjacent unsignalized intersection. A field review of sight distance at the existing curb cut indicates that adequate sight lines are provided along the Aviation Mall Ring Road. It is recommended that any site signing be placed a minimum of 15 feet back from the travel way and that the landscaping plan consider sight lines in order to maximize the visibility at the driveway. Gap Analysis A gap study was conducted to determine if adequate gaps exist in traffic on Aviation Road to allow vehicles to enter and exit the proposed site driveway intersection.Data was collected on Saturday, March 25,2017 during the peak hour from 12:00 to 1:30 p.m.The gap count data is included under Attachment E. Gaps were measured in the flow of traffic traveling eastbound and westbound on Aviation Road. Based on the geometry of the proposed intersection, the HCM provides the duration of critical gaps at an unsignalized intersection.The gaps measured in the field were then compared to the critical gaps required for each intersection movement. The following conclusions are evident from the gap analysis collected on Aviation Road for Mr.Bhavlklariwola Updated July 6,2017 Page 8 of 10 right turn movements out of the site and for left turn movements from Aviation Road into the site. Below is a summary of the gap study as it relates to the flow of traffic at the site driveway intersection on Aviation Road. • Left Turn from Aviation Road onto Site Driveway — A minimum gap of 4.1 seconds is required in the flow of eastbound traffic for a westbound vehicle on Aviation Road to turn left onto the site driveway. A gap of 6.3 seconds will accommodate two left turning vehicles and a gap of 8.5 seconds will accommodate three left turn entering vehicles. Figure 4 indicates that 28 vehicles would turn left from Aviation Road onto the site driveway during the midday Saturday peak hour. During the midday Saturday peak hour, there were a total of 122 gaps of 4.1 seconds or more. Table 3 summarizes the gaps available for left turn traffic on Aviation Road. Table 3—Summary of Available Gaps for Left Turn Traffic on Aviation Road f Gaps Needed For Gaps Needed for Gaps Needed for Total Gap j 1 Left Turn In 2 Left Turns 1n 3 LeftTurns In Time 4.1 sec—6.2 see 6.3 sec--8.4 sec a 8.5 sec 12:00—1:00 PM 57 1 22 43 1 122 The gap study demonstrated that the available gaps can accommodate at least 230 left turning vehicles from Aviation Road onto the site driveway during the midday Saturday peak hour.This indicates that the available gaps could easily accommodate the number of vehicles turning left onto the site driveway during the peak hour. Based on the gap study and the Synchro analysis results, vehicles traveling westbound on Aviation Road will experience short wait times when turning left into the site. It is noted that eastbound vehicles on Aviation Road were observed queuing past the site driveway location during the red phase of the adjacent traffic signal; however, this queue will not impact vehicles making a left turn into the site due to the existing center TWLTL on Aviation Road. • Right Turns from Site Driveway onto Aviation Road — A minimum gap of 6.9 seconds is required in the flow of eastbound traffic for a vehicle exiting the site to turn right onto Aviation Road. A gap of 10.2 seconds will accommodate two right turning vehicles and a gap of 13.5 seconds will accommodate three right turn exiting vehicles. Figure 4 indicates that 40 vehicles would turn right out of the site driveway during the midday Saturday peak hour. During the midday Saturday peak hour, there were a total of 56 gaps of 6.9 seconds or more.Table 4 summarizes the gaps available for right turn exiting traffic. Table 4—Summary of Available Gaps for Right Turn Traffic from Site Driveway Gaps Needed For 1 Gaps Heeded for 2 Gaps Needed for 3 Right Turn Out Right Turns Out Right Turns Out Total Gaps Time 6.9 sec—10.1 sec 10.2 sec—13.4 sec a 13.5 sec 12:00—1:00 PM 20 16 1 11 56 The available gaps ca accommodate at least 85 right turning vehicles during the midday Saturday peak hour; therefore, the gap study demonstrated that there are over twice as many gaps than necessary to accommodate right turning traffic exiting the site during the peak hour of the development. Mr.AoAJoriwolo Updo ted July 6,2017 Poge 9 of I0 Based on the above analysis, there are an adequate number of available gaps to serve the limited access site driveway on Aviation Road during the Saturday peak hour. 4.0 Conclusions The proposed project includes the construction of a 92 room hotel.Shared access is currently provided to the existing vacant parcel via two curb cuts on Aviation Road that serve the Ambrosio Diner and the Sunoco service station. It is proposed that the existing access associated with the Ambrosio Diner be shifted slightly to the east and that the cross access connection to the Sunoco service station be eliminated. Similar to existing conditions, it is proposed that the new shared driveway on Aviation Road provide right-in/right-out access and also a Ilow vehicles to turn left into the driveway. It is recommended that only a single entering lane be constructed to minimize driver confusion when turning right or left into the driveway. In addition, a Connector Road will be constructed that connects the proposed hotel and Ambrosio Diner parcels to the Aviation Mall Ring Road.The project is expected to be completed and operational in 2018. The following conclusions are noted: ■ The development is expected to generate 49 vehicle trips during the AM peak hour, 55 vehicle trips during the PM peak hour,and 68 vehicle trips during the Saturday peak hour.The trip generation assessment confirms that the Saturday peak hour represents worst case conditions at the proposed site which coincides with the highest traffic volumes experienced on Aviation Road. • The level of service analysis indicates that the three unsignalized and one signalized study intersections will operate at the same levels of service or better after construction of the proposed hotel due to the construction of the proposed Connector Road to the Aviation Mall Ring Road. • A field review of sight distance at the existing driveway indicates that adequate sight lines are provided along Aviation Road to enter and exit the site. It is recommended that any site signing and the landscaping plan consider sight lines in order to maximize the visibility at the driveway. • The proposed Connector Road will connect the site to the Aviation Mall Ring Road approximately 75 feet west of the unsignalized Aviation Mall Road intersection via an existing curb cut that was originally included when the Aviation Mall Ring Road was constructed. The connection will provide patrons of the site and diner access to the signalized Aviation Road/Aviation Mall Road/Green Way North intersection. Field observations and a review of traffic volumes on the Aviation Mall Ring Road indicate that the proposed connection will operate adequately and will not impact operations of the adjacent unsignalized intersection.A field review of sight distance at the existing curb cut indicates that adequate sight lines are provided along the Aviation Mall Ring Road.It is recommended that site signing and that the landscaping plan consider sight lines in order to maintain the visibility at the driveway. • It is recommended that a sidewalk be constructed on the west side of the site access road from the