HomeMy WebLinkAbout20230032 Crescent & Jefferson Site Plan Traffic AssessmentENGINEERS
PLANNERS May 2, 2019
SURVEYORS
Mr. Dan Hershberg, P.E. & L.S.
Hershberg & Hershberg
18 Locust Street
Albany NY 12203
� Creighton
� Manning
RE: Traffic Assessment, Saratoga Affordable Housing, Bunny Lake Drive, City of Saratoga
Springs, Saratoga County, New York; CM Project No. 118-256
Dear Mr. Hershberg,
Creighton Manning Engineering, LLP has completed a traffic assessment for the proposed
Saratoga Affordable Housing project located in the northwest quadrant of the Crescent
Avenue/Bunny Lake Drive intersection in the City of Saratoga Springs. This evaluation is based
on information provided in the "Proposed Site Plan," last revised by Hershberg & Hershberg
on May 24, 2018 (See Attachment A). The project location is shown on Figure 1.
1.0 Project Description
The proposed project involves the construction of a residential apartment development with
192 total units. The project will be developed in two phases that both include the construction
of a four story building with 96 units each. A separate full access driveway will be provided for
each building that will intersect Bunny Lake Drive north of Crescent Avenue. Phase 1 of the
project is anticipated to be constructed and occupied in 2021 while Phase 2 of the project will
be constructed and occupied in 2023.
2.0 Existing Conditions
Roadways Serving the Site
Crescent Avenue (County Road 22) is primarily an east -west roadway that travels from US
Route 9 to Union Avenue and is classified as an urban major collector in the vicinity of the site.
Crescent Avenue provides one 11-foot wide travel lane in each direction with three to four -
foot wide paved shoulders. An approximate 160 foot long sidewalk is provided on the south
side of Crescent Avenue near US Route 9 in front of the Saratoga Honda car dealership. In
addition, an approximate 700 foot long sidewalk is also provided on the south side of Crescent
Avenue along the Four Winds Hospital property. The posted speed limit is 35-mph. Traffic
volume data recorded by the New York State Department of Transportation (NYSDOT) shows
that Crescent Avenue currently serves approximately 5,740 vehicles per day (vpd) near US
Route 9 while the 85th percentile speed was measured to be approximately 48-mph near
Jefferson Street. Land uses along Crescent Avenue in the project vicinity include a mix of
commercial (Saratoga Honda and the Saratoga Casino and Raceway), educational/medical
(Four Winds Hospital), residential, or undeveloped land. Crescent Avenue provides access to a
southbound entrance ramp to Interstate 87 (1-87).
Bunny Lake Drive is a private road that provides direct access to the Saratoga Casino and
Raceway. Bunny Lake Drive is approximately 24 to 28-feet wide and provides a single travel
lane in each direction with no paved shoulders. There are no sidewalks along Bunny Lake Drive
2 Winners Circle
and the city speed limit of 30-mph would apply to this roadway. Traffic volume data recorded
Albany, NY 12205
518.446.0396 (p)
518.446.0397 (f)
www.cmelip.com
Mr. Dan Hershberg
May 2, 2019
Page 2 of 11
by the Creighton Manning shows that Bunny Lake Drive currently serves approximately 1,850
vehicles per day (vpd) while the 85th percentile speed was measured to be approximately 30-
mph north of Crescent Avenue. Land along Bunny Lake Drive is undeveloped with the
exception of the Saratoga Casino and Raceway.
Study Area Intersections
• US Route 9/Crescent Avenue intersection — This is a three-way intersection operating
under an actuated traffic signal. The northbound US Route 9 approach provides two
through lanes with shared right -turn movements while the southbound US Route 9
approach provides an exclusive left turn lane and two through lanes. The westbound
Crescent Avenue approach provides a single lane for shared left and right turn movements.
A multi -use path is provided on the eastbound approach to the intersection that provides
direct access into the Saratoga Spa State Park. Marked crosswalks and pedestrian
countdown timers and indicators are provided on the north and east legs of the
intersection. An approximate 60 foot long sidewalk is provided on the west side of US
Route 9 that connects the marked crosswalk to the multi -use path while an approximate
150 foot long sidewalk is provided on the south side of Crescent Avenue. In addition, a
sidewalk is provided on the east side of US Route 9.
• Crescent Avenue/Bunny Lake Drive -This is a three-way intersection operating under stop -
sign control on the southbound Bunny Lake Drive approach. A single lane is provided on
each intersection approach for shared travel movements with no marked pedestrian
crosswalks.
• Crescent Avenue/Nelson Avenue - This is a four-way intersection operating under all -way
stop -sign control. A single lane is provided on the eastbound Crescent Avenue approach
and on the northbound and southbound Nelson Avenue approaches. The westbound
Crescent Avenue approach provides a single lane for shared left-turn/though movements
and a flared right -turn lane. No marked pedestrian crosswalks are provided at this
intersection.
Transit and Pedestrians
The Capital District Transportation Authority (CDTA) provides transit service adjacent to the
site on Crescent Avenue and Bunny Lake Drive. The Saratoga Visitors Trolley line (#875) runs
between the Saratoga Courtyard Marriott and the Saratoga Casino and Raceway. This route
provides service seven days a week on approximately 30 minute headways. The nearest bus
stop associated with this route is located at the casino which is approximately 600 feet north
of the project No pedestrians or bicyclists were observed during the turning movement count
on US Route 9.
Data Collection
Turning movement counts were conducted at the following study area intersections on
Wednesday, February 13, 2019 and on Thursday, February 14, 2019 during the morning peak
period from 7:00 to 9:00 a.m. and during the afternoon peak period from 4:00 to 6:00 p.m.
which coincides with peak operating conditions of the site and adjacent street traffic:
• US Route 9/Crescent Avenue
• Crescent Avenue/Bunny Lake Drive
Mr. Dan Hershberg
May2, 2019
Page 3 of 11
• Crescent Avenue/Nelson Avenue
The existing traffic volumes were increased by a 1.143 factor based on seasonal variation
factors provided by the City of Saratoga Springs to estimate June conditions. The adjusted
traffic volumes for the AM and PM peak hours shown on Figure 2 provide base year 2019
conditions and form the basis for all traffic forecasts. The raw turning movement count data is
included under Attachment B.
3.0 Traffic Assessment
Trip Generation
Trip generation determines the quantity of traffic expected to travel to and from a given site.
The Institute of Transportation Engineers' (ITE) Trip Generation, 10th 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 for Phase 1 and
Phase 2 development of the site using land use code (LUC) 221 for Multifamily Housing (Mid -
Rise). Table 1 summarizes the trip generation estimate for the AM and PM peak hours.
Table 1—Trip Generation Summary
Land Use I Units
LUc
Peak Hour
PM Peak Hour
LE.:,:erA7M, Exit
I Total 11
Enter
I Exit
Total
Phase 1—Apartments 96
221
9 24
1 33 11
26
17
43
Phase 2 —Apartments 96
221
9 24
33
26
17
43
Total Phase 1 and Phase 2 192
18 48
66
52
34
1 86
Table 1 shows that after Phase 1 development, the site will generate 33 new trips during the
AM peak hour (9 entering and 24 exiting) and 43 new trips during the PM peak hour (26
entering and 17 exiting). After full build -out of the development, the site will generate a total
of 66 new trips during the AM peak hour (18 entering and 48 exiting) and a total of 86 new
trips during the PM peak hour (52 entering and 34 exiting). It is noted that the distribution of
travel in and out of the site will result in a maximum increase of approximately 44 new trips
on any one approach to the study area intersections. 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 that are unlikely to have impacts. The three study area intersections were included
in this assessment based on comments received from the City of Saratoga Springs Planning
Board. Additional off -site intersections were not included since the 100 vehicle trip threshold
would not be met.
Future Traffic Volumes
To evaluate the impact of the proposed development, traffic projections were prepared for
the Phase 1 (2021) and Phase 2 (2023) expected years of completion. Historical traffic volume
data found in the latest version of the Traffic Data Report, published by NYSDOT, indicates that
traffic volume growth in the vicinity of the site has varied from approximately''/< to 1%: percent
per year over the last several years. To provide a conservative estimate, traffic projections
were prepared for the anticipated year of completion by applying a 1%: percent per year
growth rate to the 2019 Existing traffic volumes. In addition to general background traffic
Mr. Dan Hershberg
May 2, 2019
Page 4 of 11
growth, vehicle trips associated with other developments in the project area were considered
when developing the No -Build traffic volumes. The City of Saratoga Springs Planning
Department indicated that the following three developments would contribute to future
background traffic volumes near the project site:
• Pet Lodge — US Route 9
• Faden Mixed -Use Development —South Broadway
0 153 South Broadway Redevelopment Project —South Broadway
The 2021 and 2023 No -Build traffic volumes are shown on Figure 3 and Figure 4 and represent
the expected traffic volumes in 2021 and 2023 without development of the Saratoga
Affordable Housing project.
Traffic generated by the proposed project was distributed to the adjacent roadways based on
existing observed travel patterns in the project area and the probable travel routes for
residents of the proposed development. In order to provide a worst -case assessment, all site
generated traffic was assigned to one site driveway on Bunny Lake Drive. It is expected that
approximately 90 percent of the proposed development traffic will travel to and from the
south on Bunny Lake Drive toward Crescent Avenue. The remaining 10 percent of site
generated traffic will travel to and from the north on Bunny Lake Drive through the Saratoga
Casino and Raceway development in order to access locations via Jefferson Street and Nelson
Avenue. The trip distribution patterns for the proposed development are shown on Figure 5
while the associated site -generated traffic volumes are shown on Figure 6 and Figure 7. The
site -generated trips were then added to the 2021 and 2023 No -Build traffic volumes, resulting
in the 2021 Build traffic volumes for Phase 1 and the 2023 Build traffic volumes for Phase 1
and 2 (Figure 8 and Figure 9).
Traffic Operations
Intersection Level of Service (LOS) and capacity analysis relate traffic volumes to the physical
characteristics of an intersection. Intersection evaluations were made using Synchro version
10 software which automates the procedures contained in the Highway Capacity Manual.
Table 2 and Table 3 summarize the results of the level of service calculations for the proposed
project for Phase 1 and Phase 2 conditions. The detailed level of service analyses are included
under Attachment C.
Mr. Dan Her5hberg
May 2, 2019
Page 5 of 11
Table 2 - Level of Service Summary (Phase 1)
Q
AM Peak Hour
PM Peak Hour
2019
2021
2022
2019
2021
2021
Intersection
t
0
u
Existing
No -Build
Build
Existing
No -Build
Build
US Route 9/Crescent Avenue
S
C (26.0)
C (26.5)
C (25.9)
C (25.6)
C (27.2)
C (27.6)
Crescent Ave WB LR
US Route 9 NB T,TR
A (9.4)
A (9.6)
A (10.0)
B (10.7)
B (11.0)
B (11.4)
US Route 9 SB L
A (5.7)
A (6.0)
A (6.3)
A (7.0)
A (7.7)
A (8.1)
T,T
A (3.3)
A (3.4)
A (3.6)
A (4.1)
A (4.3)
A (4.4)
Overall
A 7.7)
A (7.8)
A (8.2)
A (8.9)
A (9.3)
A (9.6)
Crescent Ave./Bunny Lake Dr.
U
A (7.4)
A (7.4)
A (7.4)
A (7.5)
A (7.5)
A (7.5)
Crescent Avenue EB L
Bunny Lake Drive SB LR
A (9.5)
A (9.5)
A (9.6)
B (10.1)
B (10.1)
B (10.5)
Crescent Ave./Nelson Ave.
A
A (8.6)
A (8.6)
A (8.7)
A (8.9)
A (9.0)
A (9.1)
Crescent Avenue EB LTR
Crescent Avenue WB LT
A (8.9)
A (8.9)
A (9.0)
A (8.2)
A (8.3)
A (8.3)
R
A (7.2)
A (7.2)
A (7.2)
A (7.2)
A (7.2)
A (7.2)
Nelson Avenue NB LTR
A (7.9)
A (7.9)
A (7.9)
A (7.9)
A (7.9)
A (7.9)
Nelson Avenue SB LTR
A (8.6)
A (8.6)
A (8.7)
A (8.5)
A (8.6)
A (8.6)
Overall
A (8.5)
A (8.5)
A (8.6)
A (8.5)
A (8.6)
A (8.7)
Bunny Lake Dr./Site Driveway S.
U
A (7.2)
A (7.4)
Bunny Lake Drive NB L
Site Driveway South EB LR
A (8.4)
-
A (8.7)
S, A, U =Traffic Signal, All -Way Stop, or Unsignalized intersection
EB, WB, NB, SB = Eastbound, Westbound, Northbound, and Southbound intersection approaches
L, T, R = Left -turn, Through, and/or Right -turn movements
X (Y.Y) = Level of service (Average delay in seconds per vehicle)
Table 3 - Level of Service Summary (Phase 1 and 2)
AMPeak Hour
PM Peak Hour
Intersection
11951
2019
2023
2023
2019
2023
2023
Existing
No -Build
Build
Existing
No -Build
Build
US Route 9/Crescent Avenue
S
C (26.0)
C (26.8)
C (25.9)
C (25.6)
C (27.8)
C (28.6)
Crescent Ave WB LR
US Route 9 NB T,TR
A (9.4)
A (9.7)
B (10.5)
B (10.7)
B (11.3)
B (12.1)
US Route 9 SB L
A (5.7)
A (6.2)
A (6.8)
A (7.0)
A (8.1)
A (9.2)
T,T
A (3.3)
A (3.4)
A (3.9)
A (4.1)
A (4.4)
A (4.7)
Overall
A (7.7)
A (7.9)
A (8.7)
A (8.9)
A (9.5)
B (10.3)
Crescent Ave./Bunny Lake Dr.
U
A (7.4)
A (7.4)
A (7.4)
A (7.5)
A (7.5)
A (7.6)
Crescent Avenue EB L
Bunny Lake Drive SB LR
A (9.5)
A (9.6)
A (9.8)
B (10.1)
B 10.2)
B (11.0)
Crescent Ave./Nelson Ave.
A
A (8.6)
A (8.7)
A (8.9)
A (8.9)
A (9.1)
A (9.3)
Crescent Avenue EB LTR
Crescent Avenue WB LT
A (8.9)
A (9.0)
A (9.0)
A (8.2)
A (8.3)
A (8.3)
R
A (7.2)
A (7.2)
A (7.2)
A (7.2)
A (7.2)
A (7.3)
Nelson Avenue NB LTR
A (7.9)
A (7.9)
A (8.0)
A (7.9)
A (7.9)
A (8.0)
Nelson Avenue SB LTR
A (8.6)
A (8.7)
A (8.8)
A (8.5)
A (8.7)
A (8.7)
Overall
A (8.5)
A (8.6)
A (8.7)
A (8.5)
A (8.7)17A
A (8.8)
Bunny Lake Dr./Site Driveway S.
U
--
-
A (7.2)
(7.4)
Bunny Lake Drive NB L
Site Driveway South EB LR
--
-
A (8.6)
A (8.8)
S, A, U =Traffic Signal, All -Way Stop, or Unsignalized intersection
EB, WB, NB, SB = Eastbound, Westbound, Northbound, and Southbound intersection approaches
L, T, R = Left -turn, Through, and/or Right -turn movements
X (Y.Y) = Level of service (Average delay in seconds per vehicle)
Mr. Dan Hershberg
May 2, 2019
Page 6 of 11
The impact of the project can be described by comparing the analysis of the No -Build and Build
operating conditions. The following observations are evident from this analysis:
■ US Route 9/Crescent Avenue —The level of service summary indicates that this intersection
currently operates at an overall LOS A during both peak hours with all movements
operating at LOS C or better. During No -Build conditions (2021 and 2023), this intersection
will continue to operate similar to Existing conditions during both peak hours. After build -
out of Phase 1 of the proposed development, this intersection will continue to operate at
similar levels of service as No -Build conditions with an increase in average vehicle delay
less than one second. After build -out of Phase 2, this intersection will operate at LOS A/B
during the AM and PM peak hours with an increase in average vehicle delay of
approximately one second or less. No mitigation is recommended at this intersection.
Crescent Avenue/Bunny Lake Drive — The level of service summary indicates that
southbound Bunny Lake Drive approach currently operates at LOS A/B during the AM and
PM peak hours and will continue to operate at similar levels of service through Build
conditions for both phases. A review of the eastbound left -turn movement on Crescent
Avenue indicates that this movement will continue to operate at LOS A after full build -out
of the proposed development. Mitigation at this intersection is not recommended as a
result of the project
■ Crescent Avenue/Nelson Avenue — The level of service summary indicates that this
intersection will operate at an overall LOS A during the AM and PM peak hours with all
movements operating at LOS A through full build -out of the project Mitigation at this
intersection is not recommended as a result of the project.
■ Bunny Lake Drive/Site Driveways — At full build -out of the residential development, the
eastbound Site Driveway approaches on Bunny Lake Drive are expected to operate at LOS
A during both peak hours for both Build conditions with average vehicle delays of
approximately nine seconds or less. It is recommended that the Site Driveways operate as
unsignalized intersections with a single lane entering and exiting the site with stop signs
on the exiting driveway approach. The level of service analysis also indicates that the
northbound Bunny Lake Drive left -turn movements will operate at LOS A during both peak
hours for both Build conditions.
Transit and Pedestrian Connections
The Saratoga Affordable Housing project will construct walking trails behind the apartment
buildings and along a portion of Crescent Avenue. The trails will provide access to the lower
portion of Bunny Lake Drive and to the parking lot of the Saratoga Casino and Raceway which
will enable residents of the apartment buildings to access this development without walking
on Bunny Lake Drive. It is noted that the Saratoga Greenbelt Trail is a green infrastructure plan
that will provide multi -use connections throughout the City of Saratoga Springs via existing
and new routes. The proposed Crescent Avenue Connector (shown on Diagram 1 from the
Saratoga Greenbelt Trail plan) is a proposed multi -use trail that would connect the existing
Saratoga Spa National Park trail to locations on the eastern part of the City as it crosses the
bridge over 1-87. The Crescent Avenue Connector is a shared use path that would be
constructed on the south side of the road. The plan recommends a mid -block crossing be
Mr. Dan Hershberg
May 2, 2019
Page 7 of 11
installed near the Bunny Lake Drive intersection in order to provide direct access to the
Saratoga Casino and Raceway; therefore, extending the proposed walking trails associated
with the Saratoga Affordable Housing project to Crescent Avenue at the Bunny Lake Drive
intersection should be considered. This would provide a connection to the future mid -block
crossing proposed as part of the Saratoga Greenbelt Trail. Users of the trail would then have
access to the Saratoga Affordable Housing walking trails allowing them to access the casino
parking area without traversing Bunny Lake Drive which does not have sidewalks. This is a key
component of the Saratoga Greenbelt Trail plan. It is noted that the construction of the
proposed Saratoga Affordable Housing development would not prelude the expansion of the
Saratoga Greenbelt Trail or impact the proposed recommendations.
Lp.nd'
Mid -Block
�r.a.r..
Crosswalk: New mid-
block crosswalk on s
■ Tw Parmc
Crescent Avenue will
® vrwa.aT.
'1
provide direct
ftpc mw
connection to the I i,r.
cj- o- 8 w n Wr�MMW
l ~-:
Saratoga
proposed 6
y� T
I saratoga spa
Casino and Raceway.
ur.�nvH.+n
l
State Park
E bDC"'
a<aw. aarea rry
....
.f
..� ri,a.e:ei ca.eerr
17
wJ
i
C
SPrt Aark 7ro it
A
Ane
�
slenda
GwMon Psnum
,ffi„�
- Hnnl
ryeMrr><Y rr,u ■
■
Diagram 1- Crescent Avenue Connector (West Section) proposed as part of the
Saratoga Greenbelt Trail
As noted above, a bus stop associated with the Saratoga Visitors Trolley route is provided at
the casino. Residents of the apartment complex can access the CDTA system via this bus stop.
4.0 Sight Distance Evaluation
The available intersection sight distance from the Site Driveway intersections on Bunny Lake
Drive was measured from the perspective of a motorist looking in both directions along Bunny
Lake Drive. The intersection sight distance looking straight ahead for passenger vehicles
traveling north on Bunny Lake Drive and turning left into the Site Driveways was also
measured, as illustrated in Diagram 2. The available intersection sight distance on a side street
should provide drivers a sufficient view of the intersecting highway to allow vehicles to enter
or exit the intersection without excessively slowing vehicles traveling at or near the operating
speed on the intersecting mainline.
Mr. Dan Hershberg
May 1, 2019
Page 8 of 11
Stopping sight distance (the length of
roadway ahead that is visible to the driver)
was also measured on Bunny Lake Drive at the
Site Driveways. The available stopping sight
distance on a roadway should be of sufficient
length to enable a vehicle traveling at or near
the operating speed to stop before reaching a
stationary object in its path. The following
diagram illustrates these sight distance
measurements.
C,= S; NT DeSTANCE
L 00i ING 5, R AIGHT
SSD _ STrWiNG 51W D1STWE 3SD = STWIRG SIGN T
I DISTANCti
- L�' --0
L11E Cr SIGH', = n LINE F SiGHT
513-T DISTANCT D�= S:GHi DISTANCE
"ISC !EFT LCDRING a:GHr
Diagram #2 - Intersection and Stopping Sight Distance I
Speed data collected by Creighton Manning
(included under Attachment B) indicates the 85th percentile speed on Bunny Lake Drive is 30-
mph. The available sight distances were compared to the guidelines presented in AASHTO A
Policy on Geometric Design of Highways and Streets, 2011 and NYSDOT design guidance (EB
17-007) for the 30-mph operating speed on Bunny Lake Drive and are summarized in Table 4.
