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Traffic report ENGINEERS d Creighton PLANNERS Manning SURVEYORS April 20, 2017 Aviation Hospitality, LLC c/o Mr. Bhavik-lariwala 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.Jariwa€a: 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). 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 existing vacant parcel via two curb cuts on Aviation Road (NY Route 254) that serve the Ambrosio Diner and the Sunoco service station. It is proposed that the existing access associated with the Ambrosio 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 provide right-in/right-out access and also r r: allow vehicles to turn left into the s - driveway. In addition, a Connector Road ` will be constructed that connects the proposed hotel and Ambrosia Diner parcels to the Aviation Mall Ring Road as shown on Aerial Photo #1. Thissr ACCEE SS connection will provide patrons of the Roca site and diner access to the signalized Aviation Road/Aviation Mall Road/Green Way North intersection. The project is - expected to be completed and ; operational in 2018. The study area is LoaATiON p; shown on Figure 1. Aerial Photo#f-Connector Road 2.0 Existing Conditions The traffic assessment focuses on the following unsignalized intersections on Aviation Road 2 winners Circle located in the immediate vicinity of the site access driveway. Albany,NY }2205 538.446.0396(p) 518.446.0397 [fl www.cmellp.com Mr.Bhoviklariwala April 20,2017 Page 2 of 9 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 (NYSDOT) 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 NYSDOT shows that Aviation Road currently serves approximately 25,200 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 High 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 Moll 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 TW LTL 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. Transit Accommodations and Pedestrians/Bicyclists Transit service in the study area is operated by Greater Glens Fa lis 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 Mr.Bhavik lariwala April 20,2017 Page 3 of 9 Apartments/Wolmart while Route 12 turns around at Burke Drive to serve Montcalm Apartments. Two pedestrians were observed using the existing sidewalks on Aviation Road 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 study area intersections on Saturday, March 25, 2017 during the peak period from 12:00 to 1:30 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. 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,91h 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 forthe AM, PM,and Saturday peak hours. Table 1—Trip Generation Summary Land Use AM Peak Hour PM Peak Hour Saturday Peak hour Enter Edt-1 Total Enter Exit Total Enter Exit Total Hotel-92 Units 29 20 49 28 27 55 38 30 58 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. The trip generation Mr.BhovikJariwola April 20,20I7 poge 4 0f9 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 Adirondack/Glens 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 SF 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 over the next year prior to the construction of the proposed project. 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(H CM). Table 2 summarizes the results of the level of service calculations for the proposed project. The detailed level of service analyses are included under Attachment D. Mr.Bhavik Jarlwolo Aprrf 20,2017 Page 5 of 9 Table 2—Level of Service Summary Saturday Peak Hour Intersectlon Control 2017 2018 2818 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(0.4) Speedway Driveway NB LTR D(29.1) D(30.0) C{19.1} Sunoco West Driveway SB LTR I 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.S) B(11,8) Sunoco East Driveway NB LTR C(23.3) C(23.9) C(22.3) Carlton Drive SB LTR F(124) F(140) _L(L68) Ll=unsignalized controlled 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) 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 S. 