proposed hotel to Aviation Road. • The gap analysis indicates that there are an adequate number of available gaps to serve the limited access site driveway on Aviation Road during the Saturday peak hour. Mr.Bhavik Joriwola Updated July 6,2017 Page 10 of 10 The results of the traffic evaluation indicates that the proposed hotel can bead equatelyserved by the proposed reconstruction of the site driveway, the construction of the proposed Connector Road, and the surrounding roadway network. A NYSDOT Highway Work Permit (HWP)will be needed for proposed work in the right-of-way(ROW). Please call our office if you have any questions or comments regarding the above analysis. Respectfully submitted, Creighton Manning Engineering, LLP Mark D. Nadolny eMark A.Sargent, P.E. Project Manager Senior Traffic Engineer NAProjects\2017\117-046-Aviation Hospitality Hotei\documents1117046_itr rpt update_20170706.docx �C, oG � ' m GreenW y- � i' SPEEDWAY 00� r. Aviation Roads y / 4 L � . • • 4-, SUNOCO J1 r Ek' ADIRONDACK V --r Nt DINER - / NI O CL M T � PROJECT � . LOCATION co r' AVIATION N MALL STUDY AREA INTERSECTIONS 0 PROJECT LOCATION . Creighton Manning z AVIATION HOSPITALITY HOTEL TOWN OF QUEENSBURY, NEW YORK PROJECT: 117-046 DATE: 6/2017 FIGURE: 1 a 2017 EXISTING 0o zzo iw w Z a V w cn Q U C7 L9 L47 L7 X1039 Mom —1011 rNi o r> 4---979 M 4---1120 AVIATION RD X14 1 L►�2 1 X10 1 �7*5 254 1178 F" 1�'I 1 1* 21�*1 1 23�*1F" 18--�, Q 1195 ' O M 1172 0 CN4 1039--P- 259- 039-259- 0p ZOp mw ZU) ZO� g� ¢o v=ii v=iw Q� 2018 NO-BUILD pp Zo zo w J wZ a � w W a U � L9 X47 �7 X1056 co o M X1028 co o M X996 M X1138 AVIATION RD X14 1 L►�2 -.1 1 L►X10 1 L►�7*6 254 1197 F" 1 'I 1 1* 21�*1 1 23�*1F" 18� N 1214 °QOM 1191 � 0c\j 1056 nN n 11� 8--�, 262 a 0 p O O Z p O p _ U U p Ow cLO� F �J mw OF zU) QJ Qp US [nW Q� TRAFFIC VOLUMESp� Creighton 04is Manning AVIATION HOSPITALITY HOTEL ° TOWN OF QUEENSBURY, NEW YORK �PROJECT: 1 17046DATE: 04/2017 FIGURE: 2 TRIP DISTRIBUTION 0oz zo iw w Z 0 Lu - cn Q U C7 L L L 4---(70%) 4---30%(70%) 4---30%(70%) —30% AVIATION RD X30% 1 �►� t 1 L►� t 1 L►� F" �� T li -t 41 T �* T F" 254 70%� o (30%)� (30%)� (30%)� o mi mi mi C a 0o 00 U 012 � mwZU) ZO� g� ¢o v=ii v=iw Q2 ENTERING (EXITING) TRIP ASSIGNMENT op ZO Zo w J w Z a � w W a U O L L L x(21) X11 (21) X11 (21) —11 AVIATION RD X11 1 L► 1 L► + 254 27-� (9)— N mi mi mi a U)p Ow ZD O U D O_ U W O� OF �J mw ZU) zU) QJ Q� US W [nQ� ENTERING (EXITING) TRAFFIC VOLUMESp� Creighton s Manning AVIATION HOSPITALITY HOTEL ° TOWN OF QUEENSBURY, NEW YORK PROJECT: 117-046 DATE: 04/2017 1 FIGURE: 3 2018 BUILD 00 o zo uiz uiJ W 0- w w Q (� 0 L9 L47 L7 4---1077 M 0 M 4---1070 M 0 M 4---1039 4---1149 AVIATION RD 1--28 1 L►1--0 1 L►1--9 1 �►�7*6 254 1197 F" 1�� 1 F" 2141 1 23�* 4.51225 o `' 1202— °J o N 1065— o N 11� 8� 262 N Q w z cnp O� o12 mOw w o� C)12 �� Z Zw ZU) Q� QD U) W U) Q� v TRAFFIC VOLUMESp� Creighton s Manning AVIATION HOSPITALITY HOTEL ° TOWN OF QUEENSBURY, NEW YORK PROJECT: 117-046 DATE: 04/2017 FIGURE: 4 jr - � z C OC � NaC GSC _ o a ` Y l WO 03 =W � }z _CO r o� a U)z OW rz wH U�}d} - z =D C7� dLL zz F O z0 O z0 � LL 0 OUw U HQ F r U yx W Q Q \ CT a I N H � mF — cn e z a 0 cc z Q m U C7 ' z c7� W H r oz I0 I - N3S� ppm,v�-�ma�oa-6�J""9E0-Lfl�u•rt�J��6P�PPoa�InM n+�Imiaq��.oiioi.tl�9E0-[II�[IO2�n�v�o E�9X=3ipV 311] Attachment A Site Plan i o / � a a r� r C BOHLER„ ENGINEERING KGh 'S m :� •� MM 1 7 tt b'y e _ e o m AS Jll� 11 t Oo I f7- EY" F H5- rl CN ------- BOHLER' E 11 G I N E E HI N G Mal I M Attachment 6 Turning Movement Counts Creighton Project No.: 117-046 File Name : TM117046SAT1 Counted By: LS Site Code : 17-046-1 Location: Queensbury, NY Start Date : 3/25/2017 Comments: Page No : 1 Gro u s Printed-Passenger Veh-Heavy Veh-School Buses Aviation Road(NY Route Aviation Road(NY Route Sunoco Dwy Carlton Drive 254) 254) Northbound Southbound Eastbound Westbound Start Time Left Thru Right App.TOW, Left Thru Right App.Tolal Left Thru Right App,Tolal Left Thru Right App.Tolal Int,Total 12:00 PM 6 286 0 292 4 266 13 283 5 0 8 13 11 0 12 23 641 12:15 PM 7 295 1 303 3 235 10 248 1 0 5 6 4 0 8 12 569 12:30 PM 0 272 3 275 0 220 12 232 3 0 4 7 10 0 3 13 527 12:45 PM 8 319 4 331 3 258 12 273 2 0 5 7 6 0 9 15 626 Total 1 21 1172 8 1201 10 979 47 10581 11 0 22 331 31 0 32 63 2333 01:00 PM 8 237 2 247 2 251 17 270 2 0 2 4 3 0 12 15 536 01:15 PM 3 262 2 267 2 260 11 273 6 0 3 9 4 0 7 11 560 Grand Total 32 1671 12 1715 14 1490 75 1579 19 0 27 46 38 0 51 89 3429 Apprch% 1.9 97.4 0.7 0.9 94.4 4.7 41.3 0 58.7 42.7 0 57.3 Total% 0.9 48.7 0.3 50 0.4 43.5 2.2 46 0.6 0 0.8 1.3 1.1 0 1.5 2.6 Passenger Veh 32 1658 12 1702 14 1474 75 1563 18 0 27 45 38 0 ST 89 3399 %panamw Ven 100 99.2 100 99.2 100 98.9 100 99 94.7 0 100 97.8 100 0 100 100 99.1 Heavy Veh 0 13 0 13 0 16 0 16 1 0 0 1 0 0 0 0 30 %Heavy Veh 0 0.8 0 0.8 0 1.1 0 1 5.3 0 0 2,2 0 0 0 0 0.9 School Buses 0 0 0 0 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 0 0 0 0 Cr ighton Project No.: 117-046 File Name : TM117046SAT1 Counted By: LS Site Code : 17-046-1 Location: Queensbury, NY Start Date : 3/25/2017 Comments: Page No : 2 Aviation Road(NY Route Aviation Road(NY Route Sunoco Dwy Carlton Drive 254) 254) Eastbound Westbound Northbound Southbound Start Time Left Thru Right ApP Total Left Thru Right Aoo Total Left Thru Rig-1 Aoo,Total Left Thru Right APo,Total Int,Total Peak Hour Analysis From 12:00:00 PM to 1:15:00 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00:00 PM 12:00:00 PM 6 286 0 292 4 266 13 283 5 0 8 13 11 0 12 23 611 12:15:00 PM 7 295 1 303 3 235 10 248 1 0 5 6 4 0 8 12 569 12:30:00 PM 0 272 3 275 0 220 12 232 3 0 4 7 10 0 3 13 527 12:45:00 PM 8 319 4 331 3 258 12 273 2 0 5 7 6 0 9 15 826 Total Volume 21 1172 8 1201 10 979 47 1036 11 0 22 33 31 0 32 63 2333 %App.Total 1.7 97.6 0.7 1 94.5 4.5 33.3 0 66.7 49.2 0 50.8 PHF .656 .918 .500 .907 .625 .920 .904 .915 550 .000 .688 .635 705 .000 .667 .685 .932 Passenger Veh 21 1165 8 1194 10 970 47 1027 11 6­2 2 33 31 0 32 63 2317 q Passenger Veh 100 99.4 100 99.4 100 99.1 100 99.1 100 0 100 100 100 0 100 100 99.3 Heavy Veh 0 7 0 7 0 9 0 9 0 0 0 0 0 0 0 0 16 %Heavy Veh 0 0.6 0 0.6 0 0.9 0 0.9 0 0 0 0 0 0 0 0 0.7 School Buses 0 0 0 0 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 0 0 0 0 Carlion Drive Out In Total 6B 31 0 0 0 0 0 0 131 32 1 0 0 0 0 0 0 32 D 31 Righ! T�u LeR Peak Hour Data XC3, �y ? _ dON [V OOr NCO N n-9 North 4 a to C7,l ao" r �r_oa �roa Peak Hour Begins at 12:00 PM "woov c r CV c0 F w Q O j Passenger Vehcay -+ w N o r Heavy Veh to o(D o as o co-t cn m o a0 o a O7,c School Buses r o co c g40 C CC Op00 j r..