Table 4 — Sight Distance Summary (Feet)
Intersection
Intersection Sight Distance '
Stopping Sight
Distance'
Right -Turn Left -Turn from left-Tum from
from Site Driveway Bunny lake
Site Driveway Looking Looking Drive
I
SSDna
SSDSe
(Do Left (Da• Right (DR)' (DS)
Bunny Lake Dr/
Available
140 [>300]
140 [>300]
370
200 [>300]
285
380
Site Driveway N.
Recommended'
290
335
335
245
175
175
Bunny Lake Dr/
Available
395
395
445
405
420
380
Recommended'
290
335
335
245
175
175
Site Driveway S.
1= Intersection sight distance is measured at 14.5 feet back from the travel way at an eye height of 3.5-ft and object height of 3.5-ft.
2 = Stopping sight distance measured for a 2-foot object located in the path of northbound and southbound vehicles on Bunny Lake Dr.
3 = Sight distance measurements are compared to AASHTO recommended distances for a 30-mph operating speed on Bunny Lake Dr.
XX [XX] = Available Sight Distance [Sight Distance with Removal of Vegetation]
The sight distance analysis indicates the following:
Mr. Dan Hershberg
May Z 2019
Page 9 of 11
• Site Driveway North — The sight
distance analysis indicates that the
available intersection sight distance
looking right to make a left turn from
the Site Driveway and the available
stopping sight distances at the
proposed Site Driveway intersection
meet AASHTO guidelines for the 30-
mph operating speed. The available
intersection sight distance looking left
to make a left or right turn from the Site
Driveway (Photograph #1) and looking
straight along Bunny Lake Drive to
make a left turn into the site are limited
by existing vegetation. It is
recommended that the trees and brush
located approximately 30 feet from the
edge of pavement be cleared in order
to maximize sight lines. It is noted that
the available sight distance looking left
and looking straight on Bunny Lake
Drive will increase by approximately
100 to 160 feet which will meet
AASHTO guidelines in order to make a
right turn from the Site Driveway and to
turn left into the site from Bunny Lake
Drive; however, the sight distance
looking left to make a left -turn from the
Site Driveway may still be less than the
recommended guideline by
approximately 35 feet due to parking
located within the Saratoga Casino and
Raceway parking lot.
Photograph #1—Sight Distance Looking Left
® = Intersection Sight Distance Looking Left
NONEEE
MEENIONNUMENEW
Figure 2C-101 found in the New York 0
State Supplement (NYS Supplement) to 0 5 10 ]s 20 25 30 35 40 45 50 55 60
the National Manual for Uniform E5th PercentHe0.yA &Speed (mph)
Traffic Control Devices (NMUTCD) Figure 2C-101— Guide for Intersection Warning Sign
provides guidance for the installation
of "Intersection Warning" signs as mitigation for sight distance. A review of Figure 2C-101
(see figure) indicates that the available sight distance looking to the left at the Site
Driveway is less than desirable, but not critically limited; therefore, an "Intersection
Warning" sign is not needed.
• Site Driveway South — The sight distance analysis indicates that the available intersection
and stopping sight distances at the southern Site Driveway intersection meet AASHTO
65 7o
Mr. Dan Hershberg
May 2, 2019
Page 10 of 11
guidelines for the 30-mph operating speed. No sight distance related mitigation is
recommended.
It is recommended that any proposed vegetation and/or signage related to the site be placed
a minimum of 15-feet back from the edge of the travel lane so that adequate sight lines are
maintained along the site frontage on Bunny Lake Drive.
5.0 Conclusions
The proposed project includes construction of a residential apartment development with 192
total units. The project will be developed in two phases that both include the construction of
a four story building with 96 units each. The development is expected to generate 66 new
vehicle trips during the AM peak hour and 86 new vehicle trips during the PM peak hour after
full build -out of the site. A separate full access driveway will be provided for each building that
will intersect Bunny Lake Drive north of Crescent Avenue. Phase 1 of the project is anticipated
to be constructed and occupied in 2021 while Phase 2 of the project will be constructed and
occupied in 2023. The following is noted regarding the proposed project:
• The US Route 9/Crescent Avenue intersection will operate at acceptable levels of
service through Phase 2 Build conditions during both peak periods. No capacity related
mitigation is recommended at this intersection as a result of the proposed project.
• The unsignalized intersections on Crescent Avenue at Bunny Lake Drive and Nelson
Avenue will operate at acceptable levels of service through Phase 2 Build conditions
during both peak periods. No capacity related mitigation is recommended as a result
of the proposed project.
• Acceptable operating conditions will be provided at the site driveway intersections on
Bunny Lake Drive as unsignalized intersections with single lanes entering and exiting
the site and stop signs on the exiting approaches.
• Walking trails will be constructed behind the apartment buildings and along a portion
of Crescent Avenue. The trails will provide access to the lower portion of Bunny Lake
Drive and to the parking lot of the Saratoga Casino and Raceway which will enable
residents of the apartment buildings to access this development without walking on
Bunny Lake Drive. The extension of the proposed walking trails associated with the
Saratoga Affordable Housing project to Crescent Avenue at the Bunny Lake Drive
intersection should be considered. This would provide a connection to the future mid -
block crossing proposed as part of the Saratoga Greenbelt Trail. Users of the trail
would then have access to the Saratoga Affordable Housing walking trails allowing
them to access the casino parking area without traversing Bunny Lake Drive which
does not provide sidewalks.
■ Residents of the apartment complex can access the CDTA system via a bus stop
associated with the Saratoga Visitors Trolley route provided at the casino.
• The sight distance analysis indicates that the available intersection and stopping sight
distances at the proposed southern Site Driveway intersection on Bunny Lake Drive
meet AASHTO guidelines for the operating speed.
• The available intersection sight distance at the northern Site Driveway on Bunny Lake
Drive looking left to make a left or right turn from the Site Driveway and looking
straight along Bunny Lake Drive to make a left turn into the site are limited by existing
vegetation. It is recommended that the trees and brush located approximately 30 feet
from the edge of pavement be cleared in order to maximize sight lines. No additional
Mr. Dan Hershberg
May 2, 2019
Page 11 of 11
mitigation is recommended at the northern Site Driveway.
• It is recommended that any proposed vegetation and/or signage related to the site be
placed a minimum of 15-feet back from the edge of the travel lane so that adequate
sight lines are maintained along the site frontage on Bunny Lake Drive.
Please call our office if you have any questions or comments regarding the above analysis.
Respectfully submitted,
Creighton Manning Engineering, LLP
Mark D. Nadolny
Associate
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SARATOGA AFFORDABLE HOUSING
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0
Attachment A
Site Plan
Saratoga Affordable Housing
City of Saratoga Springs, New York
)ISO), M3N
t S -�s 30 31VIS 'VDOIYdYS 30 AiNnoo
'SON18dS VDOIVSVS JO LLID
9-9-00*6L1 # dVI4 XVI
ll� NVId RM IS Odoikl du
No X.
31iY
Attachment B
Turning Movement Counts and Automatic Traffic Recorders
Saratoga Affordable Housing
City of Saratoga Springs, New York
Saratoga Affordable Apartments - TMC
Wed Feb 13, 2019
Full Length (7 AM-9 AM, 4 PM-6 PM)
All Classes (Lights, Articulated Trucks and Single -Unit Trucks, Buses, Pedestrians,
Bicycles on Road, Bicycles on Crosswalk)
AllMovements
ID: 619917, Location:43.058674,-73.787797, Site Code:118-256
Creighton
50 Manning
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
Leg
Direction
US Route 9
Southbound
Crescent Ave
Westbound
1US Route 9
Northbound
'Time
T
L
U
App Ped`
R
L
U
App Ped-
R
T
U
App Ped*
Int
2019-02-13 4:OOPM
167
22
0
189 0
28
10
0
38 0
20
151
0
171 0
398
4:15PM
156
26
0
182 0
13
14
0
27 0
37
146
0
183 0
392
4:30PM
190
17
0
207 l
33
13
0
46 0
34
173
0
207 0
460
4:45PM
192
26
0
218 0
24
11
0
35 0
25
196
1
222 0
475
Hourly Total
705
91
0
796 0
98
48
0
146 0
116
666
1
783 0
1725
5:OOPM
229
21
0
250 0
26
15
0
41 0
34
191
0
225 0
516
5:15PM
198
21
0
219 0
14
9
0
23 0
34
242
0
276 (I
518
5:30PM
141
34
0
175 0
17
9
0
26 0
33
178
0
211 0
412
5:45PM
122
34
0
156 0
29
6
0
35 0
36
195
0
231 0
422
Hourly Total
690
110
0
800 0
86
39
0
125 0
137
806
0
943 0
1868
6:OOPM
1
0
0
1 0
0
0
0
0 0
0
2
0
2 0
3
Hourly Total
1
0
0
1 0
0
0
0
0 0
0
2
0
2 0
3
2019-02-14 7:OOAM
189
21
0
210 0
6
5
0
11 0
14
125
0
139 0
360
7:15AM
182
14
0
196 0
18
3
0
21 0
7
148
0
155 0
372
7:30AM
180
20
0
200 0
27
8
0
35 0
15
187
0
202 0
437
7:45AM
155
24
0
179 0
18
5
0
23 0
15
236
0
251 0
453
Hourly Total
706
79
0
785 0
69
21
0
90 0
51
696
0
747 0
1622
8:00AM
192
20
0
212 0
19
4
0
23 D
15
144
0
159 0
394
8:15AM
161
18
0
179 0
14
7
0
21 0
28
165
0
193 0
393
8:30AM
153
19
0
172 0
14
9
0
23 0
33
162
0
195 0
390
8:45AM
138
21
0
159 0
25
4
0
29 0
36
186
0
222 0
410
Hourly Total
644
78
0
722 0
72
24
0
96 0
112
657
0
769 0
1587
9:00AM
1
0
0
1 0
0
0
0
0 0
0
0
0
0 0
1
Hourly Total
1
0
0
1 0
0
0
0
0 0
0
0
0
0 0
1
Total
2747
358
0
3105 0
325
132
0
457 0
416
2827
1
3244 0
6806
% Approach
88.5% 11.5% 0%
- -
71.1% 28.9% 0%
-
12.8% 87.1%
0%
-
%Total
40.4%
5.3% 0% 45.6%
4.8%
1.9% 0%
6.7%
6.1% 41.5%
0% 47.7%
-
Lights
2667
352
0
3019
311
128
0
439
409
2738
1
3148
6606
%Lights
97.1% 98.3% 0% 97.2%
:95.7% 97.0% 0% 96.1%
98.3% 96.9% 100% 97.0%
97.1%
Articulated Trucks and Single -Unit Trucks
74
2
0
76
6
0
0
6
6
70
0
76
158
% Articulated Trucks and Single -Unit
Trucks
2.7%
0.6% 0%
2.4%
l.8%
0% 0%
1.3%
1.4%
2.5%
0%
2.3%
2.3%
Buses
6
4
0
10
8
4
0
12
1
19
0
20
42
% Buses
0.2%
1.1% 0%
0.3%
2.5%
3.0% 0%
2.6%
0.2%
0.7%
0%
0.6% -
0.6%
Bicycles on Road
0
0
0
0 -
0
0
0
0
0
0
0
0
0
%Bicycles on Road
0%
0% 0%
0% -
0%
0% 0%
0%
0%
0%
0%
0%
0%
Pedestrians
-
-
- 0
-
-
-
- 0
-
-
- 0
.o PL'desnians
-
w
- -
-
-
-
-
-
-
-
- -
-
Bicycles on Clossw'alk
-
_
0
-.
-
- 0
-
-
-
- 0
00 Bicycles on Crosswalk
-
-
-
- -
-
-
-
-
-
-
-
-
-
Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn
1 of 6
Saratoga Affordable Apartments - TMC
Wed Feb 13, 2019
Full Le n g th (7 AM-9 AM, 4 PM-6 PM)
All Classes (Lights, Articulated Trucks and Single -Unit Trucks, Buses, Pedestrians,
Bicycles on Road, Bicycles on Crosswalk)
All Movements
ID: 619917, Location:43.058674,-73.787797, Site Code:118-256
[N] US Route 9
Total: 6257
In:3105 Out:3152
00
LO
r` Cl)N
rl- co
N
Co
N
Out: 2880 In: 3244
Total: 6124
[S] US Route 9
Creighton
Manning
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
a)
>
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325
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2 of 6
Saratoga Affordable Apartments - TMC
Wed Feb 13, 2019
PM Peak (Feb 13 2019 4:30PM - 5:30 PM) - OverallPe ak Hour
All Classes (Lights, Articulated Trucks and Single -Unit Trucks, Buses, Pedestrians,
Bicycles on Road, Bicycles on Crosswalk)
AllMovements
ID: 619917, Location:43.058674,-73.787797, Site Code: 118-256
Creighton
Manning
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
Leg
Direction
'US Route 9
:So uthbound
'Crescent Ave
'Westbound
US Route 9
Northbound
'rime
T L U
App Ped*
R
L U
App Ped"
R T
U
App Ped*
lnt
2019-02-13 4:30PM
190 17 0
207 0
33
13 0
46 0
34 173
0
207 0
460
4:45PM
192 26 0
218 0
24
11 0
35 0
25 196
1
222 0
475
S:OOPM
229 21 0
250 0
26
15 0
41 0
34 t91
0
225 0
516
5:15PM
198 21 0
219 0
14
9 0
23 0
34 242
0
276 0
518
Total
809 85 0
894 0
97
48 0
145 0
127 802
1
930 0
MMMMO
1969
% Approach
90.5% 9.5% 0%
- •
166.9% 33.1% 0%
-
13.7% 86.2% 0.1%
-
-
% Total
41.1% 4.3% 0% 45.4 %
4.9%
2.4% 0%
7.4 %
6.4% 40.7% 0.1% 47.2%
-
PHF
0.883 0.817 - 0.894
0.735 0.800 -
0.788
0.934 0.829 0.250
0.842 -
0.950
Lights
794 85 0
879
93
48 0
141
127 787
1
915 -
1935
%Lights
98.1% 100% 0% 98.3% -95.9%
100% 0%
97.2% -
100% 98.1% 100% 98.4%-98.3%
Articulated Trucks and Single-UnitTrucks
14 0 0
14
1
0 0
1
0 11
0
11 -
26
%Articulated Trucks and Single -Unit
Trucks
1.7% 0% 0%
1.6%
1.0%
0% 0%
0.7%
O% 1.4%
0%
1.2% -
1.3%
Buses
1 0 0
1
3
0 0
3
0 4
0
4 -
8
% Buses
0.1% 0% 0%
0.1%
3-1%
0% 0%
2.1%
0% 0.5%
0%
0.4 %
0.4%
Bicycles on Road
0 0 0
0 -
0
0 0
0
0 0
0
0
0
% Bicycles on Road
0% 0% 0%
0%
0%
0% 0%
0%
0% 0%
0%
0%
0%
Pedestrians
- - -
- D
-
- -
- 0
- -
-
- 0
L Pedesn ians
-
- -
-
Bicvcles on Crosswalk
- -
- 01
0
-
0
Bicvcles on Crosswalk
- -1
-
-
-
*Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn
3of6
Saratoga Affordable Apartments - TMC
Wed Feb 13, 2019
PM Peak (Feb 13 2019 4:30PM - 5:30 PM) - Overall Peak Hour
All Classes (Lights, Articulated Trucks and Single -Unit Trucks, Buses, Pedestrians,
Bicycles on Road, Bicycles on Crosswalk)
All Movements
ID: 619917, Location:43.058674,-73.787797, Site Code:118-256
[N] US Route 9
Total:1793
In:894 Out:899
M
0 00 00
N I�
O N
00 r
Out: 858 In: 930
Total :1788
[S] US Route 9
`,� Creighton
� Manning
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
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Saratoga Affordable Apartments - TMC
Thu Feb 14, 2019
AM Pe ak (Feb 14 2019 7:30AM - 8:30 AM)
All Classes (Lights, Articulated Trucks and Single -Unit Trucks, Buses, Pedestrians,
Bicycles on Road, Bicycles on Crosswalk)
AllMovements
ID: 619917, Location:43.058674,-73.787797, Site Code: 118-256
Creighton
Manning
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
Leg
Direction
US Route 9
Southbound
ICrescentAve
'Westbound
1US Route 9
Northbound
Time
T
L U
App Ped*
R
L U
App Ped*
R T U
App Ped"
Int
2019-02-14 7:30AM
180
20 0
200 0
27
8 0
35 0
15 187 0
202 0
437
7:45AM
155
24 0
179 0
18
5 0
23 0
15 236 0
251 0
453
8:00AM
192
20 0
212 0
19
4 0
23 0
15 144 0
159 0
394
8:15AM
161
18 0
179 0
14
7 0
21 0
28 165 0
193 0
393
Total
688
82 0
770 0
78
24 0
102 0
73 732 0
805 0
1677
% Approach
89.4% 10.6% 0%
--'76.5%
23.5% 0%
- -
9.1% 90.9% 0%
-
%Total
41.0%
4.9% 0% 45.9%
4.7%
1.4% 0%
6.1% -
4,4% 43.6% 0% 48.0%
PBF
0.896 0.854 - 0.908
0.722
0.750 - 0.729 -
0.652 0.775 -
0.802
0.925
Lights
673
82 0
755
74
23 0
97 -
71 707 0
778
1630
% Lights
'97.8%
100% 0% 98.1%
94.9%
95.8% 0% 95.1% -
97.3% 96.6% 0% 96.6% -
97.2%
Articulated Trucks and Single -Unit Trucks
15
0 0
15
3
0 0
3 -
2 21 0
23
41
%Articulated Trucks and Single -Unit Trucks
2.2%
0% 0%
1.9%
3.8%
0% 0%
2.9%
2.7% 2.9% 0%
2.9%
2.4%
Buses
0
0 0
0
1
1 0
2
0 4 0
4 -
6
%Buses
0%
0% 0%
0%
1.3%
4.2% 0%
2.0%
0% 0.5% 0%
0.5% -
0.4%
Bicycles on Road
0
0 0
0 -
0
0 0
0
0 0 0
0 -
0
%Bicycles on Road
0%
0% 0%
0%
0%
0% 0%
0%
0% 0% 0%
0% -
0%
Pedestrians
% Pedesu'ians
-
- -
-
-
_
Bicvcles on Qosswall(
-
- -
- 0
0
- -
- 0
Bicycles on Crosswall
-
- -
-
-
-
*Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn
5of6
Saratoga Affordable Apartments - TMC
Thu Feb 14, 2019
AM Peak (Feb 14 2019 7:30AM - 8:30 AM)
All Classes (Lights, Articulated Trucks and Single -Unit Trucks, Buses, Pedestrians,
Bicycles on Road, Bicycles on Crosswalk)
All Movements
ID: 619917, Location: 43.058674,-73.787797, Site Code: 118-256
[N] US Route 9
Total:1580
In:770 Out:810
00 N
O 00
CO
N C9
Co r-
n
Out: 712 In: 805
Total :1517
[S] US Route 9
`�� Creighton
♦ Manning
Provided by: Creighton Manning
Engineering, LIP
2 Winners Circle,
Albany, NY, 12205, US
.W
N
O
78 C r-
24 — N
�n LO H o
M
O
U
W
6of6
Creighton
hl? )of-,ing
Project No.: 118-256
Counted By: NSB
Location: Crescent Ave/Bunny Lake Dr
Comments:
File Name
: tm118256a2 real
T
Site Code
: 01182562
Start Date
: 2/14/2019
Page No
: 1
Groups Printed- Passenger Veh - Heavy Veh - School Buses
Crescent
Ave
Crescent Ave
Bunny
Lake Dr
Eastbound
Westbound
Southbound
Start Time
Left
Thru
RTOR
AAp Total
Thru
Right
RTOR
App Total
Left
Right
RTOR
Anp Total
Factor
1.ta
1.0
_
1.0
1-0
1.0
1.0
1.0
1.0
07.00 AM
0
34
0
34
9
0
0
9
0
0
0
0
07:15 AM
2
29
0
31
26
0
0
26
1
0
0
1
58
07:30 AM
0
27
0
27
21
0
0
21
1
1
0
2
50
07-45 AM
2
28
0
30
20
1
0
21
1
1
0
2
53
Total
4
118
0
122
76
1
0
77
3
2
8
204
08:00 AM
1
22
0
23 I
18
0
0
18
1
1
0
2
43
08:15 AM
4
17
0
21
29
0
0
29
0
0
0
0
50
08:30 AM i
2
19
0
21
13
0
0
13
1
0
0
1
35
08:45 AM
8
23
0
31 ;
26
0
0
26
0
1
0
1
58
Total
15
- ------
81
0
-- - --
96
- ---
86
-
0
-
0
86
2
2
0
4
186
Grand Total
19
199
0
218
162
1
0
163
5
4
0
9
390
Apprch %
8.7
91.3
0
99.4
0.6
0
55.6
44.4
0
Total %
4.9
51
0
55.9
41.5
03
0
418
1.3
1
0
Passenger Veh;
19
190
0
209
159
1
0
160
5
4
0
378
% Passenger Veh
100
95.5
0
95.9
98.1
100
0
98.2
100
100
0
100
96.9
Heavy Veh
0
4
0
4
0
0
0
0
0
0
0
0
4
°Io Heavy Veh
0
2
0
1.8
0
0
0
0
0
0
0
_ 1
School Buses
0
5
0
5
3
0
0
3
0
0
0
8
Jo School Buses
0
25
0
2.3
1.9
0
0
1.8
0
0
0
0
2.1
�r Creighton
' inning
Project No.: 118-256
Counted By: NSB
Location: Crescent Ave/Bunny Lake Dr
Comments:
Crescent Ave
Eastbound
Start Time
Left
Thru
RTOR
Apo. Total
Thru
Peak Hour Analysis
From 7:00:00
AM to 8.45-00
AM - Peak 1 of 1
Peak Houf for Entire Intersection Begins at 7:00:00 AM
7:00:00 AM
0
34
0
34
9
7:15:00 AM
2
29
0
31
26
7:30:00 AM
0
27
0
27
21
7:45 00 AM
2
28
0
30
20
Total Volume
4
118
0
122
76
% App. Total
3.3
95.7
0
96.7
PHF
500
.868
.000
.097
.731
Passenger Veh
4
112
0
116
75
% Passenger Veh
100
94.9
0
95.1
98.7
Heavy Veh
0
1
0
1
0
% Heavy Veh
0
0.8
0
0.8
0
School Buses
0
5
0
5
1
% School Buses
0
4.2
0
4.1
1.3
Crescent Ave
Westbound
Right RTOR Apo Total
File Name
: tm118256a2_real
Site Code
: 01182562
Start Date
: 2/14/2019
Page No
:2
Bunny Lake Or
Southbound
Left Right RTOR App. Total Int Total
0
0
9
0
0
0
0
43
0
0
26
1
0
0
1
58
0
0
21
1
1
0
2
50
1
0
21
1
1
0
2
53
1
0
77
3
2
0
5
204
1.3
0
60
40
0
.250
.000
.740
.750
500
.000
.625
.879
1
0
76
3
2
0
5
197
100
0
98.7
100
100
0
100
96.6
0
0
OI
0
0
0
0
1
0
0
0;
0
0
0
0
0.5
0
0
1
0
0
0
0
6
0
0
1.3;!
