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
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TRAFFIC VOLUMESp� Creighton
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Manning
AVIATION HOSPITALITY HOTEL
° TOWN OF QUEENSBURY, NEW YORK
PROJECT: 117-046 DATE: 04/2017 1 FIGURE: 3
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Manning
AVIATION HOSPITALITY HOTEL
° TOWN OF QUEENSBURY, NEW YORK
PROJECT: 117-046 DATE: 04/2017 FIGURE: 4
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Attachment A
Site Plan
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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 ? _
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r �r_oa �roa
Peak Hour Begins at 12:00 PM "woov
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Passenger Vehcay -+ w N
o r Heavy Veh to o(D o as o co-t
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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
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0000 , North
v Too t--+ Peak Hour Begins at 12:00 PM +—
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L Heavy Veh y o 0
NOON E + School Busses �=
ooaoF-
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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
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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
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