�� Q F+ Left Thru Ri ht 11 0 22 0 0 0 0 0 0 11 0 22 8 0 0F5�1 8 0t8 33 Ou! In Total Creighton ^.aruting Project No.: 117-046 File Name : TM117046_2SAT Counted By: DMQ Site Code : 01170462 .ocation: Aviation Rd/Sunoco & Speedway Start Date : 3/25/2017 Comments: Sat Peak Page No : 1 Grou s Printed-Passenger Veh-Heavy Veh-School Busses Aviation Rd Aviation Rd Sunoco Dwy Speedway Dwy Eastbound Westbound Northbound Southbound Start Time Left Thru Right RrUT Left Thru Riaht RTOT nra. Left Thru Right RTOT noo Twp Left Thru Right RIOT nt Tolal 12:00 PM 0 0 3 0 a� 3 1 0 2 0 3 2 0 1 0 3 0 0 9 0 a_r 9 18 12:15 PM 0 0 2 0 2 0 0 2 0 2 3 0 1 0 4 2 0 7 0 9 17 12:30 PM 1 0 1 0 2 1 0 1 0 2 2 0 1 0 3 1 0 6 0 7 14 12:45 PM 0 0 5 0 51 0 0 4 0 4 1 0 0 0 1 1 0 0 12 0 12 22 Total 1 0 11 0 121 2 0 9 0 11 1 8 0 3 0 11 1 3 0 34 0 37--; 71 01:00 PM 1 0 1 0 2 2 0 7 0 9 i 1 0 1 0 2 0 0 10 0 10 23 01:15 PM 2 0 2 0 4 0 0 0 0 0 4 0 0 0 4 0 0 7 0 7 15 Grand Total 4 0 14 0 18 4 0 16 0 20 13 0 4 0 17 3 0 51 0 54 109 Apprch% 22.2 0 77.8 0 20 0 80 0 76.5 0 23.5 0 5.6 0 94.4 0 Total% 3.7 0 12.8 0 16.5 3.7 0 14.7 0 18.3 11.9 0 3.7 0 15.6 2.8 0 46.8 0 49.5 Passenger Veh %Pae rv.e 100 0 100 0 100 100 0 100 0 100 100 0 100 0 100 100 0 100 0 100 100 Heavy Veh 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 School Busses 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %S—.1 susses Crelghton Project No.: 117-046 File Name : TM117046_2SAT Counted By: DMQ Site Code : 01170462 .ocation: Aviation Rd/Sunoco & Speedway Start Date : 3/25/2017 Comments: Sat Peak Page No : 2 Aviation Rd Aviation Rd Sunoco Dwy Speedway Dwy Eastbound Westbound Northbound Southbound Start Time Left ThrU I Right I RTOT I noo Totel I Left ThrU I Riahtl RTOT I A,T,. Left I ThrU I Right I RTO I ThrU I Right I RTOT I noo Tdei IInl Tolal 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 3 0 3 1 0 2 0 3 2 0 1 0 3 0 0 9 0 9 18 12:15:00 PM 0 0 2 0 2 0 0 2 0 2 3 0 1 0 4 2 0 7 0 9 17 12:30:00 PM 1 0 1 0 2 1 0 1 0 2 2 0 1 0 3 1 0 6 0 7 14 12:45:00 PM 0 0 5 0 5 0 0 4 0 4 1 0 0 0 1 0 0 12 0 12 22 Total Volume 1 0 11 0 12 2 0 9 0 11 8 0 3 0 11 3 0 34 0 37 71 %App.Total 8.3 0 91.7 0 18.2 0 81.8 0 72.7 0 27.3 0 8.1 0 91.9 0 PHF .250 .000 .550 .000 .600 .500 .000 .563 .000 .688 .667 .000 .750 .000 .688 .375 .000 .708 .000 .771 .807 Passenger Ven %Passenger Veh 100 0 100 0 100 100 0 100 0 100 100 0 100 0 100 100 0 100 0 100 100 Heavy Veh 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 School Busses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %School Busses Speedwayr5wy Out In Total 10 37 47 8 0 0 0 0 0 37 47 34 0 3 0 0 0 0 0 0 0 0 0 34 ol 3 0 Righf Thru Left IRTOT L► Peak Hour Data In �� ? to a F` J w to 0 0[7 C 0000 , North v Too t--+ Peak Hour Begins at 12:00 PM +— S C C F- A— C,o Passenger Veh s' L Heavy Veh y o 0 NOON E + School Busses �= ooaoF- O F- 0oCD oCD tioo�l I Left Thru R! ht RTOT 8 0 31 01 0 0 0 0 0 0 0 0 8 0 31 0 ;1�3 11124 0a 11 Gut to Total 0v Creighton Project No.: 117-046 File Name : TM117046_2SAT Counted By: DMQ Site Code : 01170462 -ocation: Aviation Rd/Sunoco & Speedway Start Date : 3/25/2017 Comments: Sat Peak Page No : 1 Groups Printed-Pa"Ooger Veh-Heavy Veh-Schaal Busses __ _ Aviation Rd Aviation Rd Sunoco Dwy Speedway Dwy Eastbound Westbound Northbound Southbound Start Time Left ThrU Right RTOT T-1 Left ThrU RIQhf RTOT Left ThrU Right RTOTp,,,, Left TIIM Right RTOT ,. Int.Tolel 12:00 PM 0 0 3 0 3 1 0 2 0 3 2 0 1 0 3 . 0 0 ~ 9 0 9 18 12:15 PM 0 0 2 0 2 0 0 2 0 2 3 0 1 0 4 2 0 7 0 9 17 12:30 PM 1 0 1 0 2 1 0 1 0 2 2 0 1 0 3 1 0 6 0 7 14 12:45 PMI 0 0 5 0 5 0 0 4 0 4 1 0 0 0 1 0 0 12 0 12 22 Total -1-0 11 0 121 2 0 9 0 118 0 3 11) 11 3 0 34 0 37 71 01:00 PM 1 0 1 0 2 2 0 7 0 91 1 0 1 0 21 0 0 10 0 10 23 01:15 PM 2 0 2 0 4 0 0 0 0 0 4 0 0 0 4 0 0 7 0 7 15 Grand Total 4 0 14 0 18 4 0 16 0 20 13 0 4 0 17 3 0 51 0 54 109 Apprch% 22.2 0 77.8 0 20 0 80 0 76.5 0 23.5 0 5.6 0 94.4 0 Total% 3.7 0 12.8 0 16.5 3.7 0 14.7 0 18.3 11.9 0 3.7 0 15.6 2.8 0 46.8 0 49.5 Passenger Veh %Pl&6e v.e 1 100 0_100 0 100 100 0 100 0 100 100 0 100 0 100 100 0 100 0 100 100 Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %H"vY Veh 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 School Bussesf 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 Q 0 %S—.1 Bees Creighton 5 W17 ling Project No.: 117-046 File Name : TM117046_2SAT Counted By: DMQ Site Code : 01170462 -ocation: Aviation Rd/Sunoco & Speedway Start Date : 3/25/2017 Comments: Sat Peak Page No : 2 Aviation Rd Aviation Rd Sunoco Dwy Speedway Dwy Eastbound Westbound Northbound Southbound Start Time Left Thru Right RrOT tar Left Thru Right RTOT int Left Thru Right RTOT noo rdel Left Thru Right RTOT ,nv Int-Tnlai Peak Hour Analysis From 12:00:00 PM to 1:15:00 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:15:00 PM 12:15:00 PM 0 0 2 0 2 0 0 2 0 2 3 0 1 0 4 2 0 7 0 9 17 12:30:00 PM 1 0 1 0 2 1 0 1 0 2 2 0 1 0 3 1 0 6 0 7 14 12:45:00 PM 0 0 5 0 5 0 0 4 0 4 1 0 0 0 1 0 0 12 0 12 22 1:00:00 PM 1 0 1 0 2 2 0 7 0 9 1 0 1 0 2 0 0 10 0 10 23 Total Volume 2 0 9 0 11 3 0 14 0 17 7 0 3 0 10 3 0 35 0 38 76 % 'total 18.2 0 81.8 0 17.6 0 82.4 0 70 0 30 0 7.9 0 92.1 0 PHF .500 _000 .450 .000 .550 .375 .000 .500_ .000 .472 .583 .000 .750 .000 .625 .375 .000 .729 .000 .792 .826 Passenger Veh Passenger Veh 100 0 100 0 100 100 0 100 0 100 100 0 100 0 100 i00 0 100 0 100 100 Heavy Veh 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 School Busses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Y School Busses f Speedway UVY Out In Total [1164- 35 4 0 5d 0 3 0 0 0 0 0 0 0 0 0 35 0 3 0 Right Thru Lelft RfOT Iy Peak Hour Data �loocv,_,� � t— _J T O O A C rth No 0000 -A Peak Hour Begins at 12:15 PM 4 if ccs G0000 g— ia rn o o rn L Passenger Veh Heavy Veh x N o C3.C4 i School Busses woo w 0 TO o I r+ Left Tlvu Ri ht RTOT 7 0 3 0 0 0 0 0 0 0 0 0 7 0 31 0 12110 22 0 0 012 22 Oul In Total lOCreighton Manning Project No.: 117-046 File Name : TM117046SAT4 Counted By: DJK Site Code 17-046-1 -ocation: Queensbury, NY Start Date : 6/24/2017 Comments: Page No : 1 Groups Printed-Passenger Veh-Heavy Veh-School Busses Aviation Road(NY Route Aviation Road(NY Route Aviation Mall Road Green Way North 254) 254) Northbound Southbound Eastbound Westbound Start Time Left Thru Right RTOR Left Thru Rlq_hl IITORT Aoo.T.., I Left ThrU Right RTOR All Tata, Left ThrU Right RTOR +ae.[uw Inl.Total 12:00 PM 9 261 43�29 342 18 294 1 0 13 1 46 0 25 9 80 3 0 3 1 7 742 12:15 PM 4 263 41 18 326 19 263 3 0 285 43 1 35 4 83 7 0 3 1 11 705 12:30 PM 5 259 38 29 331 12 276 3 0 291 42 0 40 4 86 6 1 1 1 9 717 12:45 PM 5 256 48 13 322 26 287 0 0 313 42 1 42 4 89 . 2 2 1 16 730 Total 2.3 1039 170 89 '1321 75 1120 7 0 1202 173 2 142 21 338 18 3 8 4_ 33 2894 Grand Total 23 1039 170 89 1321 75 1120 7 0 1202 173 2 142 21 338 18 3 8 4 33 2894 Apprch% 1.7 78.7 12.9 6.7 6.2 93.2 0.6 0 51.2 0.6 42 6.2 54.5 9.1 24.2 12.1 Total% 1_0.8 35.9 5.9 3.1 45.6 2.6 38.7 0.2 0 41.5 6 0.1 4.9 0.7 11.7 0.6 0.1 0.3 0.1 1 1 Passenger Veh 1026 1103 %r'46x0+r rVeh 100 98.7 99.4 98.9 98.9 100 98.5 100 0 98.6 100 100 99.3 100 99.7 100 100 100 100 100 98.9 Heavy Veh %Heavy Veh 0 1.3 0.6 1.1 1.1. 0 1.5 0 0 1.4 0 0 0.7 0 0.3 0 0 0 0 0 1 '1 School Busses 0 0 0 0 0 6 6 0 0 j 0 0 0 0 0 0 0 0 .0 0 0 %School Basses II Creighton *W Mc1Min,'I Project No.: 117-046 File Name : TM117046SAT4 Counted By: DJK Site Code 17-046-1 '_ocation: Queensbury, NY Start Date : 6/24/2017 Comments: Page No 2 Aviation Road(NY Route Aviation Road(NY Route Aviation Mall Road Green Way North 254) 254) Northbound Southbound _ Eastbound Westbound _ Start_Time Left Thru Right RTOR Total Left Thru Riqht RTOR ADD Total Left Thru Right RTOR A.—a yl Left Thru Right RTOR ADD Total In[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 9 261 43 29 342 18 294 1 0 313 46 0 25 9 80 3 0 3 1 7 742 12:15:00 PM 4 263 41 18 326 19 263 3 0 285 43 1 35 4 83 7 0 3 1 11 705 12:30:00 PM 5 259 38 29 331 12 276 3 0 291 42 0 40 4 86 6 1 1 I 9 717 12:45:00 PM 5 256 48 13 322 26 287 0 0 313 42 1 42 4 89 2 2 1 1 6 730 Total volume 23 1039 176 89 1321 75 1120 7 0 1202 173 2 142 21 338 18 3 8 4 33 2694 %App Total 1.7 78.7 12.9 6.7 f 6.2 93-2 0,6 0 51.2 0.6 42 6.2 54-5 9.1 24.2 12.1 PHF .639 .988 .885 .767 .966 .721 .952^.583 .000 .960 .940 .500 .845 .583 .949 .643 .375_ .667 1.00 .750 .975 Passenger Veh . 