0
0
0
0
2.9
unny a c r
Out In total
_.. 5' 10
0i 01 8
Oi Oi 0
r— Si t. 10
2---3 --' 0
❑ 0 0
❑ 0 0
2 3 0
Right Lett RTOR
li
Peak Hour Data
pp
voo-:
North
— s
�� v. , m:
m
c m — wM N
.N.^
Peak Hour Begins a1 07:00 AM
-� o o �•
m
r '
+
7
PassengerVeh
2 u>
a
ti+ a
Heavy Veh
� o cVii
o
o o a o
School Buses
1
?ea000
�
m e 6i
u Creighton
Project No.: 118-256
Counted By: NSB
Location: Bunny Lake Dr/Crescent Ave
Comments:
File Name : tm118256p2
Site Code : 01182562
Start Date : 2/13/2019
Page No : 1
Groups Printed- Passenger Veh - Heavy Veh - School Buses
Crescent Ave
Crescent Ave
Bunny
Lake Or
Eastbound
Westbound
5outhbound
Start Time
Left
Thru
RTCR
App Talal
Thru
Right
RTOR
App TOW
Left
Right
RTQR
App Total
Int. Total
-
Factor
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
04'p0 PM
4
33
0
37
7
1
0
8
10
5
0
15
~ 80
04:15 PM
5
30
0
35
8
0
0
8
8
3
0
11
54
04:30 PM
7
25
0
32
17
0
0
17
6
4
0
10
59
04:45 PM
3
38
0
41
2
0
0
12
'
- 6
4
0
10i
! 63
Total
19
126
0
14
1�-
-- 1
- Ci
45
-50
16
0
46 1
236
05:00 PM
10
32
0
42
19
0
0
19 :
9
6
0
15
76
05:15 PM
5
29
0
34
6
1
0
7 •,
3
4
0
7
48
05:30 PM
8
39
0
47
15
1
0
16
5
4
0
9 i
72
05:45 PM
10
33
0
43
19
1
0
20
7
6
0
13
76
Total
33
0
166
59
_
3
0
_ 62
24
20
0
44.
272
Grand Total
52
259
0
311
103
4
0
107
54
36
0
90
508
Apprch %
15.7
83.3
0
96.3
3.7
0
60
40
0
Total %
10.2
51
0
61.2
20.3
0.8
0
21.1
10.6
7.1
0
17.7
_ _
Passenger Veh
_
50
256
0
306
.101
4
0
105
54
34
0
88'
499
* Passenger Veh
96.2
98 8
0
98.4
98.1
100
0
98.1
100
94A
0
97.8
98.2
Heavy Veh
1
2
0
3
0
0
0
0
0
0
0
0
3
% Heavy Veh
1 9
0.8
0
1
0
0
0
0
0
0
0
0.6
5chool Buses
1
1
0
i
_
2
0
2
0
2
0
2
6
% .School Buses
1 9
0.4
0
0.6
1.9
0
1.9
0
5.6
0
2.2
1.2
Creighton
Manning
Project No.: 118-256
Counted By: NSB
Location: Bunny Lake Dr/Crescent Ave
Comments:
Crescent Ave
Crescent Ave
Eastbound
Westbound
Start Time
Left
Thru RTDR
App Total
Thru
FZ6gh_ t I
RTDR
App. Total
Peak Hour Analysis
From 4
00:00 PM to 5:45700
PM - Peak 1 of 1
Peak Hour for Entire
Intersection Begins at 5:00:00 PM
5:00:00 PM
10
32 0
42
19
0
0
19
5:15:00 PM {
5
29 0
34
6
1
0
7
5:30:00 PM
8
39 0
47
15
1
0
16
5:4_5:00 PM
10
33 0
43
19
1
0
20
e
Tolai Volum"
_ 33
133 0
165
59
3
0
52
% App Total
19.9
80.1 0
95.2
4,8
0
PHF
m
.653 .1300
.883
776
.750
.000
Passenger Veh
31
132 0
163
57
3
11
• Passenger Veh
93.9
99.2 0
98-2
96.6
100
0
968
Heavy Veh
1
1 0
2
0
0
0
0
% Heavy Veh
3.0
0,8 0
1-2
0
0
0
0
School Buses
1
0 0
1
2
0
0
2
• School Buses
3.0
0 0
0.6
3.4
0
0
3 2
File Name
: tm118256p2
Site Code
: 01182562
Start Date
: 2/13/2019
Page No
:2
Bunny Lake Dr
Sout_hbound
Left. Right RTDR App Total Int. Total
9
6
0
15+
76
3
4
0
7
48
5
4
0
9
72
7
6
0
13
76
24
20
0
44
272
54.5
45.5
0
667
833
000
733
895
24
19
0
43
268
100
95.0
0
97.7
97.8
0
0
0
0
2
0
0
0
0
0.7
0
1
0
1
4
0
5.0
0
2.3
1.5
unny Lake Ur
Oul In Tolel
34 43 77
1 0 1
1 1 2
36 44 so
19 24 0
❑ 0 0
1 0 0
20 24 0
Reghl LeR RTDR
Peak Hour Data
r
v
CAI-
Nonn
o o w
w
ry -- o m
Peak Hour Beglris at 05:00 PM
='
C r-
m r� 2
5$t
_w
PaSsargar Vah
4 --
C 0N O -4N
3
N O C 7
m
Heavy Vah
m v <i w
v o o:o
a
sc"ol Buses
-4
S
r
p
a
Mnaon
Ng7
47N-+pl^
Saratoga Affordable Apartments - TMC
Thu Feb 14, 2019
Full Length (7 AM-9 AM)
All Classes (Lights, Articulated Trucks and Single -Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles
on Crosswalk)
AllMovements
ID:619915, Location:43.057032,-73.768708, Site Code: 118-256
1 Creighton
V
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle, Albany, NY, 12205, US
Leg
Direction
Nelson
.Southbound
Ave
Crescent Ave
'Westbound
Nelson Ave
Northbound
Crescent Ave
1=astbound
Time
R
T
L
U App Ped-
R
T
L
U
App Pe
d"
R
T
L
U App Pell'
R
T
L
U
App Pcd'
Int
2019-02-14 7:OOAM
2
1
15
0 18 0
1
4
0
0
5
0
1
1
3
0 5 0
2
31
0
0
33 U
61
7:15AM
4
1
24
0 29 0
5
20
1
0
26
0
2
G
1
0 9 Il
D
23
4
0
27 9
91
7:30AM
3
0
13
0 16 0
4
17
1
0
22
Il
1
4
3
0 6 (j
0
28
2
0
30 i)
76
7:45AM
5
2
22
0 29 0
8
16
2
1
27
0
0
4
0
0 4 0
0
21
8
1
30 0
90
Hourly Total
14
4
74
0 92 0
18
57
4
1
60
0
4
is
7
0 26 0
2
103
14
1
120 0
318
8:00AM
7
10
15
0 32 0
1
6
1
0
8
fl
1
2
4
0 7 0
0
22
3
0
25 0
72
8:15AM
10
2
11
0 23 U
1
16
2
0
19
0
0
3
2
0 5 0
1
14
1
0
16 0
63
8:30AM
4
1
17
0 22 (l
2
11
1
0
14
D
2
4
0
0 6 0
2
15
5
0
22 U
64
8:45AM
7
3
8
0 18 0
2
16
1
0
19
U
0
4
3
0 7 0
0
23
2
0
2S D
69
Hourly Total
28
16
51
0 95 0
6
49
5
0
60
0
3
13
9
0 25 0
3
74
li
0
88 0
268
9:00AM
0
0
0
0 0 II
0
0
0
0
0
0
0
0
0
0 0 0
0
0
0
0
0 0
0
Hourly Total
0
0-
0
0 0 0
0
0
0
0
0
0
0
0
0
0 0 0
0
0
0
0
0 U
0
Total
42
20
125
0 187 0
24
106
9
1
140
0
7
28
16
0 51 D
5
177
25
1
208 0
586
Approach
22.5% 10.7% 66-8 % 0%
17.1% 75-7%
6,4% 0,7%
-
-
13,7% 54_9%
31_4% 0%
-
2J4%
85,1%
12-09; 0.5%
- -
%Total
7.2%
3.4'.'6
21-3% U%
31.9 % -
4-11'. 18.1%
1.5'!6 U.2'1�
23.9 %
-
1_2%
4-8°6
2-7'% U'!6
8.7 % -
0-91".
30.2%
4.3°� 0.29fi
35.5 % -
Lights
42
20
123
0 185 -
22
104
7
0
133
7
26
14
0 47 -
4
171
23
1
199
564
% Lights
1009'�
1009f,
9S.494, 0% 98.9 % -
91,791 98, 1% 77,8%
0% 95.0 %
-
100%
92-9%
87.51/. 0%
92.2 % -
80 0%
96,G% 92.096 1009. 95.7%-'96,2%
Articulated Trucks and
Single -Unit Trucks
0
0
'2
0 2 -
1
0
1
1
3
0
1
0
0 1
1
1
0
0
2 -
8
% Articulated Trucks
and Single -Unit Trucks
09.
091.
1-P. 091
1.1% -
4.29L
0% 11.1% 100%
2.1%
-
0%
3.695
0% 0%
2.0%
200"�
0.6%
09�
09B
1.0% -
1.496
Buses
0
0
0
0 0
1
2
1
0
4
-
0
1
2
0 3
0
5
2
0
7 -
14
% Buses
0%
0%
P. 0%
0% -
4,2%
1.9 %
I1.1%
09�
2.9 %
-
0%
3.G91 12.5% 0%
5.9 %
0%
2.8%
8-0%
0%
3.4 % -
2.4%
Bicycles on Road
0
0
0
0 0
0
0
0
0
0
-
0
0
0
0 0
0
0
0
0
0 -
0
% Bicycles on Road
0%
096
0% 091
0%
09G
0%
0%
09.
0%
0%
091.
0% 011.
0%
091,
0%
0%
0%
0% -
0-1.
P de[ r6ns
-
-
- it
_
_
0
-
_ 0
_
_
_
_
_ 0
nnn Cro w..11:
_
_
_
_ _ 0
_
0
_ 0
_
_
_
_
_ 0
Pedestrians and Bicycles on CrossWall:,.L: Leh, R: Right, T: Thru, U: U-Turn
1 of 4
Saratoga Affordable Apartments - TMC
Thu Feb 14, 2019
Full Length (7 AM-9 AM)
All Classes (Lights, Articulated Trucks and Single -Unit Trucks, Buses, Pedestrians,
Bicycles on Road, Bicycles on Crosswalk)
AllMovements
ID: 619915, Location:43.057032,-73.768708, Site Code:118-256
N coo
Q
co O
UCO
a) -
U OD
O
N
1
25
177
5
[N] Nelson Ave
Total: 264
In:187 Out:77
N O N
� CM
Out: 34 In: 51
Total: 85
[S] Nelson Ave
Creighton
Manning
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
24
106
r
>
9
c
1
�
a)
-
U
Cz
co
U
w
M
7
O
2 of 4
Saratoga Affordable Apartments - TMC
Thu Feb 14, 2019
AM Peak (7:15 AM- 8:15 AM) -Overall Peak Hour
AllClasses (Lights, Articulated Trucks and Single -Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles
on Crosswalk)
All Move me nts
ID:619915, Location:43.057032,-73.768708, Site Code: 118-256
�4 Creighton
50 Monning
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle, Albany, NY, 12205, US
Le
Direction
Nelson
Southbound
Ave
Crescent Ave
Westbound
INelson Ave
(Northbound
Crescent Ave
Eastbound
'rime
R
T
L U
App Ped-
R T
L
U
App Ped`
R
T
L
U
App Ped`
R T
L
U
App Pcd -
'.htt
2019-02-14 7:15AM
4
t
24 0
29 0
5 20
l
0
26 0
2
6
1
0
9 0
0 23
4
0
27 0
91
7:30AM
3
0
13 0
16 0
4 17
l
0
22 0
1
4
3
0
8 0
0 28
2
0
30 0
76
7:45AM
5
2
22 D
29 0
8 16
2
1
27 0
0
4
0
0
4 U
0 21
8
1
30 D
90
8:00AM
7
10
i5 0
32 0.
1 6
1
0
8 0
1
2
4
0
7 0
0 22
3
0
25 0
72
Total
l9
13
74 0
106 0
18 59
5
1
83 0
4
16
8
0
28 0
0 94
17
1
112 D
329
% Approach
17.9% 12.3% 69.8% 0%
-
21.7% 71.1%
6.00%
1.2%
- -
14-3% 57-1 % 28_6% 0%
- •
0% 83.9% 15.2% 0.99.
- -
-
% Total
5.8% 4.0% 22.5% 0% 32.2% -
5.5% 17.996
1.5%
0.3% 25.2 % -
1.2 %
4.9 %
2.4 %
0%
8.5 % -
0% 26.6% 5.2% 0.3%
34.0 %
PBF
0.679 0.325 0-771 -
0.828
0.563 0,738 0 625 0 250 0.769 -
0.500 0.667 0.500
- 0.778
- 0.839 0.531 0.250
0.933
0.904
lights
19
13
73 0
105 -
17 59
4
0
80 -
4
14
7
0
25
0 93
17
1
111
321
% lights
100%
10096 98.6% 09,6
99.1 % -
94.4% 100%
80.0%
0% 96.4 % -
100% 87.5% 87.5% 0% 89.3 % -
D% 98,9% 100%
100%
99.1% -
1)7.696
Articulated Trucks and
Single -Unit Trucks
0
0
1 0
1
1 0
1
1
3
0
1
0
0
1 -
0 0
0
0
0
5
%Articulated Trucks
and Single -Unit Trucks
0%
0%
1.4%0%
0.9%
5.6% 09;
20,09'.100%
3.6% -
0%
6.3%
0%
0%
3.6%
0% 0%
0%
09.
0%
1.5%
Buses
0
0
0 0
0
0 0
0
0
0
0
1
1
0
2 -
0 1
0
0
1
3
% Buses
0%
0%
0% 0%
0%
0% 0%
0%
0%
0% -
0%
6.3 % 12-5 % 0%
7.1 %
D% 1-1%
0%
0%
0.9 % -
0 9%
Bicycles on Road
0
0
0 0
0 -
0 0
0
0
0
0
0
0
0
0 -
0 0
0
0
0
0
% Bicycles on Road
0%
0%
0% 0%
0%
0% 096
0%
0%
0% -
0%
0
0% 0'Y.
0% -
01% D%
0%
0%
0%
0'J6
PL'deitrians
-
- IJ
- -
-
-
- 0
0
-
Bicvcles on
0
_
0
'Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn
3of4
Saratoga Affordable Apartments - TMC
Thu Feb 14, 2019
AM Peak (7:15 AM - 8:15 AM) - Overall Peak Hour
All Classes (Lights, Articulated Trucks and Single -Unit Trucks, Buses, Pedestrians,
Bicycles on Road, Bicycles on Crosswalk)
All Movements
ID: 619915, Location:43.057032,-73.768708, Site Code: 118-256
CD rl-
> 00
a
} rn O
N r
U ..
CD ca
U0
C)
U N
1
17
94
[N] Nelson Ave
Total: 157
In:106 Out:51
rn e2 �
r r �
ao co It
Out: 18 In: 28
Total: 46
[S] Nelson Ave
A Creighton
� Manning
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
0
4of4
Saratoga Affordable Apart ments-TMC
Wed Feb 13, 2019
Full Length (4 PM-6 PM)
All Classes (Lights, Articulated Trucks and Single -Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles
on Crosswalk)
All Movements
TD: 619916, Location:43.057032,-73.768708, Site Cade: 118-256
Creighton
Manning
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle, Albany, NY, 12205, US
Leg
Direction
Nelson Ave
Southbound
_rescent Ave
'Westbound
Nelson Ave
Northbound
Crescent Ave
Eastbound
'Time
R
T
L
U
App Ped
R T
L
U App Peil'
R
T
L
U App Ped-
R
T
L U
App Ped*
Int
2019-02-13 4:OOPM
3
0
12
0
15 0
4 6
0
0 10 0
2
5
0
0 7 0
0
38
6 0
44 D
76
4:15PM
3
3
12
1
19 0
2 5
1
0 8 0
0
8
0
0 8 0
1
33
1 0
35 0
70
4:30PM
1
4
16
0
21 0
1 13
0
0 14 D
0
4
1
0 5 0
3
24
6 0
33 0
73
4:45PM
3
4
15
0
22 n
5 9
0
0 14 0
3
3
1
0 7 0
9
22
11 0
42 n
85
Hourly Total
10
11
55
1
77 0
12 33
1
0 46 0
5
20
2
0 27 0
13
117
24 0
154 0
304
5:OOPM
5
4
19
0
28 0
7 14
1
0 22 0
0
3
0
0 3 0
1
32
9 0
42 0
95
5:15PM
1
2
11
0
14 0
2 4
1
0 7 0
2
4
1
0 7 0
1
27
5 0
33 U
61
5:30PM
1
2
8
0
11 0
3 6
0
0 9 a
2
3
6
0 11 0
6
27
8 0
41 0
72
5:45PM
2
1
12
0
15 U
6 13
1
0 20 0
0
4
5
0 9 0
4
30
7 0
41 II
85
Hourly Total
9
9
50
0
68 0
18 37
3
0 58 01
4
14
12
0 30 0
12
116
29 0
157 0
313
6:00PM
0
0
0
0
0 U
0 0
0
0 0 Il
0
0
0
0 0 0
0
0
0 0
0 n
0
Hourly Total.
0
0
0
0
0 0
0 0
0
0 0 0
0
0
0
0 0 0
0
0
0 0
0 0
0
Total
19
20
105
1
145 tl
30 70
4
0 104 0
9
34
14
0 57 0
25
233
53 0
311 U
617
%Approach
13.191 13.8°d 72.4% 0.7%
- -28.8%
67.3% 3.8% 0%
- -
15.8%
59.6% 24.69L
0%
- -
8.0% 74.9% 17.0% 0%
- -
-
% Total
3.19.
3.2%
17,01,. 0,2%
23.5
% -
4,9% 11.3% 0.G% 0%
16.9 % -
1.596
5.5% 2.3% 0%
9.2% _
4,19'
37_8 % 8_G% 0% 50.4 % -
Lights
19
20
105
1
145 -
30 68
4
0 102 -
9
33
14
0 56
25
230
53 0
308 -
611
% Lights
100% 1009� 100% 100% 100%
100% 97.1% 100% 0% 98.1% -
100%
97,1% 100%
09.
98.2 % -
100% 98.7% 100% 0% 99.9 % -
199.0%
Articulated Trucks and
Single -Unit Trucks
0
0
0
0
0 -
0 0
0
0 0 -
0
0
0
0 0
0
2
0 0
2
2
% Articulated Trucks
and Single -Unit Trucks
0%
096
09L
0%,
0% -
0% 0%
0% 0%
0% -
096
0°6
096 0%
0% =
09L
0.9%
0% 00/..
0.6% -
0.3%
Buses
0
0
0
0
0 -
0 2
0
0 2
0
1
0
0 1
0
1
0 0
1 -
4
% Buses
0%
0%
0%
0%
0% -
0% 2.9%
096 0%
1.9%
09'0
2.9%
095 0%
1.8 % -
095
0.4%
0% 0%
0.3 % -
0,6%
Bicycles on Road
0
0
0
0
0
0 0
0
0 0
0
0
0
0 0
0
0
0 0
0 -
0
% Bicycles on Road
0' 0
0%
01%
0'%
0% -
0% 0%
0% 0%
0% -
0%
0%
01% 01110
0% -
0';0
0%
0'% 0'Y
0% -
0'Y
Bicvcles on ;l nscwall:
_.