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 LDS 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 LOS 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 Mr.BhavikJariwala April 20,2017 Page&of 9 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 Dimer. No mitigation is recommended at this intersection after site development. ■ Aviation Road Carlton Drive Sunoco West Drivewa — The level of service summary indicates that the eastbound and westbound Aviation Road left turn movements currently operate at LOS 6 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 levels 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 higher vehicle 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 1-87 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 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. 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_Ana_lysis 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 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 Mr.Fhavikloriwala Apri120,20I7 Page 7 of 9 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 Gaps Needed For Gaps Needed for Gaps Needed for 1 Left Turn In Z Left Turns 1n 3 Left Turns In Total Gaps Time 4.1 sec—6.2 sec 6.3 sec—8.4 sec >8.5 ser. 12:00—1:00 PM 57 22 43 122 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 5ynchro 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 TW LTL on Aviation Road. ■ Right Turns from Site Driveway onto Aviation }load — 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 Needed fort 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 >13.5 sec 12:00—1:00 PM 20 15 11 56 The available gaps can 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. Based on the above analysis, there are an adequate number of available gaps to serve the Mr.Bhovik lariwala April 20,20I7 Page 8of9 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 Ambrosia Diner and the Sunoco service station. It is proposed that the existing access associated with the Ambrosia 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 drivewayon Aviation Road 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. In addition, a Connector Road will be constructed that connects the proposed hotel and Ambrosia 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 58 vehicle trips during the Saturday peak hour.The trip generation assessment confirms thatthe 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 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 forth 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.Afield 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. The results of the traffic evaluation indicates that the proposed hotel can be adequately served by the proposed reconstruction of the site driveway, the construction of the proposed Mr.BhovikJariwala Apri)20,2027 Poge 9 of 9 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 Mark A.Sargent, P.E. Project Manager Senior Traffic Engineer N:\Projects\2017\117-046-Aviation Hospitality Hoteildocuments\117046_itr rpt_20170420.docx S fd , � m 14 m 'Drive Greenv�ay �- � a � w g°r°00 m A�.]