1026 1103 %Passenger Veh 100 98.7 99;4 98.9 98.9 100 98.5 100 0 98.6 100 100 99.3 100 99.7 100 100 100 100 100 98.9 Heavy Veh %Heavy Veh 0 1.3 0.6 1.1 1.1 0 1 5 0 0 14 ' 0 0 0.7 0 0.3 0 0 0 0 0 1.1 School Busses 0 0 0 C. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %School Busses Green Way No& Out In Tonal 32 33 65 0 0 0 ` 0 0 0 f132 33 65 I 83 TH 4 0 0 0 0 0 0 0 0 31 181 4 Right ThM 5fi OR L4 Peak Hour Data y�y —(O=NON N OOINK 1 C 6 O d J 00-4 ISOW O p (D 0) North m a a w0 u�a o o=� Peak Hour Begins at 12:00 PM 4—;r — m N 0 I r C O O v W —N u 0 —j"j o� Passenger Veh r N o v Vii a Heavy Veh 0-- I School Busses cn o o WHO LLL' A Wn�➢ p S rl v www - EY xl0000 Left Thru R.IgrA RTOR 1 T 2 0 0 1 0� 0 0 0 0 173 2 142 21. 1 _.. 247 1 1 J 0 01 I—q 248 338 out In Total v atio all R4 d Attachment C ATR Data VirtWeeklyVehicle-344 Page 1 MetroCount Traffic Executive Weekly Vehicle Counts (Virtual Week -tWeekl Vehicle-344 -- En fish ENU Datasets: Site: [117-046] Located on Aviation Mall Ring Rd Attribute: Queensbury Hotel Direction: 8 - East bound A>B, West bound B>A. Lane: 0 Survey Duration: 17:04 Friday, March 24, 2017 => 8:53 Thursday, March 30, 2017, Zone: File: 117-046 0 2017-03-30 0854.EC0 (Plus ) Identifier: FZ12WDHB MC56-1-5 [MC55] (c)Microcom 19Oct04 Algorithm: Factory default axle (v4.08) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 12:00 Saturday, March 25, 2017 =>7:00 Thursday, March 30, 2017 (4.79167) Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 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 = 13893/ 14212 (97.76%) VirtWeeklyVehicle-344 Page 2 Weekly Vehicle Counts (Virtual Week) VirtWeeklyVehicle-344 te: 117-046.0.1 EW -ascription: Located on Aviation Mall Ring Rd Filter time: 12:00 Saturday, March 25, 2017 => 7:00 Thursday, March 30, 2017 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1-13) Dir(EW) Sp(5,100) Headway(>0) Span(0- 300) Lane(0-16) Mon Tue Wed Thu Fri Sat Sun Averages �^ 1 - 5 1 - 7 Hour 0000 0100 11,0 5.0 9.0 14.0 * * 30.0 I 9.8 13.8 0100-0200 0.0 2.0 6.0 5.0 * * 4.0 3.3 3.4 0200-0300 0.0 2.0 4.0 7.0 * * 2.0 3.3 3 .0 0300-0400 2.0 5.0 6.0 10.0 * * 1.0 5.8 4.8 0400-0500 4.0 8.0 5.0 5.0 * * 2.0 5.5 4.8 0500-0600 22.0 21.0 23.0 27.0 * * 3.0 23.3 19.2 0600-0700 38.0 37.0 43.0 31.0 * * 9.0 37.3 31.6 0700-0800 36.0 42.0 44.0 * * * 12.0 40.7 33.5 0800-0900 72.0 66.0 60.0 * * * 39,0 66.0 59.3 0900-1000 86.0 110.0 101.0 * * * 72.0 99.0 92.3 1000-1100 125.0 129.0 179.0 * * * 212.0 144.3 161.3 1100-1200 199.0 163.0 190.0 * * * 313.0 I 184.0 216.3 1200-1300 220.0 188.0 210.0 * * 347.0 341.0 206.0 261.2 1300-1400 212.0 192.0 212.0 * * 467.0 396.0 205.3 295.8 1400-1500 246.0 182.0 192.0 * * 424.0 400.0 206.7 288.8 1500-1600 211.0 222.0 225.0 * * 389.0 320.0 219.3 273.4 1600-1700 237.0 240.0 274.0 * * 315.0 263.0 250.3 265.8 1700-1800 243.0 222.0 271.0 * * 324.0 224.0 245.3 256.8 1800-1900 241.0 176.0 230.0 * * 306.0 182.0 215.7 227.0 1900-2000 148.0 139.0 150.0 * * 199.0 60.0 145.7 139.2 )0-2100 105.0 107.0 116.0 * * 135.0 49.0 109.3 102.4 x100-2200 96.0 85.0 105.0 * * 179.0 43.0 I 95.3 101.6 2200-2300 19.0 14.0 35.0 * * 33.0 15.0 22.7 23.2 2300-2400 13.0 17.0 7.0 * * 15.0 12.0 I 12.3 12.8 Totals 0700-1900 2128.0 1932.0 2188.0 * * * 2774.0 2082.7 2431.3 0600-2200 2515.0 2300.0 2602.0 * * * 2935.0 2470.3 2806.1 0600-0000 2547.0 2331.0 2644.0 * * * 2962.0 2505.3 2842.1 0000-0000 2586.0 2374.0 2697.0 * * * 3004.0 2556.0 2891.1 AM Peak 1100 1100 1100 * * * 1100 199.0 163.0 190.0 * * * 313.0 PM Peak 1400 1600 1600 * * 1300 1400 246.0 240.0 274.0 * * 467.0 400.0 * - No data. VirtWeeklyVehicle-345 Page 1 MetroCount Traffic Executive Weekly Vehicle Counts_Wirtual Week) tWeekl Vehicle-345 -- English ENU Datasets: Site: [117-046] Located on Aviation Mall Ring Rd Attribute: Queensbury Hotel Direction: 8 - East bound A>B, West bound B>A. Lane: 0 Survey Duration: 17:04 Friday, March 24, 2017 => 8:53 Thursday, March 30, 2017, Zone: File: 117-046 0 2017-03-30 0854.EC0 (Plus ) Identifier: FZ12WDHB MC56-1-5 [MC55] (c)Microcom 19Oct04 Algorithm: Factory default axle(v4.08) Data type: Axle sensors - Paired (Class/Speed/Count) Profile: Filter time: 12:00 Saturday, March 25, 2017 =>7:00 Thursday, March 30, 2017 (4.79167) Included classes: 1, 2, 3, 4, 5, 6, 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 = 7556/ 14212 (53.17%) VirtWeeklyVehicle-345 Page 2 Weekly Vehicle Counts (Virtual Week) VirtWeeklyVehicle-345 `e: 117-046.0.1 EW -escription: Located on Aviation Mall Ring Rd Filter time: 12:00 Saturday, March 25, 2017 => 7:00 Thursday, March 30, 2017 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1-13) Dir(EB) Sp(5,100) Headway(>0) Span(0 - 300) Lane(0-16) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour 0000-0100 10.0 4.0 7.0 10.0 * * 27.0 7.8 11.6 0100-0200 0.0 2.0 3.0 5.0 * * 3.0 2.5 2 .6 0200-0300 0.0 0.0 2.0 3.0 * * 0.0 1.3 1.0 0300-0400 1.0 3.0 0.0 3.0 * * 1.0 1.8 1.6 0400-0500 1.0 1.0 1.0 0.0 * * 0.0 0.8 0.6 0500-0600 5.0 8.0 10.0 9.0 * * 1.0 8,0 6.6 0600-0700 21.0 18.0 24.0 18.0 * * 1.0 20.3 16.4 0700-0800 16.0 18.0 17.0 * * * 1.0 17.0 13.0 0800-0900 21.0 28.0 23.0 * * * 16.0 24,0 22.0 0900-1000 29.0 51.0 43.0 * * * 29.0 41.0 38.0 1000-1100 50.0 63.0 83.0 * * * 67.0 65,3 65.8 1100-1200 108.0 87.0 98.0 * * * 109.0 97.7 100.5 1200-1300 100.0 101.0 103.0 * * 172.0 155.0 101.3 126.2 1300-1400 125.0 100.0 119.0 * * 246.0 200.0 114.7 158.0 1400-1500 146.0 108.0 118.0 * * 236.0 215.0 124,0 164.6 1500-1600 103.0 112.0 107.0 * * 210.0 174.0 107,3 141.2 1600-1700 98.0 130.0 138.0 * * 174.0 160.0 122,0 140.0 1700-1800 149.0 126.0 149.0 * * 182.0 143.0 141.3 149.8 1800-1900 143.0 101.0 139.0 * * 171.0 123.0 127,7 135.4 '000-2000 90.0 86.0 95.0 * * 119.0 40.0 90,3 86.0 )0-2100 77.0 75.0 86.0 * * 91.0 38.0 79,3 73 .4 X100-2200 78.0 69.0 87.0 * * 126.0 31.0 78.0 78.2 2200-2300 15.0 11.0 25.0 * * 24.0 8.0 17.0 16.6 2300-2400 11.0 12.0 5.0 * * 13.0 9.0 9,3 10.0 Totals 0700-1900 1088.0 1025.0 1137.0 * * * 1392.0 11083.3 1254.5 0600-2200 1354.0 1273.0 1429.0 * * * 1502.0 1351.3 1508.5 0600-0000 1380.0 1296.0 1459.0 * * * 1519.0 1377.6 1535.1 0000-0000 1397.0 1314.0 1482.0 * * * 1551.0 1399.6 1559.1 AM Peak 1100 1100 1100 * * * 1100 108.0 87.0 98.0 * * * 109.0 PM Peak 1700 1600 1700 * * 1300 1400 149.0 130.0 149.0 * * 246.0 215.0 * - No data. VirtWeeklyVehicle-346 Page 1 MetroCount Traffic Executive Weekly Vehicle Counts (Virtual Week) tWeeklyVeh1cle-346 -- English (ENU) Datasets: Site: [117-046] Located on Aviation Mall Ring Rd Attribute: Queensbury Hotel Direction: 8 - East bound A>B, West bound B>A. Lane: 0 Survey Duration: 17:04 Friday, March 24, 2017 => 8:53 Thursday, March 30, 2017, Zone: File: 117-046 0 2017-03-30 0854.EC0 (Plus ) Identifier: FZ12WDHB MC56-1-5 [MC55] (c)Microcom 19Oct04 Algorithm: Factory default axle (v4.08) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 12:00 Saturday, March 25, 2017=> 7:00 Thursday, March 30, 2017 (4.79167) Included classes: 1, 2, 3, 4, 5, 6, 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 = 6337/ 14212 (44.59%) VirtWeeklyVehicle-346 Page 2 Weekly Vehicle Counts (Virtual Week VirtWeeklyVehicle-346 `.e: 117-046.0.1 EW -ascription: Located on Aviation Mall Ring Rd Filter time: 12:00 Saturday, March 25, 2017=> 7:00 Thursday, March 30, 2017 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1-13) Dir(WB) Sp(5,100) Headway(>0) Span(0- 300) Lane(0-16) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour 0000 0100 1.0 1.0 2.0 4.0 * * 3.0 2.0 2.2 