_
01
p
L Ric•.cic, an Ci nrs•edll.
-
-
-
-
-
_
_ _ _
_
_
_
_
_
_ _
PedesIrion.s anti Bicycles on Crosswdll<, L: Left, R:Rig ht, T:Thru, U: U-Turn
1 of 4
Saratoga Affordable Apartments - TMC
Wed Feb 13, 2019
Full Length (4 PM-6 PM)
All Classes (Lights, Articulated Trucks and Single -Unit Trucks, Buses, Pedestrians,
Bicycles on Road, Bicycles on Crosswalk)
All Movements
ID: 619916, Location:43.057032,-73.768708, Site Code:118-256
[N] Nelson Ave
Total: 263
In:145 Out:118
N O r
Cl)
> o
E
v O
N
U
P
0 53
C)
~_
M
E 233
25
CO
Out: 49 In: 57
Total: 106
[S] Nelson Ave
Creighton
� Manning
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
30
1-t
>
o
Q
70
;r,
c
4
v
-
U
co
coco
O
2 of 4
Saratoga Affordable Apartments - TMC
Wed Feb 13, 2019
PM Peak (4:15 PM- 5:15 PM) - OverallPeak Hour
All Classes (Lights, Articulated Trucks and Single -Unit Trucks, Buses, Pedestrians, Bicycles on Road,
Bicycles on Crosswalk)
All Movements
ID: 619916, Location: 43.057032,-73.768708, Site Code: 118-256
` Creighton
Manning
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle, Albany, NY, 12205, US
Leg
Direction
Nelson Ave
Southbound
Crescent Ave
Westbound
Nelson Ave
Northbound
'Crescent Ave
;Eastbound
Time
R T
L
U
App Ped°
R
T
L
U
App Ped-
R T
L U
App Ped"
R
T
L U
App PeP
Int
2019-02-13 4:15PM
3 3
12
1
19 LI
2
5
1
0
8 0
0 8
0 0
8 0
1
33
1 0
35 0
70
4:30PM
1 4
16
0
21 0
1
13
0
0
14 0
0 4
t 0
5 0
3
24
6 0
33 0
73
4:45PM
3 4
15
0
22 0
5
9
0
0
14 0
3 3
1 0
7 0
9
22
11 0
42 0
85
5:OOPM
5 4
19
0
28 0
7
14
l
0
22 0
0 3
0 0
3 0
1
32
9 0
42 0
95
Total
12 15
fit
1
90 0
15
41
2
0
SO 0
3 18
2 0
23 0
14
ill
27 0
152 0
323
%Approach
13.3% 16.7% 68.9°%
1.1%
--.25.996
70.79.
3.4%. 0%
- -
13.0% 78.3% 8.7% 0%
- .
9.296
73.0%
17.8% 0%
-
%Total
3.7% 4.6% 19.29'.
0.3%
27.9 %
4.6%
12.7%
0,69.
0% 18.0% -
0.9% 5.6% 0.6% 0%
7.1% -
4,39.
34.4%
8.4% 0%
47.1% -
P1-1F
0.600 0.938 0,816 0.250 0.804 -
0.536
0.732 0.500
- 0.659 -
0.250 0.563 0.500 -
0.719 -
0-389 0,841 0.614 - 0.905 -
0.850
lights
12 15
62
1
90 -
1s
40
2
0
57
3 17
2 0
22
14
110
27 0
151
320
% Lights
100% 100% 100%
1009'.
100%
10096
97.696
100%
0% 98.3% -
100% 94-4% 100% 0% 95.7 % -
10095
99.1%
100% 09.
99.3 % -
9. V.
Articulated Trucks and
Single-UnitTrucks
0 0
0
0
0 -
0
0
0
0
0 -
0 0
0 0
0 -
0
1
0 0
1 -
1
% Articulated Trucks
and Single -Unit Trucks
O% 0%
090
V.
0% -
0%
0%
0% 0'Yo
0% -
0% 0%
0'Y. O.Y.
0%
0%
0.9%�
0% V.
0.7 % -
0.398
Buses
0 0
0
0
0 -
0
1
0
0
1
0 1
0 0
1 -
0
0
0 0
0
2
% Buses
0% 0%
V.
090
0%
0%
2,49.
0%
0%
1.7% -
0% 5.6%
0% 0% 4.3 %
0'7b
0%
0% 0%
0% -
0.69.
Bicycles on Road
D 0
0
D
0 -
0
0
0
0
0 -
0 0
0 0
0
0
0
0 0
0
0
% Bicycles on Road
U% 0%
096
01!.
0% -
0'!0
0%
0",0 0%
0%
0% 01%
0% 0%
0%
0%
0%
0% 0"0
0%
01%
Pedesu-ians
-
-
-
it
-
-
-
- 0
- -
- 0
-
-
- -
- ')
esit Idns
Bicycles oil Cms,\,dlk
0
-
-
-
-
- 0
_
_ 0-
'S Bicycle, on Crasswnll:
-
-
-
_
Pedestrians and Bicycles on Crosswallc L: Left, R: Right, T: Tllru. U: U-Turn
3of4
Saratoga Affordable Apartments - TMC
Wed Feb 13, 2019
PM Peak (4:15 PM- 5:15 PM) - Overall Peak Hour
All Classes (Lights, Articulated Trucks and Single -Unit Trucks, Buses, Pedestrians,
Bicycles on Road, Bicycles on Crosswalk)
AllMovements
ID: 619916, Location:43.057032,-73.768708, Site Code:118-256
[N] Nelson Ave
Total:151
In:90 Out:61
C
>
LO
,n
Q
C
o O
Q)
U
N
Cn
N
o 27
U
~
N
LO
� 111
14
N tf) N
r r CO r
--qmgpmwl—
N 00 Cl)
Out: 31 In: 23
Total: 54
[S] Nelson Ave
Creighton
Manning
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
15
a)
Q
41
LD
C
m
2
a
U
M
co
N
�
�
U
r
W
O
4of4
MetroCount Traffic Executive
Weekly Vehicle Counts (Virtual Week)
VirtWeeki Vehicle-498 -- En lish ENU
Datasets:
Site:
Attribute:
Direction:
Survey Duration:
Zone:
File:
Identifier:
Algorithm:
Data type:
Profile:
Filter time:
Included classes:
Speed range:
Direction:
Separation:
Name:
Scheme:
Units:
In profile:
[118-256] Located on Bunny Lake Drive
Saratoga Affordable
7 - North bound A>B, South bound B>A. Lane: 1
14:13 Wednesday, February 13, 2019 => 8:31 Wednesday, February 20, 2019,
118-256 0 2019-02-20 0832.EC1 (Plus )
R519M98M MC56-1-5 [MC55] (c)Microcom 19Oct04
Factory default axle (v4.06)
Axle sensors - Paired (Class/Speed/Count)
19:00 Wednesday, February 13, 2019 => 19:00 Sunday, February 17, 2019 (4)
1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13
5 - 100 mph.
North, South (bound), P = North
Headway > 0 sec, Span 0 - 300 ft
Default Profile
Vehicle classification (Scheme F3)
Non metric (ft, mi, ft/s, mph, lb, ton)
Vehicles = 8812 / 9280 (94.96%)
Weekly Vehicle Counts (Virtual Week)
VirtWeeklyVeh icle-498
Site:
118-256.1.2NS
Description:
Located on Bunny Lake Drive
Filter time:
19:00 Wednesday, February 13, 2019 => 19:00 Sunday, February 17, 2019
Scheme:
Vehicle classification (Scheme F3)
Filter:
Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(NS) Sp(5,100) Headway(>0) Span(0 - 300)
Hour
0000-0100
0100-0200
0200-0300
0300-0400
0400-0500
0500-0600
0600-0700
0700-0800
0800-0900
0900-1000
1000-1100
1100-1200
1200-1300
1300-1400
1400-1500
1500-1600
1600-1700
1700-1800
1800-1900
1900-2000
2000-2100
2100-2200
2200-2300
2300-2400
Totals
0700-1900
0600-2200
0600-0000
0000-0000
AM Peak
PM Peak
* - No data.
Mon
Tue
Wed
Thu
Fri
Sat
Sun
*
*
*
27.0
35.0
70.0
92.0
*
*
*
8.0
16.0
40.0
49.0
*
*
*
7.0
6.0
23.0
21.0
*
*
*
4.0
11..0
11.0
11.0
*
*
*
4.0
12.0
8.0
14.0
*
*
*
12.0
10.0
12.0
5.0
*
*
*
7.0
6.0
4.0
6.0
*
*
*
11.-0
13.0
15.0
14.0
*
*
*
20.0
13.0
18.0
34.0
*
*
*
33.0
49.0
38.0
63.0
*
*
*
75.0
67.0
84.0
123.0
*
*
*
94.0
118.0
106.0
270.0
*
*
*
115.0
147.0
166.0
243.0
*
*
*
129.0
196.0
153.0
226.0
*
*
*
131.0
192.0
167.0
263.0
*
*
*
146.0
195.0
196.0
255.0
*
*
*
138.0
210.0
197.0
239.0
*
*
*
130.0
172-0
187.0
172.0
*
*
*
142.0
136-0
190.0
155.0
*
*
60.0
112.0
148.0
187.0
*
*
54.0
105.0
140.0
149.0
*
*
50.0
108.0
134.0
134.0
*
*
38.0
92.0
107..0
151.0
*
*
18.0
67.0
82.0
99.0
*
*
*
1164.0
1508.0
1517.0
2057,0
*
*
*
1496.0
1936.0
1991.0
*
*
*
1655.0
2125.0
2241.0
*
*
*
1717.0
2215.0
2405.0
*
*
*
1100
1100
1100
1100
*
*
*
94.0
118.0
106.0
270.0
*
*
*
1500
1600
1600
*
*
*
146.0
210.0
197.0
Averages
1 - 5
1 - 7
I
31,0
56.0
1 12.0
28.3
6.5
14.3
7,5
9.3
8.0
9..5
11.0
9=8
6.5
5.8
12.0
13.3
16.5
21.3
41.0
45.8
71.0
87.3
106.0
147.0
1 131.0
167.8
1 162.5
176.0
1 161.5
188.3
1 170.5
198.0
174.0
196.0
151.0
165.3
139.0
155.8
106.7
126.8
99.7
112.0
97.3
106.5
79.0
97.0
55.7
66.5
1336.0 1561.5
1646.2 1912.5
1780.8 2076.0
1856.8 2203.0
MetroCount Traffic Executive
Weekly Vehicle Counts (Virtual Week)
VirtWeeklvVehicle-499 -- English (ENU)
Datasets:
Site:
Attribute:
Direction:
Survey Duration:
Zone:
File:
Identifier:
Algorithm:
Data type:
Profile:
Filter time:
Included classes
Speed range:
Direction:
Separation:
Name:
Scheme:
Units:
In profile:
[118-256] Located on Bunny Lake Drive
Saratoga Affordable
7 - North bound A>B, South bound B>A. Lane: 1
14:13 Wednesday, February 13, 2019 => 8:31 Wednesday, February 20, 2019,
118-256 0 2019-02-20 0832.EC1 (Plus )
R519M98M MC56-1-5 [MC55] (c)Microcom 19Oct04
Factory default axle (v4.06)
Axle sensors - Paired (Class/Speed/Count)
19:00 Wednesday, February 13, 2019 => 19:00 Sunday, February 17, 2019 (4)
1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13
5 - 100 mph.
AB
Headway > 0 sec, Span 0 - 300 ft
Default Profile
Vehicle classification (Scheme F3)
Non metric (ft, mi, ft/s, mph, lb, ton)
Vehicles = 3761 / 9280 (40.53%)
Weekly Vehicle Counts (Virtual Week)
Vi rtWeeklyVeh icle-499
Site:
118-256.1.2NS
Description:
Located on Bunny Lake Drive
Filter time:
19:00 Wednesday, February 13, 2019 => 19:00 Sunday, February 17, 2019
Scheme:
Vehicle classification (Scheme F3)
Filter:
Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(NB) Sp(5,100) Headway(>0) Span(0 - 300)
Hour
0000-0100
0100-0200
0200-0300
0300-0400
0400-0500
0500-0600
0600-0700
0700-0800
0800-0900
0900-1000
1000-1100
1100-1200
1200-1300
1300-1400
1400-1500
1500-1600
1600-1700
1700-1800
1800-1900
1900-2000
2000-2100
2100-2200
2200-2300
2300-2400
Totals
0700-1900
0600-2200
0600-0000
0000-0000
AM Peak
PM Peak
* - No data_
Mon
Tue
Wed
Thu
Fri
Sat
Sun
*
*
*
6.0
5.0
8..0
7.0
*
*
*
2.0
2.0
6>:0
8.0
*
*
*
3.0
2.0
1..0
0.0
*
*
*
2.0
3.0
0•: 0
2.10
*
*
*
1.. 0
4.0
2•. 0
3.,, 0
*
*
*
5, 0
5.0
3.: 0
1-:0
*
*
*
6. 0
6.0
2 , 0
2,0
*
*
*
6..0
8.0
8::0
8.0
*
*
*
16.0
8.0
11;,0
26.0
*
*
*
23.0
35.0
25::0
48.0
*
*
*
54.0
44.0
54.0
89.0
*
*
*
56.0
81.0
77.0
212.0
*
*
*
65..0
97.0
110:0
169.0
*
*
*
56.0
82.0
80..0
103.0
*
*
*
67.0
81.0
89.0
110..0
*
*
*
54.0
74.0
90.0
78.0
*
*
*
60.0
79.0
78..0
57..0
*
*
*
58.0
69.0
75..0
41.0
*
*
*
69:,0
60.0
88•;0
47.0
*
*
210
40.0
63.0
81.0
*
*
18.0
31:;0
53.0
55-10
*
*
7.0
18_0
48.0
33..0
*
*
14.0
14:0
22.0
30:0
*
*
2-.0
7..0
17.0
15.0
y
*
*
584.0
718.0
785.0
988.0
*
*
679.0
B88.0
956.0
*
*
700.0
927.0
1001.0
*
*
719.0
948.0
1021.0
*
*
*
1100
1100
1100
1100
*
*
*
56.0
81.0
77.0
212.0
*
*
*
1800
1200
1200
*
*
*
69.0
97.0
110.0
Averages
1 - 5 1 - 7
1 5..- 5
6....5
2.0
4-.5
1 2.. 5
1:, 5
1 2..5
1.:8
1 2.5
2-5
I 5.0
3.:5
1 6.,.0
4.0
l 7.0
7.5
1 12:0
15.,3
I 29,0
32•.8
1 49.0
60.3
f 68.5
106.5
1 81.0
110..3
1 69.0
80.3
1 74.0
86..8
1 64.0
74,0
1 69,.5
68.5
1 63.5
60.8
1 64:,5
66.0
1 41_ 3
51.3
1 34.0
39.3
1 24.3
26.5
1 16.7
20.0
1 8.7
10.3
651.0 768.8
756.7 889.8
782.0 920.0
802.0 940.3
MetroCount Traffic Executive
Weekly Vehicle Counts (Virtual Week)
VirtWeekl Vehicle-500 -- En lists ENU
Datasets:
Site:
Attribute:
Direction:
Survey Duration:
Zone:
File:
Identifier:
Algorithm:
Data type:
Profile:
Filter time:
Included classes:
Speed range:
Direction:
Separation:
Name:
Scheme:
Units:
In profile:
[118-256] Located on Bunny Lake Drive
Saratoga Affordable
7 - North bound A>B, South bound B>A. Lane: 1
14:13 Wednesday, February 13, 2019 => 8:31 Wednesday, February 20, 2019,
118-256 0 2019-02-20 0832.EC1 (Plus)
R519M98M MC56-1-5 [MC55] (c)Microcom 19Oct04
Factory default axle (v4.06)
Axle sensors - Paired (Class/Speed/Count)
19:00 Wednesday, February 13, 2019 => 19:00 Sunday, February 17, 2019 (4)
1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13
5 - 100 mph.
BA
Headway > 0 sec, Span 0 - 300 ft
Default Profile
Vehicle classification (Scheme F3)
Non metric (ft, mi, ft/s, mph, lb, ton)
Vehicles = 5051 / 9280 (54.43%)
Weekly Vehicle Counts (Virtual Week)
VirtWeeklyVeh icle-500
Site: 118-256.1.2NS
Description: Located on Bunny Lake Drive
Filter time: 19:00 Wednesday, February 13, 2019 => 19:00 Sunday, February 17, 2019
Scheme: Vehicle classification (Scheme F3)
Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(SB) Sp(5,100) Headway(>0) Span(0 - 300)
Mon
Tue
Wed
Thu
Fri
Sat
Sun
Averages
1 - 5
1 - 7
Hour
1
0000-0100
*
*
*
21,0
30.0
62.0
85.0 I
25-5
49.5
0100-0200
*
*
*
640
14.0
34.0
41.0 1
10.0
23.8
0200-0300
*
*
*
4.0
4.0
22.0
21.0 1
4.0
12,8
0300-0400
*
*
*
2.0
8.0
11.0
9.0 1
5.0
7-.5
0400-0500
*
*
*
3.0
8-0
6.0
11.0 {
5.5
7...0
0500-0600
*
*
*
7.0
5..0
9.0
4.0 1
6.0
6:3
0600-0700
*
*
*
1.0
0.0
2.0
4.0 1
0.5
1.8
0700-0800
*
*
*
5.0
5..0
7.0
6.0 1
5-_ 0
5-8
0800-0900
*
*
*
4.0
5.0
7.0
8,0 1
4.5
6.0
0900-1000
*
*
*
10.0
14.0
13.0
15.0 J
12.0
13.0
1000-1100
*
*
*
21.0
23.0
30.0
34.0 1
22.0
27.0
1100-1200
*
*
*
38.0
37.0
29.0
58.0 1
37.5
40.5
1200-1300
*
*
*
50.0
50.0
56.0
74.0 1
50.0
57.5
1300-1400
*
*
*
73.0
114.0
73.0
123.0 I
93.5
95.8
1400-1500
*
*
*
64.0
111.0
78.0
153.0 1
87.5
101.5
1500-1600
*
*
*
92.0
121.0
106.0
177.0 1
106.5
124.0
1600-1700
*
*
*
78.0
131.0
119.0
182.0 1
104.5
127.5
1700-1800
*
*
*
72.0
103.0
112.0
131.0 1
87.5
104.5
1800-1900
*
*
*
73.0
76.0
102.0
108.0 1
74.5
89.8
1900-2000
*
*
39.0
72.0
85.0
106.0
* 1
65.3
75.5
2000-2100
*
*
36.0
74.0
87.0
94.0
* 1
65.7
72.8
2100-2200
*
*
43.0
90.0
86.0
101.0
* 1
73.0
80.0
2200-2300
*
*
24.0
78.0
85.0
121.0
* 1
62.3
77:0
2300-2400
*
*
16.0
60.0
65.0
84.0
* 1
47.0
56.3
Totals
0700-1900
*
*
580.0
790.0
732.0
1069.0
0600-2200
*
*
817.0
1048.0
1035.0
0600-0000
*
*
955.0
1198.0
1240.0
0000-0000
*
*
998.0
1267.0
1384.0
AM Peak
*
*
1100
1100
0000
0000
*
*
38.0
37.0
62.0
85.0
PM Peak
*
*
1500
1600
2200
*
92.0
131.0
121.0
* - No data.
I 685.0 792.8
I 889.5 1022.8
I 998.8 1156.0
11054.8 1262.8
MetroCount Traffic Executive
Speed Statistics
SpeedStat-504 -- English (ENU)
Datasets:
Site:
Attribute:
Direction:
Survey Duration
Zone:
File:
Identifier:
Algorithm:
Data type:
Profile:
Filter time:
Included classes:
Speed range:
Direction:
Separation:
Name:
Scheme:
Units:
In profile:
[118-256] Located on Bunny Lake Drive
Saratoga Affordable
7 - North bound A>B, South bound B>A. Lane: 1
14:13 Wednesday, February 13, 2019 => 8:31 Wednesday, February 20, 2019,
118-256 0 2019-02-20 0832.EC1 (Plus)
R519M98M MC56-L5 [MC55] (c)Microcom 19Oct04
Factory default axle (v4.06)
Axle sensors - Paired (Class/Speed/Count)
19:00 Wednesday, February 13, 2019 => 19:00 Sunday, February 17, 2019 (4)
1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13
5 - 100 mph.
North, South (bound), P = North
Headway > 0 sec, Span 0 - 300 ft
Default Profile
Vehicle classification (Scheme F3)
Non metric (ft, mi, ft/s, mph, lb, ton)
Vehicles = 8812 / 9280 (94.96%)
Speed Statistics
SpeedStat-504
Site:
118-256.1.2NS
Description:
Located on Bunny Lake Drive
Filter time:
19:00 Wednesday, February 13, 2019 => 19:00 Sunday, February 17, 2019
Scheme:
Vehicle classification (Scheme F3)
Filter:
Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(NS) Sp(5,100) Headway(>0) Span(0 - 300)
Vehicles = 8812
Posted speed limit = 15 mph, Exceeding = 8774 (99.57%), Mean Exceeding = 27.46 mph
Maximum = 48.0 mph, Minimum = 7.5 mph, Mean = 27.4 mph
85% Speed = 31.5 mph, 95% Speed = 34.2 mph, Median = 27.3 mph
10 mph Pace = 22 - 32, Number in Pace = 6832 (77.53%)
Variance = 18 58, Standard Deviation = 4.31 mph
Speed
Speed
I
Bin_ J
Below I
Above I
Energy I
vMult I
n* vMult
0-
5 1
0
0.0% 1
0
0.0% I
8812
100.0% 1
0.00 1
0.00 1
0.00
5-
10 1
8
0.1°% 1"
8
0-1% 1
8804
99.9% 1
0.00 1
0.00 1
0.00
10
- 15 1
30
0.3%
38
0.4% 1
8774
99.6%
0.00 1
0.00 1
0.00
15
- 20 1
317
3.6% l..