---- 0-7 Aviation Road + 254 ADIRONDACK o O U cLI � PROJECT � �° 'r e• cL m o �� �� AVIATION �- �� a1 inch 200 feet o 0 50 100 200 300 � 400 STUDY AREA INTERSECTIONS e 0 PROJECT LOCATION Creighton 2 r Mannino z AVIATION HOSPITALITY HOTEL TOWN OF QUEENSBURY, NEW YORK PROJECT: 117-046 1 DATE: 4/2017 FIGURE: 1 a 2017 EXISTING Q� o L� z Lu 0 W J a m Q U L9 L47 4---1039 m o m X1011 M o M 4---979 AVIATION RD X14 1 1►�2 1 X10 254 1178 F" 1�*1 1 F" 21�t 1 18-�, N 1195--P- °DOM 1172 o N 11� 8� a a p p � a �a O� O� mw zU) zcn ¢o co 3: =)< 2018 NO-BUILD Q� o 0o z w0 W J a a U U L9 L47 —1056 M o m X1028 M o M —996 AVIATION RD X14 1 1►�2 41 1 L. 10 254 1197 F" 1�*1 1 F' 21�~ 1 18� N 1214 °DOM 1191 o N 11� 8� a a U)p Oa Ofl� p O U 00 Of Lu O mW zU) zc~n c�z =)W 7)Q Qp U) U)Lu TRAFFIC VOLUMESp� Creighton s Manning AVIATION HOSPITALITY HOTEL ° TOWN OF QUEENSBURY, NEW YORK �PROJECT: 1 17046DATE: 04/2017 FIGURE: 2 TRIP DISTRIBUTION Q� o L� z Lu O W J a a m Q U L L —(70%) 4---30%(70%) 4---30%(70%) AVIATION RD 1--30% 1 � 1 � *11 F" ~ 1 F" 254 F" 70%� o (30%)--P� (30%)--I� M mi Q p p U � as O� O� mw zUz(n ¢o co =)< ENTERING (EXITING) TRIP ASSIGNMENT Q� o 0o z w O W J a a U U L L —(21) X11 (21) X11 (21) AVIATION RD X11 l L► 41 1 L►� 254 27-� (s)— (9)— mi —il Q ofl� p O U 00 asO� O mW zU) z(~n c�z =)W 7)Q Qp (153: WLu 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 Q� o 0oz w U W J a U) Q U L9 L47 4---1077 A 0 cry 4---1070 M 0 M 4---1039 AVIATION RD 1--28 � L►1--0 1 L►1--9 254 1197 F" 1�*11 F" 21�~ 1 45—� 1225 o 1202 cli A ❑ ❑ ww O� O� mz zw zcn TRAFFIC VOLUMESp� Creighton s Manning AVIATION HOSPITALITY HOTEL ° TOWN OF QUEENSBURY, NEW YORK PROJECT: 117-046 DATE: 04/2017 FIGURE: 4 Q � . � ' E 00 ) G)2 / O . . � // - 0� F- D (2 < 7� \ \\ §2 = \( / §ttj - LL \o <{ . e .� . . -f � a � - , % | .+ 7 ��� _ k » 2 � « � � � - | i i 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 I I = F: ID ID .......... . C Ll BOHLER E N G I N E E HI N G 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 ighron 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) Northbound Southbound Eastbound Westbound Start Time Left Thru Right App.Total Left I Thru Right I Aoo Tolal Left Thru Right I ADD.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 15 626 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 0 22 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 01 0 %school Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 Carillon OnVe Out In Total 68 3 131 0 0 0 0 0 0 6 131 32 0 31 0 0 0 0 0 0 32 0 31 Right Thru LaR Peak Hour Data i;;, ry, N ON CV OOr ;p iV �C) North } �r•o r �r�N Peak Hour Begins at 12:00 PM �voo� =r Y co - p r r Passenger Veh M F F r Heavy Veh �o�a moco� cn 0)n 04 a0 0 0°o t School Buses C -Sm co W �c .8 = a �xapoo N N� 9 P Ql[,Ari Q L 1 Left Thru R' ht T 0 22 0 0 0 00 22 18 33 1 p 0 0 0 0 4 18 33 51 Out In Totaf 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 Creighton .'lonninO 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 RTOT App TOW Left Thru Right RTOT yq idw Left Thru Right RTOT T w Left Thru Right RTOT f goo Tdei Inf.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 Speedway Dwy Out In Total 1I 37 47 D 0 0 p 0 0 1 37 47 3 0 i34 0 0 0 0 0 0 ol 3 0 Right Thru Left RTOT Peak Hour Data 'god roo- �� L, 0 F� J �gooom r OOOO North rnopm r o c cv t� Peak Hour Begins at 12 r C C T F- G p 0 0 0 _ a— O O t Passenger Veh r o o d Heavy Veh NOON School Busses 'S Z7—OO H O O 1 I r 0 0 0 0 0 V O O I Ll Left Thru Rlht RTOT 8 0 31 01 0 0 0 0 0 0 0 0 8 0 3 0 13 11 4 Q 0 0 o 11 a o 13 24 0,111 InTotal t'i li.il li .il !