0100-0200 0.0 0.0 3 .0 0.0 * * 1.0 0.8 0.8 0200-0300 0.0 2.0 2.0 4.0 * * 2.0 2.0 2.0 0300-0400 1.0 2,0 6.0 7.0 * * 0.0 I 4.0 3.2 0400-0500 3.0 7.0 4.0 5.0 * * 2.0 I 4.8 4.2 0500-0600 17.0 13 .0 13 .0 18.0 * * 2.0 15.3 12.6 0600-0700 17.0 19.0 19.0 13.0 * * 8.0 j 17.0 15,2 0700-0800 20,0 24,0 27.0 * * * 11.0 23.7 20.5 0800-0900 51,0 38.0 37.0 * * * 23.0 42.0 37.3 0900-1000 57.0 59.0 58.0 * * * 43.0 58.0 54.3 1000-1100 75,0 66.0 96.0 * * * 145.0 79.0 95.5 1100-1200 91.0 76.0 92 .0 * * * 204.0 1 86.3 115.8 1200-1300 120.0 87.0 107.0 * * 175.0 186.0 I 104.7 135.0 1300-1400 87.0 92.0 93.0 * * 221.0 196.0 If 90.7 137.8 1400-1500 100.0 74.0 74.0 * * 188.0 185.0 I 82.7 124.2 1500-1600 108.0 110.0 118.0 * * 179.0 146.0 I 112.0 132.2 1600-1700 139.0 110.0 136.0 * * 141.0 103.0 Ii 128.3 125.8 1700-1800 94.0 96.0 122.0 * * 142.0 81.0 104.0 107.0 1800-1900 98.0 75.0 91.0 * * 135.0 59.0 88.0 91.6 'Q00-2000 58.0 53.0 55.0 * * 80.0 20.0 f 55.3 53.2 30-2100 28.0 32.0 30.0 * * 44.0 11.0 1 30.0 29.0 c100-2200 18.0 16.0 18.0 * * 53.0 12.0 1 17,3 23.4 2200-2300 4.0 3.0 10.0 * * 9.0 7.0 1 5.7 6.6 2300-2400 2.0 5.0 2.0 * * 2.0 3.0 3.0 2.8 Totals 0700-1900 1040.0 907.0 1051.0 * * * 1382.0 I 999.3 1176.8 0600-2200 1161.0 1027.0 1173.0 * * * 1433.0 1119.0 1297.7 0600-0000 1167.0 1035.0 1185.0 * * * 1443.0 1127.7 1307.1 0000-0000 1189.0 1060.0 1215.0 * * * 1453.0 1156.4 1332.1 AM Peak 1100 1100 1000 * * * 1100 91.0 76.0 96.0 * * * 204.0 PM Peak 1600 1600 1600 * * 1300 1300 II 139.0 110.0 136.0 * * 221.0 196.0 * - No data. SpeedStat-347 Page 1 MetroCount Traffic Executive Speed Statistics eedStat-347- English (ENUI Datasets: Site: [117-046] Located on Aviation Mall Ring Rd Attribute: Queensbury Hotel Direction: 8 - East bound A>B, West bound B>A. Lane: 0 Survey Duration: 17:04 Friday, March 24, 2017 => 8:53 Thursday, March 30, 2017, Zone: File: 117-046 0 2017-03-30 0854.EC0 (Plus ) Identifier: FZ12WDHB MC56-1-5 [MC55] (c)Microcom 19Oct04 Algorithm: Factory default axle (v4.08) Data type: Axle sensors - Paired (Class/Speed/Count) Profile: Filter time: 12:00 Saturday, March 25, 2017 =>7:00 Thursday, March 30, 2017 (4.79167) Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 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 = 13893/ 14212 (97.76%) SpeedStat-347 Page 2 Speed Statistics SpeedStat-347 `e: 117-046.0.1 EW ,escription: Located on Aviation Mall Ring Rd Filter time: 12:00 Saturday, March 25, 2017=> 7:00 Thursday, March 30, 2017 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1-13) Dir(EW) Sp(5,100) Headway(>0) Span(0- 300) Lane(0-16) Vehicles=13893 Posted speed limit=15 mph, Exceeding=9056(65.18%), Mean Exceeding=17.97 mph Maximum=97.1 mph, Minimum=5.1 mph, Mean=16.2 mph 85%Speed= 19.23 mph,95%Speed=21.06 mph, Median=15.99 mph 10 mph Pace=11 -21, Number in Pace=12486(89.87%) Variance= 10.82, Standard Deviation=3.29 mph Speed Bins (Partial days) Speed Bin Below Above Eneruy vMult n * vMult 0 - 5 0 0.0% 0 0.0% f 13893 100.0% 0.00 0.00 0.00 5 - 10 297 2,1% 297 2.1% 13596 97.9% 0.00 0.00 0.00 10 - 15 I 4540 32.7% 4837 34.8% 9056 65.2% 0.00 0.00 0.00 15 - 20 I 7629 54.9°% 12466 89.7% 1427 10.3% 0.00 0.00 0.00 20 - 25 I 1358 9.8% 13824 99.5°% 69 0.5% 0.00 0.00 0.00 25 - 30 I 48 0.3% ` 13872 99.8% 21 0.2% I 0.00 0.00 0100 30 - 35 Ii 8 0.1% I!` 13880 99.9% 13 0.1% 0.00 0.00 f 0.00 35 - 40 5 0.0% 13885 99.9% 8 0.1% I 0.00 0.00 0.00 40 - 45 0 0.0% 13885 99.9% ! 8 0.1% 0.00 0.00 0,00 45 - 50 3 0.0% 13888 100.06 ! 5 0.0% 0.00 0.00 0,00 50 - 55 0 0.0% 13888 100.0% 5 0.0% 0.00 0.00 0.00 55 - 60 4 0.0% 13892 100.0% 1 0.0% 0.00 I 0.00 0.00 60 - 65 0 0.0% 13892 100.0% 1 0.0% 0.00 0.00 0.00 65 - 70 0 0.0% I 13892 100.0% 1 0.0% 0.00 0.00 0.00 70 - 75 0 0.0% I 13892 100.0% I 1 0.0% 0.00 I 0.00 I 0.00 3 - 80 0 0.0% I 13892 100.0% 1 0.0% 0.00 I 0.00 0,00 d0 - 85 0 0.0% 13892 100.0% 1 0.0% 0.00 I 0.00 I 0.00 85 - 90 0 0.0% 13892 100.0% 1 0.0% I 0,00 l 0.00 I 0,00 90 - 95 0 0,0% 13892 100.0% ' 1 0.0% I 0,00 i4 0.00 {{ 0.00 95 - 100 I 1 0,0% 13893 100.0% 0 0.0% 0,00 0.00 0.00 Total Speed Rating=0.00 Total Moving Energy(Estimated)=0.00 Speed limit fields (Partial days) Limit Below Above 0 15 (PSL) 4837 34.8% 9056 65.2% SpeedStat-348 Page 1 MetroCount Traffic Executive Speed Statistics eedStat-348 --English (ENU) Datasets: Site: [117-046] Located on Aviation Mall Ring Rd Attribute: Queensbury Hotel Direction: 8- East bound A>B, West bound B>A. Lane: 0 Survey Duration: 17:04 Friday, March 24, 2017 => 8:53 Thursday, March 30, 2017, Zone: File: 117-046 0 2017-03-30 0854.EC0 (Plus ) Identifier: FZ12WDHB MC56-L5 [MC55] (c)Microcom 19Oct04 Algorithm: Factory default axle (v4.08) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 12:00 Saturday, March 25, 2017=> 7:00 Thursday, March 30, 2017 (4.79167) Included classes: 1, 2, 3, 4, 5, 6, 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 = 7556/ 14212 (53.17%) Speed Stat-348 Page 2 Speed Statistics SpeedStat-348 `e: 117-046.0.1 EW -ascription: Located on Aviation Mall Ring Rd Filter time: 12:00 Saturday, March 25, 2017=> 7:00 Thursday, March 30, 2017 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1-13) Dir(EB) Sp(5,100) Headway(>0) Span(0 - 300) Lane(0-16) Vehicles=7556 Posted speed limit=15 mph,Exceeding=4156(55.00%), Mean Exceeding=17.69 mph Maximum=59.2 mph, Minimum=5.2 mph,Mean=15.5 mph 85%Speed=18.51 mph,95%Speed=20.37 mph,Median=15.27 mph 10 mph Pace=11 -21,Number in Pace=6810(90.13%) Variance=10.35,Standard Deviation=3.22 mph Speed Bins(Partial days) Speed Bin Below Above Enersy vMult n * vMult 0 - 5 0 0.0% 0 0.0% 7556 100.05 0.00 0.00 0.00 5 - 10 255 3.4% 255 3.4% 7301 96.6% 0.00 0.00 0.00 10 - 15 3145 41.6% 3400 45.0% 4156 55.0% 0.00 0.00 0.00 15 - 20 3624 48.0% 7024 93.0% I 532 7.0% 0.00 0.00 0.00 20 - 25 506 6.7% 7530 99.7% 26 0.3% 0.00 0.00 0.00 25 - 30 17 0.2% 7547 99.9% 9 0.1% 0.00 0.00 0.00 30 - 35 3 0.0% 7550 99.9°% 6 0.1% 0.00 0,00 0.00 35 - 40 k 2 0.0% 7552 99.9% 4 0.1% 0,00 0.00 0.00 40 - 45 0 0.0% 7552 99.9% 4 0.1% 0.00 0,00 0.00 45 - 50 2 0.0% I 7554 100.0% 2 0.0% 0,00 0.00 0.00 50 - 55 0 0.0% 7554 100.0% 2 0.0% I 0,00 0.00 0.00 55 - 60 1 2 0.0% I 7556 100.0% 0 0.0% I 0,00 0.00 0.00 60 - 65 1 0 0.0% 7556 100.0% i 0 0.0% li 0.00 0.00 0.00 65 - 70 1 0 0.0% 1 7556 100.0% i 0 0.0% 0.00 I 0.00 0.00 70 - 75 1 0 0.0% 7556 100.0°% 0 0.0% 0.00 I 0.00 0.00 i - 80 0 0.0% 7556 100.0% 0 0.0°% 0,00 0.00 0.00 d0 85 ] 0 0.0% 7556 100.0% 0 0.0% 0,00 0.00 0.00 85 90 0 0.0% 7556 100.0% 0 0.0% 0.00 0.00 1 0.00 90 - 95 0 0.0% 7556 100.0°% 0 0.0% 0.00 0.00 I 0.00 95 - 100 0 0.0% 7556 100.0% 0 0.0% 0.00 I 0.00 I 0.00 Total Speed Rating=0.00 Total Moving Energy(Estimated)=0.00 Speed limit fields (Partial days) Limit _� Below Above 0 15 (PSL) 3400 45.0% 4156 55.0% SpeedStat-349 Page 1 MetroCount Traffic Executive Speed Statistics eedStat-349 -- English CE U.) Datasets: Site: [117-046] Located on Aviation Mall Ring Rd Attribute: Queensbury Hotel Direction: 8 - East bound A>B, West bound B>A. Lane: 0 Survey Duration: 17:04 Friday, March 24, 2017 => 8:53 Thursday, March 30, 2017, Zone: File: 117-046 0 2017-03-30 0854.EC0 (Plus ) Identifier: FZ12WDHB MC56-1-5 [MC55] (c)Microcom 19Oct04 Algorithm: Factory default axle (v4.08) Data type: Axle sensors - Paired (Class/Speed/Count) Profile: Filter time: 12:00 Saturday, March 25, 2017 => 7:00 Thursday, March 30, 2017 (4.79167) Included classes: 1, 2, 3, 4, 5, 6, 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 =6337/ 14212 (44.59%) SpeedStat-349 Page 2 Speed Statistics SpeedStat-349 `e: 117-046.0.1 EW .,escription: Located on Aviation Mail Ring Rd Filter time: 12:00 Saturday, March 25, 2017 => 7:00 Thursday, March 30, 2017 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1-13) Dir(WB) Sp(5,100) Headway(>0) Span(0 - 300) Lane(0-16) Vehicles=6337 Posted speed limit=15 mph, Exceeding=4900(77.32%), Mean Exceeding=18.21 mph Maximum=97.1 mph, Minimum=5.1 mph,Mean=17.1 mph 85%Speed= 19.72 mph,95%Speed=21.71 mph,Median=16.89 mph 10 mph Pace= 12-22, Number in Pace=5874(92.69%) Variance=9.87,Standard Deviation=3.14 mph Speed Bins (Partial days) 9 eed Bin Below Above Enerm vMult n * vMult 0 - 5 0 0.0%- 0 0.0% 6337 100.0% 0.00 0.00 0.00 5 - 10 42 0.7% I 42 0.796 6295 99.3% I 0.00 j 0.00 I 0.00 10 - 15 1395 22.0% 1437 22.7% 4900 77-3% 0.00 J 0.00 I 0.00 15 - 20 4005 63.2% I 5442 85.9% 895 14.1% I 0:00 0.00 I 0.00 20 - 25 852 13.4% I 6294 99.3% 43 0.7% I 0,00 0.00 I 0.00 25 30 1 31 0.5% I 6325 99.8°% 12 0.2% I 0.00 j 0.00 0.00 30 - 35 5 0.1% I 6330 99.9% 7 0.1% I 0.00 0.00 0.00 35 40 3 0.0% I 6333 99.9% 4 0.1% If 0.00 ! 