355
4rr0% 1
8457
,1
96.0% 1
0.00 I
0.00 I
0.00
20
- 25 I
2133
24.2% (
2488
28.2% 1;
6324
71.8% I
0.00 I
0.00 I
0.00
25
- 30 J
4043
45.9% 1
6531
74,1% 1'
2281
25.9% l
0.00 1
0.00
0.00
30
- 35 1
1933
21.9°%
8464
96-1% 1
348
3.9% I'
0.00 j
0.00 I
0.00
35
- 40 J
317
3.6% I.
8781
99..6% 1
31
0.4% I,
0.00 1
0.00 I
0.00
40
- 45 1
29
0.3%
8810
100.:0% 1
2
0.0% I
0.00 j
0.00 l
0.00
45
- 50 1
2
0.0% I
8812
100..0% I
0
0.0% I
0.00 j
0.00 l
0.00
50
- 55 1
0
0.0%
8812
100_:0% 1
0
0.0% 1
0.00
0.00 1
0.00
55
- 60 1
0
0.0% J
8812
1000 % 1
0
0.0% f
0.00
0.00 I
0:00
60
- 65 J
0
0.0°% l
8812
100:0% 1
0
0.0% 1
0.00 j
0.00 I
0.00
65
- 70 1
0
0.0% 1
8812
100,:0% 1
0
0.0% 1
0.00 1
0.00 1
0.00
70
- 75 1
0
0.0% 1
8812
100:,0% 1
0
0.0% 1
0.00 j
0.00 1
0.00
75
- 80 1
0
0.0% I.
8812
100..0% 1
0
0.0% J
0.00 1
0.00 1
0.00
80
- 85 1
0
0.0% 1
8812
100:.03. 1
0
0.0% 1
0.00 1
0.00 1
0.00
85
- 90 1
0
0.0% I':
8812
100.:0% I
0
0.0% !
0.00 I
0.00
0.00
90
- 95 1
0
0.0%
8812
100,0°% 1
0
0.0% 1
0.00 {
0.00 1'
0,00
95
- 100
0
0.40%
8812
100wo% I
0
0.0% 1
0.00 1
0.00 I
0..00
Total Speed Rating = 0.00
Total Moving Energy (Estimated) = 0.00
Speed limit fields
I Limit I Below I Above
0 1 15 (PSL) 1 38 0.4% 1 8774 99.6%
MetroCount Traffic Executive
Speed Statistics
SpeedStat-505 -- English (ENU)
Datasets:
Site:
Attribute:
Direction:
Survey Duration
Zone:
File:
Identifier:
Algorithm:
Data type:
Profile:
Filter time:
Included classes:
Speed range:
Direction:
Separation:
Name:
Scheme:
Units:
In profile:
[118-256] Located on Bunny Lake Drive
Saratoga Affordable
7 - North bound A>B, South bound B>A. Lane: 1
14:13 Wednesday, February 13, 2019 => 8:31 Wednesday, February 20, 2019,
118-256 0 2019-02-20 0832.EC1 (Plus)
R519M98M MC56-L5 [MC55] (c)Microcom 19Oct04
Factory default axle (v4.06)
Axle sensors - Paired (Class/Speed/Count)
19:00 Wednesday, February 13, 2019 => 19:00 Sunday, February 17, 2019 (4)
1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13
5 - 100 mph.
AB
Headway > 0 sec, Span 0 - 300 ft
Default Profile
Vehicle classification (Scheme F3)
Non metric (ft, mi, ft/s, mph, lb, ton)
Vehicles = 3761 / 9280 (40.53%)
Speed Statistics
SpeedStat-505
Site:
118-256.1.2N S
Description:
Located on Bunny Lake Drive
Filter time:
19:00 Wednesday, February 13, 2019 => 19:00 Sunday, February 17, 2019
Scheme:
Vehicle classification (Scheme F3)
Filter:
Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(NB) Sp(5,100) Headway(>0) Span(0 - 300)
Vehicles = 3761
Posted speed limit = 15 mph, Exceeding = 3742 (99.49%), Mean Exceeding = 27.62 mph
Maximum = 48.0 mph, Minimum = 7.5 mph, Mean = 27.5 mph
85% Speed = 32.0 mph, 95% Speed = 34.7 mph, Median = 27.5 mph
10 mph Pace = 23 - 33, Number in Pace = 2849 (75 75%)
Variance = 20 23, Standard Deviation = 4.50 mph
Speed Bins
Sgasd I
Sin_
I
Below I
Above I
Energy I
vMult I
n* vMult
0-
5 1
0
0.0% 1
0
0.0%
3761
100.0% 1
0.00 I
0.00 J
0.00
5-
10 1
7
0.2% 1
7
0.2% J
3754
99.8% 1
0.00 I
0.00 1
0.00
10
- 15 1
12
0.3% 1
19
0.5%
3742
99.5% 1
0.00 I
0.00 1
0.00
15
- 20 1
158
4.2% 1
177
4.7% J
3584
95.3% 1
0.00 I
0.00 1
0.00
20
- 25 1
861
22.9% [..
1038
27...6% 1
2723
72.4% I
0.00 I
0.00
0.00
25
- 30 I
1653
44.0%
2691
71.6% J
1070
28.49. 1
0.00 1
0.00 1
0.00
30
- 35 I
899
23.9% 1
3590
95.5%
171
4.5% 1
0.00 ,1
0.00
0.00
35
- 40 i
155
4.1% 1
3745
99.6% 1
16
0.4% j
0.00
0.00
0.00
40
- 45 I
15
0.4% I
3760
100.0% I'
1
0.0% 1
0.00 1
0.00 1
0.00
45
- 50 I
1
0.0% 1.
3761
100.0% j
0
0.0% [.
0.00 J
0.00 1
0.00
50
- 55 I
0
0.0% 1
3761
100.0%
0
0:_0% [
0.00
0.00
I 0.00
55
- 60 I
0
0.0% I
3761
100.0% 1
0
0..0% l
0.00 1
0-00
0.00
60
- 65 1
0
0.0% 1
3761
100.0% 1•
0
0,,0% 1
0.00 1
0.00
I 0.00
65
- 70 I
0
0.0°% I:
3761
100..0% h
0
0:0%
0.00 1
0.00 1
0.00
70
- 75 I
0
0.0% [
3761
100.0% I
0
0:::0% l
0.00
0.00
1 0.00
75
- 80 I
0
0.0% 1:
3761
100.0% 1
0
0..0% 1
0.00 I
0.00
i 0.00
80
- 85 I
0
0.0% 1
3761
100,:0% 1
0
01:0% I
0.00 'I
0.00
I 0.00
85
- 90 1
0
0.0% 1
3761
100,0% 1
0
0.0% I
0.00 .1
0.00
0.00
90
- 95
0
0.0% 1
3761
100,,:0% 1:
0
0:..0% I
0.00 1
0,:00
1 0.00
95
- 100
0
0.0% 1
3761
100..0% j
0
0.•0% I
0.00 1
0.00
I 0.00
Total Speed Rating = 0.00
Total Moving Energy (Estimated) = 0.00
Speed limit fields
I Limit Below 1 Above
0 1 15 (PSL) 19 0.5% 3742 99.5%
MetroCount Traffic Executive
Speed Statistics
SpeedStat-506 -- English (ENU)
Datasets:
Site:
Attribute:
Direction:
Survey Duration:
Zone:
File:
Identifier:
Algorithm:
Data type:
Profile:
Filter time:
Included classes:
Speed range:
Direction:
Separation:
Name:
Scheme:
Units:
In profile:
[118-256] Located on Bunny Lake Drive
Saratoga Affordable
7 - North bound A>B, South bound B>A. Lane: 1
14:13 Wednesday, February 13, 2019 => 8:31 Wednesday, February 20, 2019,
118-256 0 2019-02-20 0832.EC1 (Plus)
R519M98M MC56-1-5 [MC55] (c)Microcom 19Oct04
Factory default axle (v4.06)
Axle sensors - Paired (Class/Speed/Count)
19:00 Wednesday, February 13, 2019 => 19:00 Sunday, February 17, 2019 (4)
1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13
5 - 100 mph.
BA
Headway > 0 sec, Span 0 - 300 ft
Default Profile
Vehicle classification (Scheme F3)
Non metric (ft, mi, ft/s, mph, lb, ton)
Vehicles = 5051 / 9280 (54.43%)
Speed Statistics
SpeedStat-506
Site:
118-256.1.2NS
Description:
Located on Bunny Lake Drive
Filter time:
19:00 Wednesday, February 13, 2019 => 19:00 Sunday, February 17, 2019
Scheme:
Vehicle classification (Scheme F3)
Filter:
Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(SB) Sp(5,100) Headway(>0) Span(0 - 300)
Vehicles = 5051
Posted speed limit = 15 mph, Exceeding = 5032 (99.62%), Mean Exceeding = 27.34 mph
Maximum = 46.6 mph, Minimum = 8.0 mph, Mean = 27 3 mph
85% Speed = 31.3 mph, 95% Speed = 34.0 mph, Median = 27.1 mph
10 mph Pace = 22 - 32, Number in Pace = 3991 (79.01 %)
Variance = 17.32, Standard Deviation = 4.16 mph
Speed Bins
Speed
I
Bin
I
Below I
Above I
Energy I
vMult
I n* vMul_t
0-
5 1
0
0.0% 1
0
0.0% 1
5051
100.0% I
0..00 1
0.00
I 0.00
5-
10
1
0.0% 1
1
0,.0% 1
5050
100.0% 1
0.00 1
0.00
1 0.00
10
- 15
18
0.4% I
19
0:4% I
5032
99.6% 1
0.00 '1
0.00
0.00
15
- 20 j:,
159
3.1% I
178
3.5% 1
4873
96.5% 1
0.00 1
0.00
I 0.00
20
- 25 l;
1272
25.2% 1
1450
28.,7% j
3601
71.3°% ;J
0.00
0.00
0.00
25
- 30 1.
2390
47.3% 1
3840
76..0% 1
1211
24.0% j
0..00 j
0.00
', 0.00
30
- 35
1034
20.5% 1
4874
96.5% 1
177
3.5%
0.00
0.00
1 0.00
35
- 40 j
162
3.2% J
5036
99.7% 1
15
0.3°%
0:00
0.00
1 0.00
40
- 45
14
0.3% 1
5050
100.0% 1
1
0.0% J
0.00 j
0.00
1 0.00
45
- 50
1
0.0% 1
5051
100.0% 1
0
0.0% •I
0.00
0.00
I 0.00
50
- 55
0
0.0% 1
5051
100.0% 1
0
0.0% 1
0.00 1
0.00
I 0.00
55
- 60
0
0.0% 1
5051
100.0% 1
0
0.0%
0..00
0.00
0.00
60
- 65
0
0.0°% 1
5051
100.0% 1
0
0.0%
0.00 I
0.00
I 0.00
65
- 70
0
0.0% 1
5051
100.0% i
0
0.0%
0..00 J
0.00
1 0.00
70
- 75
0
0.0% 1.
5051
100.0% 1.
0
0.0%
0.00
0.00
0.00
75
- 80
0
0.0%
5051
100.0%
0
0.0% 1
0.00 1
0.00
0.00
80
- 85
0
0.0% I
5051
100.0% 1
0
0.0% 1
0.00 1
0.00
0.00
85
- 90
0
0.0%
5051
100.0% I
0
0.0% 1
0.00 1
0.00 '1
0.00
90
- 95
0
0.0% 1
5051
100.0% j'
0
0.0% 1
0.00 1
0.00
j 0.00
95
- 100
0
0.0% I
5051
100.0% 1
0
0.0°% 1
0.00 1
0.00
1 0.00
Total Speed Rating = 0.00
Total Moving Energy (Estimated) = 0.00
Speed limit fields
I Limit Below 1 Above
0 1 15 (PSL) 19 0.4% 5032 99.6%
Attachment C
Level of Service Analyses
Saratoga Affordable Housing
City of Saratoga Springs, New York
LOS Definitions
The following is an excerpt from the Highway Capacity Manual 6" Edition (HCM)_
Level of Service for Signalized Intersections
Level of Service (LOS) can be characterized for the entire intersection, each intersection approach, and each lane
group. Control delay alone is used to characterize LOS for the entire intersection or an approach. Control delay and
volume -to -capacity (v/c) ratio are used to characterize LOS for a lane group. Delay quantifies the increase in travel
time due to traffic signal control. It is also a surrogate measure of driver discomfort and fuel consumption. The v/c
ratio quantifies the degree to which a phase's capacity is utilized by a lane group. The following paragraphs describe
each LOS.
LOS A describes operations with a control delay of 10 s/veh or less and a v/c ratio no greater than 1.0. This level is
typically assigned when the v/c ratio is low and either progression is exceptionally favorable or the cycle length is
very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through
the intersection without stopping.
LOS 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.
Level of Service Criteria for Unsignalized Intersections
Level of service (LOS) for Two -Way Stop -Controlled (TWSC) intersections is determined by the computed
or measured control delay. For motor vehicles, LOS is determined for each minor -street movement (or
shared movement) as well as major -street left turns by using criteria given in Exhibit 20-2. LOS is not
defined for the intersection as a whole or for major -street approaches for three primary reasons: (a)
major -street through vehicles are assumed to experience zero delay; (b) the disproportionate number of
major -street through vehicles at a typical TWSC intersection skews the weighted average of all
movements, resulting in a very low overall average delay for all vehicles; and (c) the resulting low delay
can mask important LOS deficiencies for minor movements. LOS F is assigned to the movement if the
volume -to -capacity (v/c) ratio for the movement exceeds 1.0, regardless of the control delay.
The LOS criteria for TWSC intersections are somewhat different from the criteria used in Chapter 18 for
signalized intersections, primarily because user perceptions differ among transportation facilitytypes. The
expectation is that a signalized intersection is designed to carry higher traffic volumes and will present
greater delay than an unsignalized intersection. Unsignalized intersections are also associated with more
uncertainty for users, as delays are less predictable than they are at signals, which can reduce users' delay
tolerance.
The LOS criteria for All -Way Stop -Controlled (AWSC) intersections are given in Exhibit 21-8. LOS F is
assigned if the v/c ratio of a lane exceeds 1.0, regardless of the control delay. For assessment of LOS at
the approach and intersection levels, LOS is based solely on control delay.
Exhibits 20-2/21-8:
Level -of -Service Criteria for Stop Controlled Intersections
Control Delay (s/veh)
LOS by Volume -to -Capacity Ratio
v/c < 1.0
v/c > 1.0
10.0
A
F
>10.0 and < 15.0
B
F
>15.0 and < 25.0
C
F
>25.0 and < 35.0
D
F
>35.0 and < 50.0
E
F
>50.0
F
F
HCM 6th Signalized Intersection Summary 1: US Route 9 & Crescent Ave
118-256 Saratoga Affordable Apts 2019 Existing AM
r t T �► 1
Movement
WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
Y
t1�
'i
tt
Traffic Volume (veh/h)
27
89
837
83
94
786
Future Volume (veh/h)
27
89
837
83
94
786
Initial Q (Qb), veh
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1,00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
Adj Sat Flow, vehmlln
1900
1900
1856
1856
1900
1870
Adj Flow Rate, veh/h
29
96
900
89
101
845
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
Percent Heavy Veh, %
0
0
3
3
0
2
Cap, veh/h
37
123
1459
144
464
2328
Arrive On Green
0.10
0.10
0.45
0.45
0.08
0.66
Sat Flow, veh/h
366
1211
3333
320
1810
3647
Grp Volume(v), veh/h
126
0
490
499
101
845
Grp Sat Flow(s),vehmfln
1590
0
1763
1798
1810
1777
Q Serve(g_s), s
3.2
0.0
8.7
8.7
1.0
4.4
Cycle Q Clear(g_c), s
3.2
0.0
8.7
8.7
1.0
4.4
Prop In Lane
0.23
0.76
0.18
1.00
Lane Grp Cap(c), veh/h
161
0
794
810
464
2328
V/C Ratio(X)
0.78
0.00
0.62
0.62
0.22
0.36
Avail Cap(c_a), veh/h
774
0
1931
1969
754
3892
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
18.0
0.0
8.6
8.6
5.5
3.2
Incr Delay (d2), s/veh
8.0
0.0
0.8
0.8
0.2
0.1
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
1.4
0.0
2.5
2.5
0.2
0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
26.0
0.0
9.4
9.4
5.7
3.3
LnGrp LOS
C
A
A
A
A
A
Approach Vol, veh/h
126
989
946
Approach Delay, s/veh
26.0
9.4
3.6
Approach LOS
C
A
A
Timer - Assigned Phs
1
2
6
8
Phs Duration (G+Y+Rc), s
8.4
23.5
31.9
9.2
Change Period (Y+Rc), s
5.0
5.0
5.0
5.0
Max Green Setting (Gmax), s
10.0
45.0
45.0
20.0
Max Q Clear Time (g_c+l1), s
3.0
10.7
6.4
5.2
Green Ext Time (p-c), s
0.1
7.8
7.2
0.3
Intersection Summary
HCM 6th Chi Delay 7.7
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.
Creighton Manning Engineering, LLP Synchro 10 Report
EXam.syn Page 1
HCM 6th Signalized Intersection Summary 1: US Route 9 & Crescent Ave
118-256 Saratoga Affordable Apts 2021 No -Build AM - Phase 1
Movement
WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
Y
T1a
'i
tt
Traffic Volume (veh1h)
28
92
893
86
97
851
Future Volume (veh/h)
28
92
893
86
97
851
Initial Q (Qb), veh
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
Adj Sat Flow, vehlh/ln
1900
1900
1856
1856
1900
1870
Adj Flow Rate, veh/h
30
99
960
92
104
915
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
Percent Heavy Veh, %
0
0
3
3
0
2
Cap, vehlh
38
127
1515
145
448
2360
Arrive On Green
0.10
0.10
0.47
0.47
0.08
0.66
Sat Flow, veh/h
367
1211
3344
311
1810
3647
Grp Volume(v), veh/h
130
0
521
531
104
915
Grp Sat Flow(s),veh/h/In
1590
0
1763
1799
1810
1777
Q Serve(g_s), s
3.4
0.0
9.7
9.7
1.1
5.0
Cycle Q Clear(g_c), s
3.4
0.0
9.7
9.7
1.1
5.0
Prop In Lane
0.23
0.76
0.17
1.00
Lane Grp Cap(c), veh/h
167
0
821
839
448
2360
V/C Ratio(X)
0.78
0.00
0.63
0.63
0.23
0.39
Avail Cap(c_a), veh/h
735
0
1833
1871
717
3696
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
18.9
0.0
8.8
8.8
5.7
3.3
Incr Delay (d2), s/veh
7.7
0.0
0.8
0.8
0.3
0.1
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
1.5
0.0
2.8
2.9
0.2
0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
26.5
0.0
9.6
9.6
6.0
3.4
LnGrp LOS
C
A
A
A
A
A
Approach Vol, veh/h
130
1052
1019
Approach Delay, s/veh
26.5
9.6
3.7
Approach LOS
C
A
A
Timer - Assigned Phs
1
2
6
8
Phs Duration (G+Y+Rc), s
8.6
25.2
_
33.7
9.5
Change Period (Y+Rc), s
5.0
5.0
5.0
5.0
Max Green Setting (Gmax), s
10.0
45.0
45.0
20.0
Max Q Clear Time (g_c+l1), s
3.1
11.7
7.0
5.4
Green Ext Time (p_c), s
0.1
8.5
8.0
0.3
Intersection Summary _
HCM 6th Ctrs Delay 7.8
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.
Creighton Manning Engineering, LLP Synchro 10 Report
NB-P1am.syn Page 1
HCM 6th Signalized Intersection Summary
1: US Route 9 & Crescent Ave
118-256 Saratoga
Affordable Apts
2023 No -Build AM - Phase 1+2
t
Movement
WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
Y
TT.
'i
tt
Traffic Volume (veh/h)
29
94
919
88
100
875
Future Volume (veh/h)
29
94
919
88
100
875
Initial Q (Qb), veh
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach No
No
No
Adj Sat Flow, veh/hAn
1900
1900
1856
1856
1900
1870
Adj Flow Rate, veh/h
31
101
988
95
108
941
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
Percent Heavy Veh, %
0
0
3
3
0
2
Cap, veh/h
40
130
1537
148
440
2374
Arrive On Green
0.11
0.11
0.47
0.47
0.08
0.67
Sat Flow. veh/h
371
1207
3342
312
1810
3647
Grp Volume(v), veh/h
133
0
536
547
108
941
Grp Sat Flow(s),veh/hAn
1590
0
1763
1799
1810
1777
Q Serve(g_s), s
3.6
0.0
10.3
10.3
1.1
5.3
Cycle Q Clear(g_c), s
3.6
0.0
10.3
10.3
1.1
5.3
Prop In Lane
0.23
0.76
0.17
1.00
Lane Grp Cap(c), veh/h
171
0
834
851
440
2374
V/C Ratio(X)
0.78
0.00
0.64
0.64
0.25
0.40
Avail Cap(c_a), veh/h
714
0
1781
1818
696
3591
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
19.4
0.0
8.9
8.9
5.9
3.3
Incr Delay (d2), s/veh
7.4
0.0
0.8
0.8
0.3
0.1
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
°tile BackOfQ(50%),veh/ln
1.5
0.0
3.0
3.1
0.3
0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
26.8
0.0
9.7
9.7
6.2
3.4
LnGro LOS
C
A
A
A
A
A
Approach Vol, veh/h
133
1083
1049
Approach Delay, s/veh
26.8
9.7
3.7
Approach LOS
C
A
A
Timer - Assigned Phs
1
2
6
8
Phs Duration (G+Y+Rc), s
8.7
26.1
34.7
9.8
Change Period (Y+Rc), s
5.0
5.0
5.0
5.0
Max Green Setting (Gmax), s
10.0
45.0
45.0
20.0
Max Q Clear Time (g_c+ll), s
3.1
12.3
7.3
5.6
Green Ext Time (p_c), s
0.1
8.8
8.3
0.3
Intersection Summary
HCM 6th CM Delay
7.9
HCM 6th LOS
A
Notes
User approved volume balancing among the lanes for turning movement.