�J 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 G oul2s Printed-Passonaer Veh-Heavy Veh-School Busses _ _ Aviation Rd Aviation Rd Sunoco Dwy Speedway Dwy Eastbound Westbound Northbound Southbound Start Time Left Thru Rioht RTOT noo.Tde Left ThfU RIQLeft ThfU Righ hf RTOT 7ap,l t RTcT d, Left Thru Right inr RTOT pry 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 PM 0 0 5 0 5 1 0 0 4 0 4 1 i 0 0 0 1 0 0 120 12 22 Total 7 0 1 0 12 2 0 9 0 11 8 0 3 0 11 3 0 34 -0— 37 71 01:00 PM 1 0 1 0 2 2 0 7 0 9 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 Ip Pnsv v.n 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 0 0 0 0 0 0 School Busses 0 0 0 0 0 0 0 0 0 0 0 0 0 x snooi a�es Creighton MC, Iing 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 J ThrU I Ri hf I RTOT is+ Leff I ThrU I Right RTOT ISY Left ThrU I Ri of RTOT A n rdel Left ThrU I Right I RTOT Inr Int L! 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 %App.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 0 100 100 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 J 0 0 0 0 0 0 0 0 0 0 0 Y School Busses pee way Out In Total Li 38A 0 0 38 35 0 3 0 0 0 0 0 0 0 0 0 35 0 3 0 R' ht Thru Left RIOT Peak Hour Data moots NOON r -J T North 0000 � Mo� t� Peak Hour Begins at 12:15 PM 4 _~ C O O O O _ru rn O O rn L Passenger Veh r +o a a Heavy Veh M o o N i School Busses w o o w p CL ooaol— - -- o_ W.7-Z2 I F+ Left Thru Ri M RTOT 7 0 3 0 0 0 0 0 0 0 0 0 7 0 :3 D [J�l 44 22 0 0 0 0 10 22 Oul InTotal 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 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 I 23.3 19.2 0600-0700 38.0 37.0 43.0 31.0 * * 9.0 II 37.3 31.6 0700-0800 36.0 42.0 44.0 * * * 12.0 I 40.7 33.5 0800-0900 72.0 66.0 60.0 * * * 39,0 I 66.0 59.3 0900-1000 86.0 110.0 101.0 * * * 72.0 I 99.0 92.3 1000-1100 125.0 129.0 179.0 * * * 212.0 I 144.3 161.3 1100-1200 199.0 163.0 190.0 * * * 313.0 184.0 216.3 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 f 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 I 145.7 139.2 )0-2100 105.0 107.0 116.0 * * 135.0 49.0 If 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 i 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 j 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 4 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 11351.3 1508.5 0600-0000 1380.0 1296.0 1459.0 * * * 1519.0 11377.6 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 I 0.8 0.8 0200-0300 0.0 2,0 2.0 4.0 * * 2.0 I 2.0 2.0 0300-0400 1.0 2.0 6.0 7.0 * * 0.0 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 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 86.3 115.8 1200-1300 120.0 87.0 107.0 * * 175.0 186.0 104.7 135.0 1300-1400 87.0 92.0 93.0 * * 221.0 196.0 I 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 * * 179.0 146.0 112.0 132.2 1600-1700 139.0 110.0 136.0 * * 141.0 103.0 I 128.3 125.8 1700-1800 94.0 96.0 122.0 * * 142.0 81.0 I 104.0 107.0 1800-1900 98.0 75.0 91.0 * * 135.0 59.0 I 88.0 91.6 'QOO-2000 58.0 53.0 55.0 * * 80.0 20.0 i 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 I 5.7 6.6 2300-2400 2.0 5.0 2.0 * * 2.0 3.0 I 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 1 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 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 Energy vMult n * vMult 0 - 5 0 0.0% 0 0.0% 13893 100.0 0.00 0.00 0.00 5 - 10 I 297 2.1% 297 2.1% 13596 97.9% 0.00 [ 0.00 0.00 10 - 15 4540 32.7% 4837 34.89- 9056 65.2% 0.00 1 0.00 0.00 15 - 20 7629 54.9°% 12466 89.7% i 1427 10.3% 0.00 k 0.00 0.00 20 - 25 1358 9.8% 13824 99.5°% I 69 0.516 0.00 1 0.00 0.00 25 - 30 48 0.3% 13872 99.8% 21 0.2% 0.00 1 0.00 0.00 30 - 35 8 0.1% 13880 99.9% I 13 0.196 0.00 I 0.00 i 0.00 35 - 40 5 0.0% I 13885 99.9% 8 0.19. I 0.00 0.00 0.00 40 - 45 0 0.0% 1 13885 99.9% I 8 0.1% [ 0.00 0.00 0100 45 - 50 3 0.01-. I 13888 100.0% 5 0.0% I 0.00 0.00 0.00 50 - 55 0 0.0% 13888 100.0% 5 0.0% [ 0.00 0.00 I 0.00 55 - 60 4 0.0% 13892 100.0% 1 0.0% 1 0.00 0.00 