0.00 0.00 40 - 45 0 0.0% 6333 99.9% 4 0.1% 0.00 0.00 0.00 45 - 50 1 0.0% I 6334 100.0% 3 0-0% I 0.00 ! 0.00 0.00 50 - 55 0 0.0% 6334 100.0% 3 0.096 I 0.00 0.00 0.00 55 - 60 I 2 0.0% I 6336 100.0% 1 0.0% I 0.00 I 0.00 t 0.00 60 - 65 ' 0 0.0% 6336 100.0% 1 0.0% I 0.00 0.00 0.00 65 - 70 0 0.0% I 6336 100.0% 1 0.0% 0.00 0.00 f 0.00 -0 75 0 0.0% 6336 100.0°% I 1 0.0% I 0.00 0.00 1 0.00 i 80 0 0.0% I 6336 100.0% I 1 0.0% I 0.00 I 0.00 0.00 60 - 85 0 0.0% I 6336 100.0% 1 0.0% I 0.00 0,00 0.00 85 - 90 0 0.0% li 6336 100.0% 1 0.0% 0.00 I 0.00 0.00 90 - 95 0 0.0% I 6336 100.0% 1 0.0% 0.00 I 0.00 0.00 95 - 100 1 0.0°% Ii 6337 100.0% 0 0.0% 0.00 I 0.00 0.00 Total Speed Rating=0.00 Total Moving Energy(Estimated)=0.00 Speed limit fields (Partial days) Limit Below Above 0 1 15 (PSL) 1437 22.7°s 1 4900 77.3% Attachment D Level of Service Analyses LOS Definitions The following is an excerpt from the 2010 Highway Capacity Manual (HCM). 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 19-1. 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 20-2. 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 19-1/20-2: 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 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 B 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. HCM 2010 TWSC 1: Ambrosia Diner Dwy & Aviation Rd (NY 254) 117-046 Aviation Hospitality Hotel 2017 Existing Saturday Peak Intersection Int Delay,s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Vol,veh/h 1178 18 14 1039 0 29 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None I None Stop Storage Length 25 - 0 Veh in Median Storage,# 0 0 0 - Grade,% 0 - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles,% 1 0 0 1 0 0 Mvmt Flow 1267 19 15 1117 0 31 Maior/Minor Majora Major2 Minorl Conflicting Flow All 0 0 1286 0 1865 643 Stage 1 - - - - 1276 - Stage 2 - 589 - Critical Hdwy 4.1 6.8 6.9 Critical Hdwy Stg 1 - 5.8 - Critical Hdwy Stg 2 - 5.8 - Follow-up Hdwy - 2.2 3.5 3.3 Pot Cap-1 Maneuver 546 66 421 Stage 1 - 230 - Stage 2 - 523 - Platoon blocked,% Mov Cap-1 Maneuver 546 64 421 Mov Cap-2 Maneuver - 64 Stage 1 230 Stage 2 509 Approach EB WB NB HCM Control Delay,s 0 0.2 14.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 421 546 HCM Lane V/C Ratio 0.074 0.028 HCM Control Delay(s) 14.2 11.8 HCM Lane LOS B B HCM 95th%tile Q(veh) 0.2 0.1 Creighton Manning Engineering,LLP Synchro 8 Report N:\Projects\2017\117-046-Aviation Hospitality Hotel\comps\traffic\Synchro\EXsat.syn Page 1 HCM 2010 TWSC 1: Ambrosia Diner Dwy & Aviation Rd (NY 254) 117-046 Aviation Hospitality Hotel 2018 No-Build Saturday Peak Intersection Int Delay,s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Vol,veh/h 1197 18 14 1056 0 29 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None Stop Storage Length 25 - - 0 Veh in Median Storage,# 0 0 0 - Grade,% 0 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles,% 1 0 0 1 0 0 Mvmt Flow 1287 19 15 1135 0 31 Major/Minor Majora Major2 Minorl Conflicting Flow All 0 0 1306 0 1895 653 Stage 1 - - 1297 - Stage 2 598 - Critical Hdwy 4.1 6.8 6.9 Critical Hdwy Stg 1 5.8 Critical Hdwy Stg 2 - 5.8 Follow-up Hdwy 2.2 3.5 3.3 Pot Cap-1 Maneuver 537 63 415 Stage 1 - 224 - Stage 2 - 518 Platoon blocked,% Mov Cap-1 Maneuver 537 61 415 Mov Cap-2 Maneuver - 61 - Stage 1 224 Stage 2 504 Approach EB WB NB HCM Control Delay,s 0 0.2 14.4 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 415 537 HCM Lane V/C Ratio 0.075 0.028 HCM Control Delay(s) 14.4 11.9 HCM Lane LOS B B HCM 95th%tile Q(veh) 0.2 0.1 Creighton Manning Engineering,LLP Synchro 8 Report N:\Projects\2017\117-046-Aviation Hospitality Hotel\comps\traffic\Synchro\NBsat.syn Page 1 HCM 2010 TWSC 1: Ambrosia Diner Dwy & Aviation Rd (NY 254) 117-046 Aviation Hospitality Hotel 2018 Build Saturday Peak Intersection Int Delay,s/veh 0.4 Movement EBT EBFI WBL WBT NBL NBR Vol,veh/h 1197 45 28 1077 0 40 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None . None Stop Storage Length 25 - - 0 Veh in Median Storage,# 0 - 0 0 - Grade,% 0 - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles,% 1 0 0 1 0 0 Mvmt Flow 1287 48 30 1158 0 43 Major/Minor Maiorl Maior2 Minorl _ Conflicting Flow All 0 0 1335 0 1950 668 Stage 1 - - - 1311 Stage 2 - 639 Critical Hdwy 4.1 6.8 6.9 Critical Hdwy Stg 1 - 5.8 Critical Hdwy Stg 2 - 5.8 Follow-up Hdwy 2.2 3.5 3.3 Pot Cap-1 Maneuver 523 58 405 Stage 1 - 220 - Stage 2 - 493 - Platoon blocked,% Mov Cap-1 Maneuver 523 55 405 Mov Cap-2 Maneuver 55 - Stage 1 220 Stage 2 465 Approach EB WB NB HCM Control Delay,s 0 0.3 14.9 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT _ Capacity(veh/h) 405 523 HCM Lane V/C Ratio 0.106 0.058 HCM Control Delay(s) 14.9 12.3 HCM Lane LOS B B HCM 95th%tile Q(veh) 0.4 - 0.2 Creighton Manning Engineering,LLP Synchro 8 Report N:\Projects\2017\117-046-Aviation Hospitality Hotel\comps\traffic\Synchro\BUsat.syn Page 1 HCM 2010 TWSC 2: Sunoco West Dwy/Speedway Dwy & Aviation Rd (NY 254) 117-046 Aviation Hospitality Hotel 2017 Existing Saturday Peak Intersection Int Delay,s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol,veh/h 1 1195 11 2 1011 9 8 0 3 3 0 34 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None None None None Storage Length 25 25 Veh in Median Storage,# - 0 - 0 1 1 Grade,% - 0 - 0 0 0 Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles,% 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 1 1285 12 2 1087 10 9 0 3 3 0 37 Major/Minor Majora Major2 Minorl Minor2 Conflicting Flow All 1097 0 0 1297 0 0 1841 2394 648 1741 2395 548 Stage - - - - - - 1293 1293 - 1096 1096 - Stage 2 - - 548 1101 - 645 1299 - Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 6.5 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 6.5 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 644 541 48 34 418 57 34 485 Stage - 175 235 - 231 292 - Stage 2 - 493 290 432 234 - Platoon blocked,% Mov Cap-1 Maneuver 644 541 44 34 418 56 34 485 Mov Cap-2 Maneuver - 131 133 - 160 133 - Stage 1 175 235 231 291 Stage 2 454 289 428 234 Approach EB WB NB SB HCM Control Delay,s 0 0 29.1 14.6 HCM LOS D B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 161 644 541 416 HCM Lane V/C Ratio 0.073 0.002 0.004 0.096 HCM Control Delay(s) 29.1 10.6 11.7 14.6 HCM Lane LOS D B B B HCM 95th%tile Q(veh) 0.2 0 0 0.3 Creighton Manning Engineering,LLP Synchro 8 Report N:\Projects\2017\117-046-Aviation Hospitality