Creighton Manning Engineering, LLP Synchro 10 Report
NB-P2am.syn Page 1
HCM 6th Signalized Intersection Summary
1: US Route 9 & Crescent Ave
118-256 Saratoga
Affordable Apts
2021 Build AM - Phase 1
,(-
t
Movement
WBL WBR
NBT NBR
SBL
SBT
Lane Configurations
Y
t13
'i
4t
Traffic Volume (veh/h)
33 100
893 91
100
851
Future Volume (veh/h)
33 100
893 91
100
851
Initial Q (Qb), veh
0 0
0 0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
Adj Sat Flow, veh/h/In
1900
1900
1856
1856
1900
1870
Adj Flow Rate, veh/h
35
108
960
98
108
915
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
Percent Heavy Veh, %
0
0
3
3
0
2
Cap, vehm
45
139
1497
153
440
2341
Arrive On Green
0.12
0.12
0.46
0.46
0.08
0.66
Sat Flow, veh/h
387
1194
3322
330
1810
3647
Grp Volume(v), veh/h
144
0
524
534
108
915
Grp Sat Flow(s),veh/h/In
1592
0
1763
1796
1810
1777
Q Serve(g_s), s
3.9
0.0
10.1
10.1
1.2
5.3
Cycle Q Clear(g_c), s
3.9
0.0
10.1
10.1
1.2
5.3
Prop In Lane
0.24
0.75
0.18
1.00
Lane Grp Cap(c), veh/h
186
0
817
833
440
2341
V/C Ratio(X)
0.78
0.00
0.64
0.64
0.25
0.39
Avail Cap(c_a), veh/h
715
0
1782
1816
697
3593
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
19.1
0.0
9.1
9.1
6.0
3.5
Incr Delay (d2), s/veh
6.8
0.0
0.8
0.8
0.3
0.1
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
1.6
0.0
3.0
3.0
0.3
0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
25.9
0.0
10.0
9.9
6.3
3.6
LnGrp LOS
C
A
A
A
A
A
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
144
25.9
C
1
2
1058
9.9
A
1023
3.9
A
6
8
Phs Duration (G+Y+Rc), s
8.7
25.6
34.3
10.2
Change Period (Y+Rc), s
5.0
5.0
5.0
5.0
Max Green Setting (Gmax), s
10.0
45.0
45.0
20.0
Max Q Clear Time (g_c+ll), s
3.2
12.1
7.3
5.9
Green Ext Time (p-c), s
0.1
8.5
8.0
0.3
Intersection Summary
HCM 6th Ctrl Delay
8.2
HCM 6th LOS
A
Notes
User approved volume balancing among the lanes for turning movement
Creighton Manning Engineering, LLP Synchro 10 Report
BU-P1am.syn Page 1
HCM 6th Signalized Intersection Summary 1: US Route 9 & Crescent Ave
118-256 Saratoga Affordable Apts 2023 Build AM - Phase 2
4- 4-
Movement
WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
Y
0
Vi
tt
Traffic Volume (veh/h)
38
111
919
97
106
875
Future Volume (veh/h)
38
111
919
97
106
875
Initial Q (Qb), veh
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
Adj Sat Flow, veh/hAn
1900
1900
1856
1856
1900
1870
Adj Flow Rate, veh/h
41
119
988
104
114
941
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
Percent Heavy Veh, %
0
0
3
3
0
2
Cap, veh/h
53
153
1505
158
424
2334
Arrive On Green
0.13
0.13
0.47
0.47
0.08
0.66
Sat Flow, veh/h
406
1178
3311
339
1810
3647
Grp Volume(v), veh/h
161
0
541
551
114
941
Grp Sat Flow(s),veh/hAn
1594
0
1763
1795
1810
1777
Q Serve(g_s), s
4.6
0.0
11.1
11.1
1.3
5.8
Cycle Q Clear(g_c), s
4.6
0.0
11.1
11.1
1.3
5.8
Prop In Lane
0.25
0.74
0.19
1.00
Lane Grp Cap(c),veh/h
207
0
824
839
424
2334
V/C Ratio(X)
0.78
0.00
0.66
0.66
0.27
0.40
Avail Cap(c_a), veh/h
680
0
1691
1722
661
3410
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
19.7
0.0
9.6
9.6
6.5
3.8
Incr Delay (d2), s/veh
6.1
0.0
0.9
0.9
0.3
0.1
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
1.9
0.0
3.4
3.4
0.3
1.1
Unsig. Movement Delay, slveh
LnGrp Delay(d),s/veh
25.9
0.0
10.5
10.5
6.8
3.9
LnGrp LOS
C
A
B
B
A
A
Approach Vol, veh/h
161
1092
1055
Approach Delay, s/veh
25.9
10.5
4.2
Approach LOS
C
B
A
Timer - Assigned Phs
1
2
6
8
Phs Duration (G+Y+Rc), s
8.9
26.9
35.8
11.1
Change Period (Y+Rc), s
5.0
5.0
5.0
5.0
Max Green Setting (Gmax), s
10.0
45.0
45.0
20.0
Max Q Clear Time (g_c+l1), s
3.3
13.1
7.8
6.6
Green Ext Time (p_c), s
0.1
8.9
8.3
0.4
interseclion Summary
HCM 6th Ctrs Delay
8.7
-
HCM 6th LOS
A
Notes
User approved volume balancing among the lanes for turning movement
Creighton Manning Engineering, LLP Synchro 10 Report
BU-P2am.syn Page 1
HCM 6th Signalized Intersection Summary
1: US Route 9 & Crescent Ave
118-256 Saratoga
Affordable Apts
2019 Existing
4-
t
t
Movement
WBL
WBR
NBT
NBR
SBL
SST
Lane Configurations
Y
0
'i
tt
Traffic Volume (veh/h)
55
111
917
145
97
925
Future Volume (veh/h)
55
111
917
145
97
925
Initial Q (Qb), veh
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach No
No
No
Adj Sat Flow, veh/hAn
1900
1900
1870
1870
1900
1870
Adj Flow Rate, veh/h
58
117
965
153
102
974
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
Percent Heavy Veh, %
0
0
2
2
0
2
Cap, veh/h
75
151
1453
230
407
2323
Arrive On Green
0.14
0.14
0.47
0.47
0.08
0.65
Sat Flow, veh/h
538
1086
3166
487
1810
3647
Grp Volume(v), veh/h
176
0
558
560
102
974
Grp Sat Flow(s),vehmM
1633
0
1777
1783
1810
1777
Q Serve(g_s), s
5.0
0.0
11.6
11.7
1.2
6.3
Cycle Q Clear(g_c), s
5.0
0.0
11.6
11.7
1.2
6.3
Prop In Lane
0.33
0.66
0.27
1.00
Lane Grp Cap(c), veh/h
227
0
840
843
407
2323
V/C Ratio(X)
0.77
0.00
0.66
0.66
0.25
0.42
Avail Cap(c_a), veh/h
677
0
1656
1662
642
3312
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
20.0
0.0
9.8
9.8
6.7
4.0
Incr Delay (d2), s/veh
5.5
0.0
0.9
0.9
0.3
0.1
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),vehlln
2.1
0.0
3.6
3.6
0.3
1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),slveh
25.6
0.0
10.7
10.7
7.0
4.1
LnGrp LOS
C
A
B
B
A
A
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
176
25.6
C
1
2
1118
10.7
B
1076
4.4
A
6
8
Phs Duration (G+Y+Rc), s
8.7
27.8
36.6
11.7
Change Period (Y+Rc), s
5.0
5.0
5.0
5.0
Max Green Setting (Gmax), s
10.0
45.0
45.0
20.0
Max Q Clear Time (g_c+l l ), s
3.2
13.7
8.3
7.0
Green Ext Time (p_c), s
0.1
9.2
8.6
0.4
Intersection Summary
HCM 6th Ctrt Delay
8.9
HCM 6th LOS
A
Notes
User approved volume balancing among the lanes for turning movement.
Creighton Manning Engineering, LLP Synchro 10 Report
EXpm.syn Page 1
HCM 6th Signalized Intersection Summary 1: US Route 9 & Crescent Ave
118-256 Saratoga Affordable Apts 2021 No -Build PM - Phase 1
'r 'I- t �► 1
Movement
WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
Y
T7k
g
TT
Traffic Volume (veh/h)
57
114
1008
149
100
1000
Future Volume (veh/h)
57
114
1008
149
100
1000
Initial Q (Qb), veh
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
Adj Sat Flow, veh/hAn
1900
1900
1870
1870
1900
1870
Adj Flow Rate, veh/h
60
120
1061
157
105
1053
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
Percent Heavy Veh, %
0
0
2
2
0
2
Cap, veh/h
77
154
1539
227
382
2368
Arrive On Green
0.14
0.14
0.50
0.50
0.07
0.67
Sat Flow, veh/h
541
1083
3199
459
1810
3647
Grp Volume(v), veh/h
181
0
606
612
105
1053
Grp Sat Flow(s),veh/hAn
1634
0
1777
1788
1810
1777
Q Serve(g_s), s
5.6
0.0
13.6
13.7
1.3
7.3
Cycle Q Clear(g_c), s
5.6
0.0
13.6
13.7
1.3
7.3
Prop In Lane
0.33
0.66
0.26
1.00
Lane Grp Cap(c), veh/h
232
0
880
886
382
2368
V/C Ratio(X)
0.78
0.00
0.69
0.69
0.27
0.44
Avail Cap(c_a), veh/h
626
0
1533
1543
593
3066
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
21.6
0.0
10.1
10.1
7.3
4.1
Incr Delay (d2), s/veh
5.6
0.0
1.0
1.0
0.4
0.1
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
2.3
0.0
4.3
4.4
0.3
1.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
27.2
0.0
11.0
11.1
7.7
4.3
LnGrp LOS
C
A
B
B
A
A
Approach Vol, vehm 181 1218 1158
Approach Delay, s/veh 27.2 11.1 4.6
Approach LOS C B A
Timer - Assigned Phs
1
2
6
8
Phs Duration (G+Y+Rc), s
8.9
30.8
39.7
12.4
Change Period (Y+Rc), s
5.0
5.0
5.0
5.0
Max Green Setting (Gmax), s
10.0
45.0
45.0
20.0
Max Q Clear Time (g_c+l1), s
3.3
15.7
9.3
7.6
Green Ext Time (p_c), s
0.1
10.2
9.6
0.4
Intersection Summary _
HCM 6th Cbi Delay 9.3
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement
Creighton Manning Engineering, LLP Synchro 10 Report
NB-P1pm.syn Page 1
HCM 6th Signalized Intersection Summary 1: US Route 9 & Crescent Ave
118-256 Saratoga Affordable Apts 2023 No -Build PM - Phase 1+2
f- t t �► 1
Movement
WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
Y
+I*
tt
Traffic Volume (veh/h)
58
118
1036
154
103
1029
Future Volume (veh/h)
58
118
1036
154
103
1029
Initial Q (Qb), veh
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
Adj Sat Flow, veh/hAn
1900
1900
1870
1870
1900
1870
Adj Flow Rate, veh/h
61
124
1091
162
108
1083
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
Percent Heavy Veh, %
0
0
2
2
0
2
Cap, veh/h
78
158
1558
231
372
2378
Arrive On Green
0.15
0.15
0.50
0.50
0.07
0.67
Sat Flow, veh/h
535
1089
3198
460
1810
3647
Grp Volume(v), veh/h
186
0
623
630
108
1083
Grp Sat Flow(s),veh/h/In
1633
0
1777
1788
1810
1777
Q Serve(g_s), s
5.9
0.0
14.5
14.6
1.3
7.8
Cycle Q Clear(g_c), s
5.9
0.0
14.5
14.6
1.3
7.8
Prop In Lane
0.33
0.67
0.26
1.00
Lane Grp Cap(c), veh/h
237
0
892
897
372
2378
V/C Ratio(X)
0.78
0.00
0.70
0.70
0.29
0.46
Avail Cap(c_a), veh/h
606
0
1484
1493
574
2968
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
22.2
0.0
10.3
10.3
7.6
4.2
Incr Delay (d2), s/veh
5.6
0.0
1.0
1.0
0.4
0.1
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOFQ(50%),veh/In
2.4
0.0
4.6
4.7
0.4
1.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
27.8
0.0
11.3
11.3
8.1
4.4
LnGro LOS
C
A
B
B
A
A
Approach Vol, veh/h
186
1253
1191
Approach Delay, s/veh
27.8
11.3
4.7
Approach LOS
C
B
A
Timer - Assigned Phs
1
2
6
8
Phs Duration (G+Y+Rc), s
9.0
32.0
41.1
12.8
Change Period (Y+Rc), s
5.0
5.0
5.0
5.0
Max Green Setting (Gmax), s
10.0
45.0
45.0
20.0
Max Q Clear Time (g_c+l1), s
3.3
16.6
9.8
7.9
Green Ext Time (p_c), s
0.1
10.5
9.9
0.4
Intersection Summary
HCM 6th Ctrl Delay 9.5
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.
Creighton Manning Engineering, LLP Synchro 10 Report
NB-P2pm.syn Page 1
HCM 6th Signalized Intersection Summary 1: US Route 9 & Crescent Ave
118-256 Saratoga Affordable Apts 2021 Build PM - Phase 1
Movement
f
WBL
WBR
t
NBT
/P.
NBR
\I.
SBL
SBT
Lane Configurations
`sr
tt,
tt
Traffic Volume (veh1h)
60
120
1008
162
109
1000
Future Volume (veh/h)
60
120
1008
162
109
1000
Initial Q (Qb), veh
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
Adj Sat Flow, veh/h/ln
1900
1900
1870
1870
1900
1870
Adj Flow Rate, veh/h
63
126
1061
171
115
1053
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
Percent Heavy Veh, %
0
0
2
2
0
2
Cap, veh/h
80
160
1520
245
377
2365
Arrive On Green
0.15
0.15
0.50
0.50
0.08
0.67
Sat Flow, veh/h
542
1083
3159
493
1810
3647
Grp Volume(v), veh/h
190
0
614
618
115
1053
Grp Sat Flow(s),veh/h/In
1633
0
1777
1782
1810
1777
Q Serve(g_s), s
6.0
0.0
14.3
14.4
1.4
7.6
Cycle Q Clear(g_c), s
6.0
0.0
14.3
14.4
1.4
7.6
Prop In Lane
0.33
0.66
0.28
1.00
Lane Grp Cap(c), veh/h
242
0
881
884
377
2365
V/C Ratio(X)
0.79
0.00
0.70
0.70
0.30
0.45
Avail Cap(c_a), veh/h
609
0
1490
1494
576
2980
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
22.0
0.0
10.4
10.4
7.7
4.3
Incr Delay (d2), s/veh
5.6
0.0
1.0
1.0
0.5
0.1
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
2.5
0.0
4.6
4.6
0.4
1.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
27.6
0.0
11.4
11.5
8.1
4.4
LnGrp LOS
C
A
B
B
A
A
Approach Vol, veh/h 190 1232 1168
Approach Delay, s/veh 27.6 11.4 4.8
Approach LOS C B A
Timer - Assigned Phs
1
2
6
8
Phs Duration (G+Y+Rc), s
9.1
31.6
40.7
12.9
Change Period (Y+Rc), s
5.0
5.0
5.0
5.0
Max Green Setting (Gmax), s
10.0
45.0
45.0
20.0
Max Q Clear Time (g_c+l1), s
3.4
16.4
9.6
8.0
Green Ext Time (p-c), s
0.1
10.2
9.5
0.4
Intersection Summary_
HCM 6th Ctrl Delay
9.6
HCM 6th LOS
A
Notes
User approved volume balancing among the lanes for turning movement.
Creighton Manning Engineering, LLP Synchro 10 Report
BU-P1pm.syn Page 1
HCM 6th Signalized Intersection Summary 1: US Route 9 & Crescent Ave
118-256 Saratoga Affordable Apts 2023 Build PM - Phase 1+2
Movement
4-
WBL
t
WBR
t
NBT
"*�
NBR
\b-
SBL
SBT
Lane Configurations
Y
Ti.
14
T4
Traffic Volume (veh/h)
65
130
1036
180
121
1029
Future Volume (veh/h)
65
130
1036
180
121
1029
Initial Q (Qb), veh
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
Work Zone On Approach
No
No
No
Adj Sat Flow, vehmM
1900
1900
1870
1870
1900
1870
Adj Flow Rate, veh/h
68
137
1091
189
127
1083
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
Percent Heavy Veh, %
0
0
2
2
0
2
Cap, veh/h
85
172
1522
263
361
2367
Arrive On Green
0.16
0.16
0.50
0.50
0.08
0.67
Sat Flow, veh/h
539
1086
3123
523
1810
3647
Grp Volume(v), veh/h
206
0
639
641
127
1083
Grp Sat Flow(s),veh/h/In
1633
0
1777
1776
1810
1777
Q Serve(g_s), s
6.9
0.0
15.9
16.0
1.7
8.3
Cycle Q Clear(g_c), s
6.9
0.0
15.9
16.0
1.7
8.3
Prop In Lane
0.33
0.67
0.29
1.00
Lane Grp Cap(c), veh/h
259
0
893
892
361
2367
V/C Ratio(X)
0.80
0.00
0.72
0.72
0.35
0.46
Avail Cap(c a), veh/h
573
0
1404
1403
541
2807
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
0.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
23.1
0.0
11.0
11.0
8.6
4.6
Incr Delay (d2), s/veh
5.6
0.0
1.1
1.1
0.6
0.1
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
°/wile BackOfQ(50%),vehM
2.9
0.0
5.2
5.3
0.5
1.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
28.6
0.0
12.1
12.1
9.2
4.7
LnGrp LOS
C
A
B
B
A
A
Approach Vol, veh/h
206
1280
1210
Approach Delay, s/veh
28.6
12.1
5.2
Approach LOS
C
B
A
Timer - Assigned Phs
1
2
6
8
Phs Duration (G+Y+Rc), s
9.3
33.6
42.9
14.0
Change Period (Y+Rc), s
5.0
5.0
5.0
5.0
Max Green Setting (Gmax), s
10.0
45.0
45.0
20.0
Max Q Clear Time (g_c+I1), s
3.7
18.0
10.3
8.9
Green Ext Time (p_c), s
0.1
10.6
9.9
0.5
Intersection Summary
HCM 6th Cht Delay 10.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.