I 0.00 60 - 65 0 0.0% 13892 100.0% 1 0.0% +f 0.00 0.00 I 0.00 65 - 70 0 0.0% 13892 100.0% 1 0.0% 0.00 0.00 0.00 70 - 75 0 0.0% 13892 100.0% 1 0.0% 0.00 0.00 I 0.00 3 - 80 0 0.0% I 13892 100.0% 1 1 0.0% 0.00 0.00 0.00 d0 - 85 0 0,0% I 13892 100.0% I 1 0.0% 0.00 i 0.00 I 0;00 85 - 90 0 0.0% li 13892 100.0°% 1 0.0% 0.00 [ 0.00 I 0.00 90 - 95 1 0 0.0% I 13892 100.0% I 1 0.0% I 0.00 [ 0.00 i 0.00 95 - 100 I 1 0.0% ] 13893 100.0% 0 0.0% I 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 1 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 Energy vMult n * vMult 0 - 5 .0 0.0% 0 0.0% 7556 100.0% 0.00 0.00 0.00 5 - 10 255 3.4% 255 3.4% 7301 96.6% 0.00 I 0.00 0.00 10 - 15 3145 41.6% 3400 45.0% 4156 55.0% I 0.00 I 0.00 0.00 15 - 20 3624 48.0% 7024 93.0% I 532 7.0% 0.00 I 0.00 0.00 20 - 25 f 506 6.7% 7530 99.7% 26 0.3% 0.00 I 0.00 0.00 25 - 30 17 0.2% 7547 99.9% I 9 0.1% 0.00 0.00 I 0.00 30 - 35 3 0.0% 7550 99.9°% 6 0.1% 0.00 0.00 0.00 35 - 40 I 2 0.0% 7552 99.9% I 4 0.1% 0.00 0.00 I 0.00 40 - 45 I 0 0.0% 7552 99.9% 4 0.1% 0.00 0.00il! 0.00 45 - 50 I 2 0.0% 7554 100.0% I 2 0.0% I 0.00 0.00 0.00 50 - 55 I 0 0.0% I 7554 100.0% I 2 0.0% 0.00 0.00 + 0.00 55 - 60 2 0.0% 7556 100.0% I 0 0.0% I 0.00 0.00 {{ 0.00 60 - 65 0 0.0% 7556 100.0% I 0 0.0% I 0.00 0.00 0.00 65 - 70 0 0.0% 7556 100.0% I 0 0.0% 0.00 0-00 0.00 70 - 75 0 0.0% 1 7556 100.0% 0 0.0% 0,00 iI 0.00 0.00 5 - 80 0 0.0% 1 7556 100.0% 1 0 0.0% 0,00 0.00 0.00 do 85 0 0.0% 1 7556 100.0% 1 0 0.0% 0.00 0.00 0.00 85 90 1 0 0.0% 7556 100.0% 1 0 0.0% 0.00 0.00 0.00 90 - 95 1 0 0.0% , 7556 100.0°% 1 0 0.0% 0.00 I 0.00 I 0.00 95 - 100 1 0 0.0% I 7556 100.0% I 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% 1 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 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 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 Major/Minor Maiori Maior2 Minora 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 Maiorl 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 EBH 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 Maior/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 Stages - - - - - 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 EE WB NB SB HCM Control Delay,s 0 0 29.1 14.6 HCM LOS D i3 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 Major/Minor Majorl Maior2 Minora Minor2 Conflicting Flow All 1115 0 0 1317 0 0 1870 2432 659 1770 2434 558 Stages - - - - 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 Stages - 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 Maior/Minor Maiorl Maior2 Minorl Minor2 Conflicting Flow All 1160 0 0 1329 0 0 1900 2485 665 1816 2486 580 Stage - 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 - - 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 Major/Minor Maiorl Major2 Minorl Minor2 Conflicting Flow All 1103 0 0 1269 0 0 1858 2435 636 1774 2413 554 Stage 1 - - - - - 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 1 - - 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 0.2 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 Maior/Minor Maiorl Maior2 Minora 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 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 Stage 1 160 218 216 270 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 Maior/Minor Maiorl Maior2 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 - Stage 1 157 215 203 257 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/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 238 604 538 76 HCM Lane WC 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 Attachment E Gap Analyses C0) MMM CM In I? 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