Hotel\comps\traffic\Synchro\EXsat.syn Page 2 HCM 2010 TWSC 2: Sunoco West Dwy/Speedway Dwy & Aviation Rd (NY 254) 117-046 Aviation Hospitality Hotel 2018 No-Build Saturday Peak Intersection Int Delay,s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol,veh/h 1 1214 11 2 1028 9 8 0 3 3 0 34 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 25 25 Veh in Median Storage,# - 0 - 0 1 1 Grade,% - 0 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles,% 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 1 1305 12 2 1105 10 9 0 3 3 0 37 Maior/Minor Maiorl Maior2 M norl Minor2 Conflicting Flow All 1115 0 0 1317 0 0 1870 2432 659 1770 2434 558 Stage 1 - - - 1313 1313 - 1115 1115 - Stage 2 557 1119 655 1319 - Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 - 6.5 5.5 6.5 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 6.5 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 634 532 45 32 411 54 32 478 Stage 1 - - 170 230 - 225 286 - Stage 2 - - 487 285 - 426 229 - Platoon blocked,% Mov Cap-1 Maneuver 634 532 41 32 411 53 32 478 Mov Cap-2 Maneuver - - - 127 130 - 155 130 - Stage 1 170 230 225 285 Stage 2 448 284 422 229 Approach EB WB NB SB HCM Control Delay,s 0 0 30 14.7 HCM LOS D B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 156 634 532 409 HCM Lane V/C Ratio 0.076 0.002 0.004 0.097 HCM Control Delay(s) 30 10.7 11.8 14.7 HCM Lane LOS D B B B HCM 95th%tile Q(veh) 0.2 0 0 0.3 Creighton Manning Engineering, LLP Synchro 8 Report N:\Projects\2017\117-046-Aviation Hospitality Hotel\comps\traffic\Synchro\NBsat.syn Page 2 HCM 2010 TWSC 2: Sunoco West Dwy/Speedway Dwy & Aviation Rd (NY 254) 117-046 Aviation Hospitality Hotel 2018 Build Saturday Peak Intersection Int Delay,s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol,veh/h 1 1225 11 0 1070 9 1 0 3 3 0 34 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized . None None None None Storage Length 25 - 25 Veh in Median Storage,# - 0 - 0 1 1 Grade,% - 0 - - 0 0 0 Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles,% 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 1 1317 12 0 1151 10 1 0 3 3 0 37 Major/Minor Majorl Malor2 Minorl M+nor2 Conflicting Flow All 1160 0 0 1329 0 0 1900 2485 665 1816 2486 580 Stages - - - - - - 1325 1325 - 1155 1155 - Stage 2 - - - 575 1160 - 661 1331 - Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 6.5 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.5 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 610 526 43 30 407 50 30 463 Stage 1 - - 167 227 213 274 Stage 2 475 272 423 226 Platoon blocked,% Mov Cap-1 Maneuver 610 526 40 30 407 50 30 463 Mov Cap-2 Maneuver 124 126 - 149 127 - Stage 1 167 227 213 274 Stage 2 437 272 419 226 Approach EB WB NB SB HCM Control Delay,s 0 0 19.1 15.1 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 259 610 526 395 HCM Lane V/C Ratio 0.017 0.002 - 0.101 HCM Control Delay(s) 19.1 10.9 0 15.1 HCM Lane LOS C B A C HCM 95th%tile Q(veh) 0.1 0 0 0.3 Creighton Manning Engineering, LLP Synchro 8 Report N:\Projects\2017\117-046-Aviation Hospitality Hotel\comps\traffic\Synchro\BUsat.syn Page 2 HCM 2010 TWSC 3: Sunoco East Dwy/Carlton Dr & Aviation Rd (NY 254) 117-046 Aviation Hospitality Hotel 2017 Existing Saturday Peak Intersection Int Delay,s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol,veh/h 21 1172 8 10 979 47 11 0 22 31 0 32 Conflicting Peds,#/hr 0 0 2 2 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None None None None Storage Length 25 - Veh in Median Storage,# - 0 0 1 0 Grade,% - 0 0 - - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles,% 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 23 1260 9 11 1053 51 12 0 24 33 0 34 M_alor/Minor Maiorl Maior2 Minorl Minor2 Conflicting Flow All 1103 0 0 1269 0 0 1858 2435 636 1774 2413 554 Stage - - 1310 1310 1099 1099 - Stage 2 - 548 1125 - 675 1314 - Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.5 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.5 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 640 554 46 32 425 54 33 481 Stage - 171 231 230 291 Stage 2 - 493 283 - 415 230 - Platoon blocked,% Mov Cap-1 Maneuver 639 553 40 29 424 48 30 480 Mov Cap-2 Maneuver - - 122 120 - 48 30 - Stage 1 165 223 222 276 Stage 2 433 268 377 222 Approach EB WB - NB SB _ HCM Control Delay,s 02 0.4 23.3 123.9 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 232 639 553 88 HCM Lane V/C Ratio 0.153 0.035 0.019 0.77 HCM Control Delay(s) 23.3 10.8 11.6 0.3 123.9 HCM Lane LOS C B B A F HCM 95th%tile Q(veh) 0.5 0.1 0.1 3.9 Creighton Manning Engineering, LLP Synchro 8 Report N:\Projects\2017\117-046-Aviation Hospitality Hotel\comps\traffic\Synchro\EXsat.syn Page 3 HCM 2010 TWSC 3: Sunoco East Dwy/Carlton Dr & Aviation Rd (NY 254) 117-046 Aviation Hospitality Hotel 2018 No-Build Saturday Peak Intersection Int Delay,s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol,veh/h 21 1191 8 10 996 47 11 0 22 31 0 32 Conflicting Peds,#/hr 0 0 2 2 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None None None None Storage Length 25 Veh in Median Storage,# 0 0 1 0 Grade,% 0 0 0 - 0 Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles,% 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 23 1281 9 11 1071 51 12 0 24 33 0 34 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1122 0 0 1289 0 0 1887 2473 647 1803 2452 563 Stage 1 - - 1330 1330 - 1118 1118 - Stage 2 - 557 1143 - 685 1334 Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.5 5.5 Critical Hdwy Stg 2 - - 6.5 5.5 - 6.5 5.5 Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 630 545 44 30 418 51 31 475 Stage 1 - - 166 226 - 224 285 Stage 2 - - 487 277 - 409 225 - Platoon blocked,% Mov Cap-1 Maneuver 629 544 38 27 417 45 28 474 Mov Cap-2 Maneuver - 118 116 - 45 28 - Stagel 160 218 216 270 Stage 2 427 262 371 217 Approach EB WB NB SB HCM Control Delay,s 0-2 0.4 23.9 139.8 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 226 629 544 83 HCM Lane V/C Ratio 0.157 0.036 0.02 0.816 HCM Control Delay(s) 23.9 10.9 11.8 0.3 139.8 HCM Lane LOS C B B A F HCM 95th%tile Q(veh) 0.5 0.1 0.1 4.2 Creighton Manning Engineering,LLP Synchro 8 Report N:\Projects\2017\117-046-Aviation Hospitality Hotel\comps\traffic\Synchro\NBsat.syn Page 3 HCM 2010 TWSC 3: Sunoco East Dwy/Carlton Dr & Aviation Rd (NY 254) 117-046 Aviation Hospitality Hotel 2018 Build Saturday Peak Intersection Int Delay,s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol,veh/h 21 1202 8 9 1039 47 8 0 20 31 0 32 Conflicting Peds,#/hr 0 0 2 2 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 25 - Veh in Median Storage,# - 0 0 1 0 Grade,% - 0 0 0 0 Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles,% 0 1 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 23 1292 9 10 1117 51 9 0 22 33 0 34 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1168 0 0 1301 0 0 1920 2529 653 1853 2508 586 Stage - - 1342 1342 - 1162 1162 - Stage 2 - 578 1187 - 691 1346 - Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 - 6.5 5.5 - 6.5 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.5 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 605 539 42 28 415 47 29 459 Stage 1 - 163 223 - 211 272 - Stage 2 - - 474 264 - 406 222 - Platoon blocked,% Mov Cap-1 Maneuver 604 538 36 25 414 41 26 458 Mov Cap-2 Maneuver - - 115 112 - 41 26 - Stagel 157 215 203 257 Stage 2 - 414 250 370 214 Aooroach EB WB NB SB HCM Control Delay,s 0.2 0.4 22.3 167.9 HCM LOS C F Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 238 604 538 - 76 HCM Lane V/C Ratio 0.127 0.037 0.018 0.891 HCM Control Delay(s) 22.3 11.2 11.8 0.3 167.9 HCM Lane LOS C B B A - F HCM 95th%tile Q(veh) 0.4 0.1 0.1 4.5 Creighton Manning Engineering, LLP Synchro 8 Report N:\Projects\2017\117-046-Aviation Hospitality Hotel\comps\traffic\Synchro\BUsat.syn Page 3 HCM 2010 Signalized Intersection Summa#yAviation Mall/Greenway N &Aviation Rd (NY 254) 117-046 Aviation Hospitality Hotel 2017 Existing Saturday Peak ' 1 'r 4- 4% t \ l Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tT r 0 'i 1a 41� Volume(veh/h) 23 1039 259 75 1120 7 173 2 163 18 3 12 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 Adj Sat Flow,veh/h/In 1948 1928 1928 1852 1816 1852 1900 1881 1900 1872 1872 1872 Adj Flow Rate, veh/h 23 1060 0 77 1143 7 177 2 145 18 3 8 Adj No.of Lanes 1 2 1 1 2 0 1 1 0 0 1 0 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, % 0 1 1 0 2 2 0 1 1 0 0 0 Cap, veh/h 119 1855 830 168 1890 12 350 3 250 156 35 37 Arrive On Green 0.06 0.51 0.00 0.10 0.54 0.54 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow,veh/h 1855 3664 1639 1764 3517 22 1424 22 1578 392 224 235 Grp Volume(v),veh/h 23 1060 0 77 561 589 177 0 147 29 0 0 Grp Sat Flow(s),vehlh/In 1855 1832 1639 1764 1726 1813 1424 0 1599 851 0 0 Q Serve(g_s),s 0.7 12.5 0.0 2.6 13.9 13.9 1.6 0.0 5.3 0.1 0.0 0.0 Cycle Q Clear(g_c),s 0.7 12.5 0.0 2.6 13.9 13.9 7.0 0.0 5.3 5.4 00 0.0 Prop In Lane 1.00 1.00 1.00 0.01 1.00 0.99 0.62 0.28 Lane Grp Cap(c),veh/h 119 1855 830 168 927 974 350 0 253 228 0 0 V/C Ratio(X) 0.19 0.57 0.00 0.46 0.60 0.60 0.51 0.00 0.58 0.13 0.00 0.00 Avail Cap(c_a),veh/h 594 2935 1313 565 1382 1452 924 0 897 560 0 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 1.00 Upstream Filter(]) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 27.7 10.7 0.0 26.7 9.9 9.9 25.0 0.0 24.4 22.6 0.0 0.0 Incr Delay(d2),s/veh 0.3 0.6 0.0 0.7 1.4 1.3 0.4 0.0 0.8 0.1 0.0 0.0 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 0.4 6.5 0.0 1.3 6.9 7.2 2.9 0.0 2.4 0.4 0.0 0.0 LnGrp Delay(d),s/veh 28.0 11.3 0.0 27.4 11.3 11.2 25.4 0.0 25.1 22.7 0.0 0.0 LnGrp LOS C B C B B C C C Approach Vol,veh/h 1083 1227 324 29 Approach Delay,s/veh 11.7 12.2 25.3 22.7 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 10.9 36.6 14.9 9.0 38.5 14.9 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 20.0 50.0 35.0 20.0 50.0 25.0 Max Q Clear Time(g_c+I1),s 4.6 14.5 9.0 2.7 15.9 7.4 Green Ext Time(p-c),s 0.1 17.1 0.9 0.1 17.6 0.9 Intersection Summary HCM 2010 Ctrl Delay 13.7 HCM 2010 LOS B Creighton Manning Engineering, LLP Synchro 8 Report N:1Projects120171117-046-Aviation Hospitality HotellcompsltrafficlSynchrolEXsat.syn Page 1 HCM 2010 Signalized Intersection SummatyAviation Mall/Greenway N & Aviation Rd (NY 254) 117-046 Aviation Hospitality Hotel 2018 No-Build Saturday Peak Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'S tT r 'S +T- 'f 1� 4+ Volume(veh/h) 23 1056 262 76 1138 7 175 2 165 18 3 12 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 Adj Sat Flow,veh/hlln 1948 1928 1928 1852 1816 1852 1900 1881 1900 1872 1872 1872 Adj Flow Rate,veh/h 23 1078 0 78 1161 7 179 2 147 18 3 8 Adj No.of Lanes 1 2 1 1 2 0 1 1 0 0 1 0 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,% 0 1 1 0 2 2 0 1 1 0 0 0 Cap, veh/h 117 1866 835 166 1899 11 350 3 253 155 35 37 Arrive On Green 0.06 0.51 0.00 0.09 0.54 0.54 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1855 3664 1639 1764 3517 21 1424 21 1578 392 220 233 Grp Volume(v),vehlh 23 1078 0 78 570 598 179 0 149 29 0 0 Grp Sat Flow(s),vehlhlln 1855 1832 1639 1764 1726 1813 1424 0 1599 845 0 0 Q Serve(g_s),s 0.7 13.0 0.0 2.7 14.4 14.4 1.7 0.0 5.5 0.1 0.0 0.0 Cycle Q Clear(g_c),s 0.7 13.0 0.0 2.7 14.4 14.4 7.2 0.0 5.5 5.6 00 0.0 Prop In Lane 1.00 1.00 1.00 0.01 1.00 0.99 0.62 0.28 Lane Grp Cap(c),veh/h 117 1866 835 166 932 979 350 0 256 227 0 0 V/C Ratio(X) 0.20 0.58 0.00 0.47 0.61 0.61 0.51 0.00 0.58 0.13 0.00 0.00 Avail Cap(c_a),veh/h 585 2891 1293 557 1362 1430 908 0 883 548 0 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 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 28.2 10.8 0.0 27.2 10.0 10.0 25.3 0.0 24.6 22.9 0.0 0.0 Incr Delay(d2),slveh 0.3 0.6 0.0 0.8 1.4 1.3 0.4 0.0 0.8 0.1 0.0 0.0 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 0.4 6.6 0.0 1.3 7.2 7.5 3.0 0.0 2.5 0.4 0.0 0.0 LnGrp Delay(d),s/veh 28.5 11.4 0.0 28.0 11.4 11.3 25.8 0.0 25.4 23.0 0.0 0.0 LnGrp LOS C B C B B C C C Approach Vol,veh/h 1101 1246 328 29 Approach Delay,s/veh 11.8 12.4 25.6 23.0 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 10.9 37.3 15.1 9.0 39.2 15.1 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 20.0 50.0 35.0 20.0 50.0 25.0 Max Q Clear Time(g_c+ll),s 4.7 15.0 9.2 2.7 16.4 7.6 Green Ext Time(p-c), s 0.1 17.3 0.9 0.1 17.9 0.9 Intersection Summary HCM 2010 Ctrl Delay 13.9 HCM 2010 LOS B Creighton Manning Engineering, LLP Synchro 8 Report N:1Projects120171117-046-Aviation Hospitality HotellcompsltrafficlSynchrolNBsat.syn Page 1 HCM 2010 Signalized Intersection Summa#yAviation Mall/Greenway N &Aviation Rd (NY 254) 117-046 Aviation Hospitality Hotel 2018 Build Saturday Peak '# --. -'V 4, k -4\ t /W �► Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ft r 'i +T. 'i T, 4� Volume(veh/h) 23 1065 262 76 1149 7 206 2 165 18 3 12 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 Adj Sat Flow,veh/h/In 1948 1928 1928 1852 1816 1852 1900 1881 1900 1872 1872 1872 Adj Flow Rate,veh/h 23 1087 0 78 1172 7 210 2 147 18 3 8 Adj No.of Lanes 1 2 1 1 2 0 1 1 0 0 1 0 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, % 0 1 1 0 2 2 0 1 1 0 0 0 Cap,veh/h 112 1836 821 161 1871 11 373 4 285 170 37 46 Arrive On Green 0.06 0.50 0.00 0.09 0.53 0.53 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1855 3664 1639 1764 3517 21 1424 21 1578 454 207 252 Grp Volume(v),veh/h 23 1087 0 78 575 604 210 0 149 29 0 0 Grp Sat Flow(s),veh/h/In 1855 1832 1639 1764 1726 1813 1424 0 1600 913 0 0 Q Serve(g_s),s 0.8 13.9 0.0 2.8 15.5 15.5 3.3 00 5.6 0.1 0.0 0.0 Cycle Q Clear(g_c),s 0.8 13.9 0.0 2.8 15.5 15.5 9.0 00 5.6 5.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.01 1.00 0.99 0.62 0.28 Lane Grp Cap(c),veh/h 112 1836 821 161 918 964 373 0 289 253 0 0 V/C Ratio(X) 0.21 0.59 0.00 0.48 0.63 0.63 0.56 0.00 0.52 0.11 0.00 0.00 Avail Cap(c_a),veh/h 561 2770 1239 534 1305 1370 869 0 847 523 0 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 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 29.6 11.7 0.0 28.6 10.9 10.9 25.8 0.0 24.5 22.7 0.0 0.0 Incr Delay(d2),s/veh 0.3 0.7 0.0 0.8 1.5 1.4 0.5 0.0 0.5 0.1 0.0 0.0 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 0.4 7.1 0.0 1.4 7.6 7.9 3.7 0.0 2.5 0.4 0.0 0.0 LnGrp Delay(d),s/veh 29.9 12.4 0.0 29.4 12.4 12.3 26.3 0.0 25.0 22.8 0.0 0.0 LnGrp LOS C B C B B C C C Approach Vol,veh/h 1110 1257 359 29 Approach Delay,s/veh 12.7 13.4 25.8 22.8 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 11.0 38.1 16.9 9.0 40.2 16.9 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 20.0 50.0 35.0 20.0 50.0 25.0 Max Q Clear Time(g_c+11),s 4.8 15.9 11.0 2.8 17.5 7.7 Green Ext Time(p-c),s 0.1 17.2 1.0 0.1 17.7 0.9 Intersection Summary HCM 2010 Ctrl Delay 14.8 HCM 2010 LOS B Creighton Manning Engineering, LLP Synchro 8 Report N:\Projects\2017\1 17-046-Aviation Hospitality Hotellcompsltraffic\Synchro\BUsat.syn Page 1 Attachment E Gap Analyses C0) MMM CM In I? 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