Creighton Manning Engineering, LLP Synchro 10 Report
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HCM 6th TWSC 2: Crescent Ave & Bunny Lake Dr
118-256 Saratoga Affordable Apts 2019 Existing AM
Intersection
Int Delay, s/veh 0.4
Movement E8L EBT WBT WBR SBL SBR
Lane Configurations
4
13
Y
Traffic Vol, veh/h
5
135
87
1
3
2
Future Vol, veh/h
5
135
87
1
3
2
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
-
None
-
None
Storage Length
-
-
-
-
0
-
Veh in Median Storage,
# -
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
88
88
88
88
88
88
Heavy Vehicles, %
0
5
1
0
0
0
Mvmt Flow
6
153
99
1
3
2
Major/Minor
Ma or1
Major2 Minor2
Conflicting Flow All
100
0 0 265
100
Stage 1
-
- - 100
Stage 2
-
- 165
-
Critical Hdwy
4.1
- 6.4
6.2
Critical Hdwy Stg 1
-
- 5.4
-
Critical Hdwy Stg 2
-
- 5.4
-
Follow-up Hdwy
2.2
- 3.5
3.3
Pot Cap-1 Maneuver
1505
- 728
961
Stage 1
-
929
Stage 2
-
869
-
Platoon blocked, %
Mov Cap-1 Maneuver
1505
725
961
Mov Cap-2 Maneuver
-
725
-
Stage 1
-
925
-
Stage 2
869
-
Approach
EB
WB SB
HCM Control Delay, s
0.3
0 9.5
HCM LOS
A
Minor LanelMaior Mvmt EBL EBT WST WBR SBLn1
Capacity (veh/h)
1505 -
- 804
HCM Lane V/C Ratio
0.004
- 0.007
HCM Control Delay (s)
7.4 0
- 9.5
HCM Lane LOS
A A
- A
HCM 95th %tile Q(veh)
0 - -
- 0
Creighton Manning Engineering, LLP Synchro 10 Report
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HCM 6th TWSC 2: Crescent Ave & Bunny Lake Dr
118-256 Saratoga Affordable Apts 2021 No -Build AM - Phase 1
Intersection
Int Delay, s/veh
Movement
0.4
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
4
1*
Y
Traffic Vol, vehlh
5
139
90
1
3
2
Future Vol, veh/h
5
139
90
1
3
2
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
None
-
None
Storage Length
-
-
0
Veh in Median Storage,
# -
0
0
0
Grade, %
-
0
0
0
Peak Hour Factor
88
88
88
88
88
88
Heavy Vehicles, %
0
5
1
0
0
0
Mvmt Flow
6
158
102
1
3
2
Major/Minor Maiori
Ma'ar2
MinoQ
Conflicting Flow All
103
0
0 273
103
Stage 1
-
-
- 103
-
Stage 2
-
170
-
Critical Hdwy
4.1
-
6.4
6.2
Critical Hdwy Stg 1
-
-
5.4
Critical Hdwy Stg 2
-
5.4
-
Follow-up Hdwy
2.2
-
3.5
3.3
Pot Cap-1 Maneuver
1502
-
721
957
Stage 1
926
-
Stage 2
865
-
Platoon blocked, %
Mov Cap-1 Maneuver
1502
718
957
Mov Cap-2 Maneuver
-
718
-
Stage 1
-
922
-
Stage 2
865
Approach
EB
WB
SB
HCM Control Delay, s
0.3
0
9.5
HCM LOS
A
Minor Lane/Major Mvmt
EBL EST
WBT WBR SBLn1
Capacity (veh#r)
1502
798
HCM Lane V/C Ratio
0.004 -
0 007
HCM Control Delay (s)
7.4 0
9.5
HCM Lane LOS
A A
A
HCM 95th %tile Q(veh)
0 -
0
Creighton Manning Engineering, LLP Synchro 10 Report
NB-P1am.syn Page 1
HCM 6th TWSC 2- Crescent Ave & Bunny Lake Dr
118-256 Saratoga Affordable A is 2023 No -Build AM - Phase 1+2
Intersection
Int Delay, s/veh
movement
0.4
EBL
EBT
WBT
VV8R
SBL
SBR
Lane Configurations
-T
1=
Y
Traffic Vol, veh/h
5
143
92
1
3
2
Future Vol, veh/h
5
143
92
1
3
2
Conflicting Peds, Nhr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
-
None
-
None
Storage Length
-
-
-
-
0
-
Veh in Median Storage, # -
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
88
88
88
88
88
88
Heavy Vehicles, %
0
5
1
0
0
0
Mvmt Flow
6
163
105
1
3
2
MajorlMinor
Majorl
Major2 Minor2
Conflicting Flow All
106
0 0 281
106
Stage 1
-
106
-
Stage 2
175
-
Critical Hdwy
4.1
- 6.4
6.2
Critical Hdwy Stg 1
-
5.4
-
Critical Hdwy Stg 2
-
5.4
-
Follow-up Hdwy
2.2
3.5
3.3
PotCap-1 Maneuver
1498
713
954
Stage 1
923
-
Stage 2
-
860
-
Platoon blocked, %
Mov Cap-1 Maneuver
1498
710
954
Mov Cap-2 Maneuver
710
-
Stage 1
-
919
Stage 2
860
-
EB WB SS
HGM Controi Delay. s
0.3
0
9.6
HCM LOS
A
Minor LanelVa o OWM_
EBL
EBT
VAT WBR 89tn1
Capacity (veh/h)
1498
-
791
HCM Lane V/C Ratio
0.004
-
0 007
HCM Control Delay (s)
7.4
0
9.6
HCM Lane LOS
A
A
A
HCM 95th %tile a(veh)
0
-
0
Creighton Manning Engineering, LLP Synchro 10 Report
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HCM 6th TWSC 2- Crescent Ave & Bunny Lake Dr
118-256 Sarato a Affordable Apts 2021 Build AM - Phase 1
Interseclion
Int Delay, s/veh
Movement
1.3
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
4
T.
Y
Traffic Vol, veh/h
13
139
90
1
12
15
Future Vol, veh/h
13
139
90
1
12
15
Conflicting Peds, #fhr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
None
-
None
Storage Length
-
-
0
Veh in Median Storage,
# -
0
0
-
0
Grade, %
0
0
0
Peak Hour Factor
88
88
88
88
88
88
Heavy Vehicles, %
0
5
1
0
0
0
Mvmt Flow
15
158
102
1
14
17
Major/Minor Ma or1
Ma'or2
Minar2
Conflicting Flow All
103
0
0 291
103
Stage 1
-
- 103
-
Stage 2
-
- 188
-
Critical Hdwy
4.1
- 6.4
6.2
Critical Hdwy Stg 1
- 5.4
-
Critical Hdwy Stg 2
-
- 5.4
-
Follow-up Hdwy
2.2
- 3.5
3.3
Pot Cap-1 Maneuver
1502
- 704
957
Stage 1
- 926
-
Stage 2
-
- 849
-
Platoon blocked, %
Mov Cap-1 Maneuver
1502
696
957
Mov Cap-2 Maneuver
-
696
-
Stage 1
-
916
-
Stage 2
849
-
Approach
EB
WB
SB
HCM Control Delay, s
0.6
0
9.6
HCM LOS
A
Minor Lane/Major Mvmt
EBL EBT
WBT WBR SBLn1
Capacity (veh/h)
1502 -
820
HCM Lane V/C Ratio
0.01 -
0.037
HCM Control Delay (s)
7.4 0
9.6
HCM Lane LOS
A A
A
HCM 95th %file Q(veh)
0 -
0.1
Creighton Manning Engineering, LLP Synchro 10 Report
BU-P1am.syn Page 1
HCM 6th TWSC 2- Crescent Ave & Bunny Lake Dr
118-256 Saratoga Affordable Apts 2023 Build AM - Phase 1+2
Intersection
Int Delay, s/veh 2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
4
1a
Y
Traffic Vol, veh/h
20
143
92
2
20
28
Future Vol, veh/h
20
143
92
2
20
28
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
-
None
-
None
Storage Length
-
-
0
Veh in Median Storage,
# -
0
0
-
0
Grade, %
-
0
0
0
-
Peak Hour Factor
88
88
88
88
88
88
Heavy Vehicles, %
0
5
1
0
0
0
Mvmt Flow
23
163
105
2
23
32
Major/Minor Ma'orl
Ma'or2
Minor2
Conflicting Flow All
107
0
0 315
106
Stage 1
-
-
- 106
-
Stage 2
-
- 209
-
Critical Hdwy
4.1
- 6.4
6.2
Critical Hdwy Stg 1
-
- 5.4
-
Critical Hdwy Stg 2
-
- 5.4
-
Follow-up Hdwy
2.2
3.5
3.3
Pot Cap-1 Maneuver
1497
- 682
954
Stage 1
-
- 923
-
Stage 2
-
-
- 831
-
Platoon blocked, %
Mov Cap0 Maneuver
1497
670
954
Mov Cap-2 Maneuver
-
670
-
Stage 1
-
907
-
Stage 2
831
-
Approach
Eta
WB
SB
HCM Control Delay, s
0.9
0
9.8
HCM LOS
A
Minor Lane/Major Mvmt
EBL EBT
WBT WBR SBLril
Capacity (veh1h)
1497 -
811
HCM Lane WC Ratio
0.015 -
0.067
HCM Control Delay (s)
7.4 0
9.8
HCM Lane LOS
A A
A
HCM 95th %tile Q(veh)
0 -
0.2
Creighton Manning Engineering, LLP Synchro 10 Report
BU-P2am.syn Page 1
HCM 6th TWSC 2: Crescent Ave & Bunny Lake Dr
118-256 Saratoga Affordable Apts 2019 Existing
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
*T
1+
Y
Traffic Vol, veh/h
38
152
67
3
27
23
Future Vol, veh/h
38
152
67
3
27
23
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
-
None
-
None
Storage Length
-
-
-
0
Veh in Median Storage, # -
0
0
-
0
-
Grade, %
0
0
-
0
-
Peak Hour Factor
90
90
90
90
90
90
Heavy Vehicles, %
6
1
3
0
0
5
Mvmt Flow
42
169
74
3
30
26
Major/Minor
Ma or1
Ma'or2 Minor2
Conflicting Flow All
77
0 0 329
76
Stage 1
-
- - - 76
-
Stage 2
-
253
-
Critical Hdwy
4.16
6.4
6.25
Critical Hdwy Stg 1
-
5.4
-
Critical Hdwy Stg 2
-
5.4
-
Follow-up Hdwy
2.254
3.5
3.345
Pot Cap-1 Maneuver
1497
670
977
Stage 1
-
952
-
Stage 2
-
794
-
Platoon blocked, %
Mov Cap-1 Maneuver
1497
649
977
Mov Cap-2 Maneuver
-
649
-
Stage 1
-
922
Stage 2
794
Approach
E8
WB SB
HCM Control Delay, s
1.5
0 10.1
HCM LOS
B
Minor Lane/Maior Mvmt E81- EBT WBT VVBR SBLni
Capacity (veh/h)
1497 -
- 768
HCM Lane V/C Ratio
0.028 -
- 0.072
HCM Control Delay (s)
7.5 0
- 10.1
HCM Lane LOS
A A
- B
HCM 95th °ktile Q(veh)
0.1 -
- 0.2
Creighton Manning Engineering, LLP Synchro 10 Report
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HCM 6th TWSC 2- Crescent Ave & Bunny Lake Dr
118-256 Saratoga Affordable Apts 2021 No -Build PM - Phase 1
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
4
13
Y
Traffic Vol, vehm
39
157
69
3
28
24
Future Vol, veh/h
39
157
69
3
28
24
Conflicting Peds, #Ihr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
-
None
-
None
Storage Length
-
-
0
-
Veh in Median Storage,
# -
0
0
-
0
-
Grade, %
-
0
0
0
-
Peak Hour Factor
90
90
90
90
90
90
Heavy Vehicles, %
6
1
3
0
0
5
Mvmt Flow
43
174
77
3
31
27
Major/Minor Ma'or1
Ma'or2
Minor2
Conflicting Flow All
80
0
0 339
79
Stage 1
-
-
79
-
Stage 2
-
260
-
Critical Hdwy
4.16
6.4
6.25
Critical Hdwy Stg 1
-
5.4
-
Critical Hdwy Stg 2
-
5.4
-
Follow-up Hdwy
2.254
3.5
3.345
Pot Cap-1 Maneuver
1493
661
973
Stage 1
-
949
-
Stage 2
-
788
-
Platoon blocked, %
Mov Cap-1 Maneuver
1493
640
973
Mov Cap-2 Maneuver
-
640
-
Stage 1
-
919
-
Stage 2
788
-
Ap roach
E B
WB
SB
HCM Control Delay, s
1.5
0
10.1
HCM LOS
B
Minor Lane/Major Mvmt
EBL EBT
WBT WBR SBLn1
Capacity (veh1h)
1493
-
760
HCM Lane V/C Ratio
0.029 -
-
0.076
HCM Control Delay (s)
7.5 0
-
10.1
HCM Lane LOS
A A
-
B
HCM 95th %tile Q(veh)
0.1 -
-
0.2
Creighton Manning Engineering, LLP Synchro 10 Report
NB-P1pm.syn Page 1
HCM 6th TWSC 2: Crescent Ave & Bunny Lake Dr
118-256 Saratoga Affordable Apts 2023 No -Build PM - Phase 1+2
Intersection
Int Delay, s/veh
Movement
2.6
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
4
1+
Y
Traffic Vol, veh/h
40
161
71
3
29
24
Future Vol, veh/h
40
161
71
3
29
24
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
-
None
-
None
Storage Length
-
-
-
0
Veh in Median Storage,
# -
0
0
-
0
-
Grade, %
-
0
0
-
0
Peak Hour Factor
90
90
90
90
90
90
Heavy Vehicles, %
6
1
3
0
0
5
Mvmt Flow
44
179
79
3
32
27
Major/Minor Major1
MAor2
M_inor2
Conflicting Flow All
82
0
0 348
81
Stage 1
-
-
- 81
-
Stage 2
-
- 267
-
Critical Hdwy
4.16
- 6.4
6.25
Critical Hdwy Stg 1
-
- 5.4
-
Critical Hdwy Stg 2
-
- 5.4
-
Follow-up Hdwy
2.254
3.5
3 345
Pot Cap-1 Maneuver
1490
653
971
Stage 1
-
947
-
Stage 2
-
782
-
Platoon blocked, %
Mov Cap-1 Maneuver
1490
631
971
Mov Cap-2 Maneuver
-
631
-
Stage 1
-
916
-
Stage 2
-
782
-
Approach
EB
WB
SB
HCM Control Delay, s
1.5
0
10.2
HCM LOS
B
Minor lane/Major Mvmt
EBL EBT
WBT WBR SBLn1
Capacity (veh/h)
1490
-
750
HCM Lane V/C Ratio
0.03 -
-
0.079
HCM Control Delay (s)
7.5 0
- -
10.2
HCM Lane LOS
A A
-
B
HCM 95th %file Q(veh)
0.1 -
-
0.3
Creighton Manning Engineering, LLP Synchro 10 Report
NB-P2pm.syn Page 1
HCM 6th TWSC 2: Crescent Ave & Bunny Lake Dr
118-256 Saratoga Affordable Apts 2021 Build PM - Phase 1
Intersection
Int Delay, s/veh
Movement
3.2
E8L
EBT
WBT
WBR
SBL
SBR
Lane Configurations
4
T+
Y
Traffic Vol, veh/h
61
157
69
4
34
33
Future Vol, veh/h
61
157
69
4
34
33
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
-
None
-
None
Storage Length
-
-
0
-
Veh in Median Storage, # -
0
0
-
0
-
Grade, %
0
0
-
0
-
Peak Hour Factor
90
90
90
90
90
90
Heavy Vehicles, %
6
1
3
0
0
5
Mvmt Flow
68
174
77
4
38
37
Majflr)Minor
Majorl Major2
Minor2
Conflicting Flow All
81 0
0 389
79
Stage 1
- -
- 79
-
Stage 2
-
- 310
-
Critical Hdwy
4.16
- 6.4
6.25
Critical Hdwy Stg 1
-
- 5.4
-
Critical Hdwy Stg 2
-
- 5.4
-
Follow-up Hdwy
2.254
- 3.5
3.345
Pot Cap-1 Maneuver
1492
- 619
973
Stage 1
-
- 949
-
Stage 2
-
- 748
-
Platoon blocked, %
Mov Cap-1 Maneuver
1492
588
973
Mov Cap-2 Maneuver
-
588
-
Stage 1
-
902
-
Stage 2
748
A mach EB WB SB -
HCM Control Delay, s 2.1 0 10.5
HCM LOS B
Minor LanelMajor Mvmt
EBL
EST WBT WBR SBLn1
Capacity (vehm)
1492
- 730
HCM Lane V/C Ratio
0.045
- 0.102
HCM Control Delay (s)
7.5
0 - 10.5
HCM Lane LOS
A
A - B
HCM 95th %tile Q(veh)
0.1
- - 0.3
Creighton Manning Engineering, LLP Synchro 10 Report
BU-P1pm.syn Page 1
HCM 6th TWSC 2: Crescent Ave & Bunny Lake Dr
118-256 Saratoga Affordable Apts 2023 Build PM - Phase 1+2
Intersection
Int Delay, s/veh
Movement
3.8
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
4
1
Y
Traffic Vol, veh/h
84
161
71
6
41
43
Future Vol, veh/h
84
161
71
6
41
43
Conflicting Peds, #ahr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
-
None
-
None
Storage Length
-
0
Veh in Median Storage,
# -
0
0
-
0
Grade, %
-
0
0
-
0
-
Peak Hour Factor
90
90
90
90
90
90
Heavy Vehicles, %
6
1
3
0
0
5
Mvmt Flow
93
179
79
7
46
48
Major/Minor Maori
Ma or2
Minor2
Conflicting Flow All
86
0
0 448
83
Stage 1
-
-
- 83
-
Stage 2
-
365
-
Critical Hdwy
4.16
6.4
6.25
Critical Hdwy Stg 1
-
5.4
-
Criflcal Hdwy Stg 2
-
5.4
-
Follow-up Hdwy
2.254
3.5
3.345
Pot Cap-1 Maneuver
1485
572
968
Stage 1
-
945
-
Stage 2
-
707
-
Platoon blocked, %
Mov Cap-1 Maneuver
1485
-
532
968
Mov Cap-2 Maneuver
-
532
Stage 1
-
879
Stage 2
-
707
Approach
EB
WB
SB
HCM Control Delay, s
2.6
0
11
HCM LOS
B
Minor LaneWajor Mvmt
EBL EBT
WBT WBR SBLn1
Capacity (vehm)
1485 -
-
691
HCM Lane V/C Ratio
0.063 -
-
0.135
HCM Control Delay (s)
7.6 0
- -
11
HCM Lane LOS
A A
-
B
HCM 95th %file 0(veh)
0.2 -
- -
0.5
Creighton Manning Engineering, LLP Synchro 10 Report
BU-P2pm.syn Page 1
HCM 6th AWSC 3: Nelson Ave & Crescent Ave
118-256 Saratoga Affordable Apts 2019 Existing AM
Intersection
Intersection Delay, s/veh
8.5
Intersection LOS
A
Movement
EBL
EST
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SHL
SBT
SBR
Lane Configurations
4*
d
if
4*
41
Traffic Vol, vehm
19
107
0
6
67
21
9
18
5
85
15
22
Future Vol, veh/h
19
107
0
6
67
21
9
18
5
85
15
22
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Heavy Vehicles, %
0
1
0
20
0
6
0
13
13
1
0
0
Mvmt Flow
21
119
0
7
74
23
10
20
6
94
17
24
Number of Lanes
0
1
0
0
1
1
0
1
0
0
1
0
Approach
ES
W8
NB
S6
Opposing Approach
WB
EB
SB
NB
Opposing Lanes
2
1
1
1
Conflicting Approach Left
SB
NB
EB
WB
Conflicting Lanes Left
1
1
1
2
Conflicting Approach Right
NB
SB
WB
EB
Conflicting Lanes Right
1
1
2
1
HCM Control Delay
8.6
8.5
7.9
8.6
HCM LOS
A
A
A
A
Lane
NBLn1
EBLn1
WBLn1
WBLn2
SBLn1
Vol Left, %
28%
15%
8%
0%
70%
Vol Thru, %
56%
85%
92%
0%
12%
Vol Right, %
16%
0%
0%
100%
18%
Sign Control
Stop
Stop
Stop
Stop
Stop
Traffic Vol by Lane
32
126
73
21
122
LT Vol
9
19
6
0
85
Through Vol
18
107
67
0
15
RT Vol
5
0
0
21
22
Lane Flow Rate
36
140
81
23
136
Geometry Grp
2
5
7
7
2
Degree of Util (X)
0.046
0.178
0.122
0.028
0.173
Departure Headway (Hd)
4.619
4.568
5.406
4.32
4.583
Convergence, Y/N
Yes
Yes
Yes
Yes
Yes
Cap
775
785
663
829
784
Service Time
2.648
2.593
3.134
2.047
2.606
HCM Lane VIC Ratio
0.046
0.178
0.122
0.028
0.173
HCM Control Delay
7.9
8.6
8.9
7.2
8.6
HCM Lane LOS
A
A
A
A
A
HCM 95th-tile Q
0.1
0.6
0.4
0.1
0.6
Creighton Manning Engineering, LLP Synchro 10 Report
EXam.syn Page 1
HCM 6th AWSC 3: Nelson Ave & Crescent Ave
118-256 Saratoga Affordable Apts 2021 No -Build AM - Phase 1
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement
EBL
EBT
EBR
WSL
V BT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4�
4
i'
4
Traffic Vol, veh/h
20
110
0
6
69
22
9
19
5
88
15
23
Future Vol, veh/h
20
110
0
6
69
22
9
19
5
88
15
23
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Heavy Vehicles, %
0
1
0
20
0
6
0
13
13
1
0
0
Mvmt Flow
22
122
0
7
77
24
10
21
6
98
17
26
Number of Lanes
0
1
0
0
1
1
0
1
0
0
1
0
Approach
EB
WB
NB
SB
Opposing Approach
WB
EB
SB
NB
Opposing Lanes
2
1
1
1
Conflicting Approach Left
SB
NB
EB
WB
Conflicting Lanes Left
1
1
1
2
Conflicting Approach Right
NB
SB
WB
EB
Conflicting Lanes Right
1
1
2
1
HCM Control Delay
8.6
8.5
7.9
8.6
HCM LOS
A
A
A
A
Lane NBLn1 EBLn1 W8Ln1 WBLn2 SBLn1
Vol Left, %
27%
15%
8%
0%
70%
Vol Thru, %
58%
85%
92%
0%
12%
Vol Right, %
15%
0%
0%
100%
18%
Sign Control
Stop
Stop
Stop
Stop
Stop
Traffic Vol by Lane
33
130
75
22
126
LT Vol
9
20
6
0
88
Through Vol
19
110
69
0
15
RT Vol
5
0
0
22
23
Lane Flow Rate
37
144
83
24
140
Geometry Grp
2
5
7
7
2
Degree of Util (X)
0.047
0.184
0.126
0.029
0.179
Departure Headway (Hd)
4.645
4.588
5.426
4.34
4.602
Convergence, Y/N
Yes
Yes
Yes
Yes
Yes
Cap
770
783
662
825
780
Service Time
2.676
2.612
3.152
2.065
2.626
HCM Lane V/C Ratio
0.048
0.184
0.125
0.029
0.179
HCM Control Delay
7.9
8.6
8.9
7.2
8.6
HCM Lane LOS
A
A
A
A
A
HCM 95th-tile Q
0.1
0.7
0.4
0.1
0.6
Creighton Manning Engineering, LLP Synchro 10 Report
NB-P1am.syn Page 1
HCM 6th AWSC 3: Nelson Ave & Crescent Ave
118-256 Saratoga Affordable Ai3ts 2023 No -Build AM - Phase 1+2
Intersection
Intersection Delay, s/veh 8.6
Intersection LOS A
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
*11�
4
T
4�
4,
Traffic Vol, veh/h
20
114
0
6
71
22
10
19
5
90
16
23
Future Vol, veh/h
20
114
0
6
71
22
10
19
5
90
16
23
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Heavy Vehicles, %
0
1
0
20
0
6
0
13
13
1
0
0
Mvmt Flow
22
127
0
7
79
24
11
21
6
100
18
26
Number of Lanes
0
1
0
0
1
1
0
1
0
0
1
0
Approach
ES
WB
NB
SB
Opposing Approach
WB
EB
SB
NB
Opposing Lanes
2
1
1
1
Conflicting Approach Left
SB
NB
EB
WB
Conflicting Lanes Left
1
1
1
2
Conflicting Approach Right
NB
SB
WB
EB
Conflicting Lanes Right
1
1
2
1
HCM Control Delay
8.7
8.6
7.9
8.7
HCM LOS
A
A
A
A
Lane
NBLn1
EBLn1
WBLn1
WBLn2
SBLn1
Vol Left, %
Vol Thru, %
Vol Right, %
Sign Control
Traffic Vol by Lane
LT Vol
Through Vol
RT Vol
Lane Flow Rate
Geometry Grp
Degree of Util (X)
Departure Headway (Hd)
Convergence, Y/N
Cap
Service Time
HCM Lane VIC Ratio
HCM Control Delay
HCM Lane LOS
HCM 95th-tile Q
Creighton Manning Engineering, LLP
NB-P2am.syn
29%
15%
8%
0%
70%
56%
85%
92%
0%
12%
15%
0%
0%
100%
18%
Stop
Stop
Stop
Stop
Stop
34
134
77
22
129
10
20
6
0
90
19
114
71
0
16
5
0
0
22
23
38
149
86
24
143
2
5
7
7
2
0.049
0.19
0.129
0.03
0.184
4.678
4.603
5.442
4.357
4.625
Yes
Yes
Yes
Yes
Yes
765
780
660
822
777
2.707
2.629
3.169
2.084
2.649
0.05
0.191
0.13
0.029
0.184
7.9
8.7
9
7.2
8.7
A
A
A
A
A
0.2
0.7
0.4
0.1
0.7
Synchro 10 Report
Page 1
HCM 6th AWSC 3: Nelson Ave & Crescent Ave
118-256 Sarato a Affordable Apts 2021 Build AM - Phase 1
1 n lersedion
Intersection Delay, s/veh 8.6
Intersection LOS A
Movement EBL EST EBR WBi_ WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
4b
4
r
4*
41
Traffic Vol, veh/h
21
118
0
6
69
22
9
19
5
88
15
23
Future Vol, veh/h
21
118
0
6
69
22
9
19
5
88
15
23
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Heavy Vehicles, %
0
1
0
20
0
6
0
13
13
1
0
0
Mvmt Flow
23
131
0
7
77
24
10
21
6
98
17
26
Number of Lanes
0
1
0
0
1
1
0
1
0
0
1
0
Approach
EB
WB
NB
SB
Opposing Approach
WB
EB
SB
NB
Opposing Lanes
2
1
1
1
Conflicting Approach Left
SB
NB
EB
WB
Conflicting Lanes Left
1
1
1
2
Conflicting Approach Right
NB
SB
WB
EB
Conflicting Lanes Right
1
1
2
1
HCM Control Delay
8.7
8.6
7.9
8.7
HCM LOS
A
A
A
A
Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1
Vol Left, %
27%
15%
8%
0%
70%
Vol Thru, %
58%
85%
92%
0%
12%
Vol Right, %
15%
0%
0%
100%
18%
Sign Control
Stop
Stop
Stop
Stop
Stop
Traffic Vol by Lane
33
139
75
22
126
LT Vol
9
21
6
0
88
Through Vol
19
118
69
0
15
RT Vol
5
0
0
22
23
Lane Flow Rate
37
154
83
24
140
Geometry Grp
2
5
7
7
2
Degree of Util (X)
0.048
0.197
0.126
0.03
0.18
Departure Headway (Hd)
4.671
4.589
5.437
4.351
4.626
Convergence, Y/N
Yes
Yes
Yes
Yes
Yes
Cap
766
781
660
823
776
Service Time
2.704
2.616
3.165
2.079
2.653
HCM Lane V/C Ratio
0.048
0.197
0.126
0.029
0.18
HCM Control Delay
7.9
8.7
9
7.2
8.7
HCM Lane LOS
A
A
A
A
A
HCM 95th-tile Q
0.2
0.7
0.4
0.1
0.7
Creighton Manning Engineering, LLP Synchro 10 Report
BU-P1am.syn Page 1
HCM 6th AWSC 3: Nelson Ave & Crescent Ave
118-256 Saratoga Affordable Apts 2023 Build AM - Phase 1+2
Intersection
Intersection Delay, s/veh 8.7
Intersection LOS A
Movement
ESL
EBT
EHR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+
4
r
+
+
Traffic Vol, vehm
22
129
0
6
71
22
10
19
5
90
16
24
Future Vol, veh/h
22
129
0
6
71
22
10
19
5
90
16
24
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0,90
0.90
Heavy Vehicles, %
0
1
0
20
0
6
0
13
13
1
0
0
Mvmt Flow
24
143
0
7
79
24
11
21
6
100
18
27
Number of Lanes
0
1
0
0
1
1
0
1
0
0
1
0
Approach
EB
WB
NB
S8
Opposing Approach
WB
EB
SB
NB
Opposing Lanes
2
1
1
1
Conflicting Approach Left
SB
NB
EB
WB
Conflicting Lanes Left
1
1
1
2
Conflicting Approach Right
NB
SB
WB
EB
Conflicting Lanes Right
1
1
2
1
HCM Control Delay
8.9
8.6
8
8.8
HCM LOS
A
A
A
A
Lane NBLn1 EBLn1 WBLn1 1NBLn2 SBLn1
Vol Left, %
29%
15%
8%
0%
69%
Vol Thal, %
56%
85%
92%
0%
12%
Vol Right, %
15%
0%
0%
100%
18%
Sign Control
Stop
Stop
Stop
Stop
Stop
Traffic Vol by Lane
34
151
77
22
130
LT Vol
10
22
6
0
90
Through Vol
19
129
71
0
16
RT Vol
5
0
0
22
24
Lane Flow Rate
38
168
86
24
144
Geometry Grp
2
5
7
7
2
Degree of Util (X)
0.05
0.215
0.13
0.03
0.187
Departure Headway (Hd)
4.726
4.609
5.465
4.379
4.666
Convergence, Y/N
Yes
Yes
Yes
Yes
Yes
Cap
757
778
656
817
770
Service Time
2.76
2.637
3.195
2.11
2.693
HCM Lane VIC Ratio
0.05
0.216
0.131
0.029
0.187
HCM Control Delay
8
8.9
9
7.2
8.8
HCM Lane LOS
A
A
A
A
A
HCM 95th-tile Q
0.2
0.8
0.4
0.1
0.7
Creighton Manning Engineering, LLP Synchro 10 Report
BU-P2am.syn Page 1
HCM 6th AWSC I Nelson Ave & Crescent Ave
118-256 Saratoga Affordable Apts 2019 Existing
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement
E8L
EBT
EBR
WBL
WST
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+4
4
r
4+
4*
Traffic Vol, veh/h
31
127
16
2
47
17
2
21
3
71
17
14
Future Vol, veh/h
31
127
16
2
47
17
2
21
3
71
17
14
Peak Hour Factor
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
Heavy Vehicles, %
0
1
0
0
2
0
0
6
0
0
0
0
Mvmt Flow
36
149
19
2
55
20
2
25
4
84
20
16
Number of Lanes
0
1
0
0
1
1
0
1
0
0
1
0
Approach
EB
W8
NB
SB
Opposing Approach
WB
EB
SB
NB
Opposing Lanes
2
1
1
1
Conflicting Approach Left
SB
NB
EB
WB
Conflicting Lanes Left
1
1
1
2
Conflicting Approach Right
NB
SB
WB
EB
Conflicting Lanes Right
1
1
2
1
HCM Control Delay
8.9
7.9
7.9
8.5
HCM LOS
A
A
A
A
Lane NBLn1 EBLn1 WBLni WBLn2 SBLn1
Vol Left, %
8%
18%
4%
0%
70%
Vol Thru, %
81%
73%
96%
0%
17%
Vol Right, %
12%
9%
0%
100%
14%
Sign Control
Stop
Stop
Stop
Stop
Stop
Traffic Vol by Lane
26
174
49
17
102
LT Vol
2
31
2
0
71
Through Vol
21
127
47
0
17
RT Vol
3
16
0
17
14
Lane Flow Rate
31
205
58
20
120
Geometry Grp
2
5
7
7
2
Degree of Util (X)
0.039
0.252
0.081
0.024
0.155
Departure Headway (Hd)
4.647
4,436
5.051
4.361
4.646
Convergence, Y/N
Yes
Yes
Yes
Yes
Yes
Cap
771
811
711
822
773
Service Time
2.674
2.453
2.77
2.08
2.667
HCM Lane VIC Ratio
0.04
0.253
0.082
0.024
0.155
HCM Control Delay
7.9
8.9
8.2
7.2
8.5
HCM Lane LOS
A
A
A
A
A
HCM 95th-tile Q
0.1
1
0.3
0.1
0.5
Creighton Manning Engineering, LLP Synchro 10 Report
EXpm.syn Page 1
HCM 6th AWSC 3: Nelson Ave & Crescent Ave
118-256 Saratoga Affordable A is 2021 No -Build PM - Phase 1
Intersection
Intersection Delay, s/veh
8.6
Intersection LOS
A
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
44
4
r
#�k
4+
Traffic Vol, veh/h
32
131
16
2
48
18
2
22
3
73
18
14
Future Vol, veh/h
32
131
16
2
48
18
2
22
3
73
18
14
Peak Hour Factor
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
Heavy Vehicles, %
0
1
0
0
2
0
0
6
0
0
0
0
Mvmt Flow
38
154
19
2
56
21
2
26
4
86
21
16
Number of Lanes
0
1
0
0
1
1
0
1
0
0
1
0
Approach
EB
WB
NB
SB
Opposing Approach
WB
EB
SB
NB
Opposing Lanes
2
1
1
1
Conflicting Approach Left
SB
NB
EB
WB
Conflicting Lanes Left
1
1
1
2
Conflicting Approach Right
NB
SB
WB
EB
Conflicting Lanes Right
1
1
2
1
HCM Control Delay
9
8
7.9
8.6
HCM LOS
A
A
A
A
Lane
NBLn1
EBLn1
WBLn1
WBLn2
SBLn1
Vol Left, %
7%
18%
4%
0%
70%
Vol Thru, %
81%
73%
96%
0%
17%
Vol Right, %
11%
9%
0%
100%
13%
Sign Control
Stop
Stop
Stop
Stop
Stop
Traffic Vol by Lane
27
179
50
18
105
LT Vol
2
32
2
0
73
Through Vol
22
131
48
0
18
RT Vol
3
16
0
18
14
Lane Flow Rate
32
211
59
21
124
Geometry Grp
2
5
7
7
2
Degree of Util (X)
0.041
0.26
0.083
0.026
0.16
Departure Headway (Hd)
4.675
4.453
5.068
4.378
4.669
Convergence,Y/N
Yes
Yes
Yes
Yes
Yes
Cap
766
809
708
818
768
Service Time
2.704
2.472
2.79
2.1
2.693
HCM Lane V/C Ratio
0.042
0.261
0.083
0.026
0.161
HCM Control Delay
7.9
9
8.3
7.2
8.6
HCM Lane LOS
A
A
A
A
A
HCM 95th-tile Q
0.1
1
0.3
0.1
0.6
Creighton Manning Engineering, LLP Synchro 10 Report
NB-P1pm.syn Page 1
HCM 6th AWSC 3: Nelson Ave & Crescent Ave
118-256 Saratoga Affordable Apts 2023 No -Build PM - Phase 1+2
Intersection
Intersection Delay, s/veh
8.7
Intersection LOS
A
Movement
E8L
EBT
EBR
WBL
1NBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
41
4
F
44
41
Traffic Vol, veh/h
33
135
17
2
50
18
2
22
3
75
18
15
Future Vol, veh/h
33
135
17
2
50
18
2
22
3
75
18
15
Peak Hour Factor
0.85
0.85
0.85
085
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
Heavy Vehicles, %
0
1
0
0
2
0
0
6
0
0
0
0
Mvmt Flow
39
159
20
2
59
21
2
26
4
88
21
18
Number of Lanes
0
1
0
0
1
1
0
1
0
0
1
0
Approach
EB
WB
NB
SB
Opposing Approach
WB
EB
SB
NB
Opposing Lanes
2
1
1
1
Conflicting Approach Left
SB
NB
EB
WB
Conflicting Lanes Left
1
1
1
2
Conflicting Approach Right
NB
SB
WB
EB
Conflicting Lanes Right
1
1
2
1
HCM Control Delay
9.1
8
7.9
8.7
HCM LOS
A
A
A
A
Lane
NBLn1
EBLn1
WBLn1
WBLn2
SSLn1
Vol Left, %
7%
18%
4%
0%
69%
Vol Thru, %
81%
73%
96%
0%
17%
Vol Right, %
11 %
9%
0%
100%
14%
Sign Control
Stop
Stop
Stop
Stop
Stop
Traffic Vol by Lane
27
185
52
18
108
LT Vol
2
33
2
0
75
Through Vol
22
135
50
0
18
RT Vol
3
17
0
18
15
Lane Flow Rate
32
218
61
21
127
Geometry Grp
2
5
7
7
2
Degree of Util (X)
0.042
0.27
0.086
0.026
0.166
Departure Headway (Hd)
4.704
4.463
5.082
4.393
4.69
Convergence, Y/N
Yes
Yes
Yes
Yes
Yes
Cap
761
805
705
814
765
Service Time
2.735
2.487
2.811
2.122
2.715
HCM Lane V/C Ratio
0.042
0.271
0,087
0.026
0.166
HCM Control Delay
7.9
9.1
8.3
7.2
8.7
HCM Lane LOS
A
A
A
A
A
HCM 95th-tile Q
0.1
1.1
0.3
0.1
0.6
Creighton Manning Engineering, LLP Synchro 10 Report
NB-P2pm.syn Page 1
HCM 6th AWSC 3: Nelson Ave & Crescent Ave
118-256 Saratoga Affordable Apts 2021 Build PM - Phase 1
Intersection
Intersection Delay, s/veh
8.7
Intersection LOS
A
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4,
4
r
+
4.)
Traffic Vol, veh/h
33
136
16
2
48
18
2
22
3
73
18
15
Future Vol, veh/h
33
136
16
2
48
18
2
22
3
73
18
15
Peak Hour Factor
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
Heavy Vehicles, %
0
1
0
0
2
0
0
6
0
0
0
0
Mvmt Flow
39
160
19
2
56
21
2
26
4
86
21
18
Number of Lanes
0
1
0
0
1
1
0
1
0
0
1
0
Approach
EB
We
NB
SB
Opposing Approach
WB
EB
SB
NB
Opposing Lanes
2
1
1
1
Conflicting Approach Left
SB
NB
EB
WB
Conflicting Lanes Left
1
1
1
2
Conflicting Approach Right
NB
SB
WB
EB
Conflicting Lanes Right
1
1
2
1
HCM Control Delay
9.1
8
7.9
8.6
HCM LOS
A
A
A
A
Lane
NBLn1
EBLn1
WBLn1
WBLn2
SBLn1
Vol Left, %
7%
18%
4%
0%
69%
Vol Thru, %
81 %
74%
96%
0%
17%
Vol Right, %
11 %
9%
0%
100%
14%
Sign Control
Stop
Stop
Stop
Stop
Stop
Traffic Vol by Lane
27
185
50
18
106
LT Vol
2
33
2
0
73
Through Vol
22
136
48
0
18
RT Vol
3
16
0
18
15
Lane Flow Rate
32
218
59
21
125
Geometry Grp
2
5
7
7
2
Degree of Util (X)
0.041
0.269
0.083
0.026
0.162
Departure Headway (Hd)
4.694
4.457
5.076
4.386
4.68
Convergence, Y/N
Yes
Yes
Yes
Yes
Yes
Cap
763
807
706
817
767
Service Time
2.724
2.478
2.801
2.111
2.704
HCM Lane WC Ratio
0.042
0.27
0.084
0.026
0.163
HCM Control Delay
7.9
9.1
8.3
7.2
8.6
HCM Lane LOS
A
A
A
A
A
HCM 95th-tile Q
0.1
1.1
0.3
0.1
0.6
Creighton Manning Engineering, LLP Synchro 10 Report
BU-P1pm.syn Page 1
HCM 6th AWSC 3: Nelson Ave & Crescent Ave
118-256 Saratoga Affordable Apts 2023 Build PM - Phase 1+2
Intersection
Intersection Delay, s/veh 8.8
Intersection LOS A
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SST
SBR
Lane Configurations
4+
4
r
4a
4,
Traffic Vol, vehm
35
145
17
2
50
18
2
22
3
75
18
18
Future Vol, veh/h
35
145
17
2
50
18
2
22
3
75
18
18
Peak Hour Factor
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
Heavy Vehicles, %
0
1
0
0
2
0
0
6
0
0
0
0
Mvmt Flow
41
171
20
2
59
21
2
26
4
88
21
21
Number of Lanes
0
1
0
0
1
1
0
1
0
0
1
0
Approach
EB
WB
NB
SB
Opposing Approach
WB
EB
SB
NB
Opposing Lanes
2
1
1
1
Conflicting Approach Left
SB
NB
EB
WB
Conflicting Lanes Left
1
1
1
2
Conflicting Approach Right
NB
SB
WB
EB
Conflicting Lanes Right
1
1
2
1
HCM Control Delay
9.3
8
8
8.7
HCM LOS
A
A
A
A
Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1
Vol Left, %
7%
18%
4%
0%
68%
Vol Thru, %
81%
74%
96%
0%
16%
Vol Right, %
11 %
9%
0%
100%
16%
Sign Control
Stop
Stop
Stop
Stop
Stop
Traffic Vol by Lane
27
197
52
18
111
LT Vol
2
35
2
0
75
Through Vol
22
145
50
0
18
RT Vol
3
17
0
18
18
Lane Flow Rate
32
232
61
21
131
Geometry Grp
2
5
7
7
2
Degree of Util (X)
0.042
0.288
0.087
0.026
0.171
Departure Headway (Hd)
4.744
4.478
5.107
4.418
4.707
Convergence, Y/N
Yes
Yes
Yes
Yes
Yes
Cap
754
804
702
810
763
Service Time
2.778
2.502
2.835
2.145
2.733
HCM Lane WC Ratio
0.042
0.289
0.087
0.026
0.172
HCM Control Delay
8
9.3
8.3
7.3
8.7
HCM Lane LOS
A
A
A
A
A
HCM 95th-tile Q
0.1
1.2
0.3
0.1
0.6
Creighton Manning Engineering, LLP Synchro 10 Report
BU-P2pm.syn Page 1
HCM 6th TWSC 13- Bunny Lake Dr & Site Drwy
118-256 Saratoga Affordable A is 2021 Build AM - Phase 1
Intersection
Int Delay, s/veh
Movement
5.9
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Y
f-
T
Traffic Vol, veh/h
2
22
8
6
5
1
Future Vol, veh/h
2
22
8
6
5
1
Conflicting Peds, Nhr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
Storage Length
0
-
Veh in Median Storage,
# 0
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
88
.88
88
88
88
88
Heavy Vehicles, %
0
0
0
0
0
0
Mvmt Flow
2
25
9
7
6
1
Major/Minor
Minor2
Ma'or1 Ma'or2
Conflicting Flow All
32
7
7 0 0
Stage 1
7
-
- - -
Stage 2
25
-
- -
Critical Hdwy
6.4
6.2
4.1 -
Critical Hdwy Stg 1
5.4
-
- -
Critical Hdwy Sig 2
5.4
-
- -
Follow-up Hdwy
3.5
3.3
2.2 -
Pot Cap-1 Maneuver
987
1081
1627
Stage 1
1021
-
- _ -
Stage 2
1003
- -
Platoon blocked, %
Mov Cap-1 Maneuver
981
1081
1627
Mov Cap-2 Maneuver
981
-
- - �.•
Stage 1
1015
-
- -
Stage 2
1003
-
- - - -
EB NB SB
HCM Control Delay. s 8.4 4.1 0
HCM LOS A
Minor Lane/Maior Mvmt
Capacity (vehlh)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh
NBL NBT EBLn1 SBT SBR - - — -
1627
1072
0.006
0.025 -
7.2
- 8.4
A
- A
0
- 0.1
Creighton Manning Engineering, LLP Synchro 10 Report
BU-P1am.syn Page 1
HCM 6th TWSC 13: Bunny Lake Dr & Site Drvvy
118-256 Saratoga Affordable Apts 2023 Build AM - Phase 1+2
Intersection
Int Delay, s/veh
Movement
69
EBL
ESR
NBL
NBT
SBT
SBR
Lane Configurations
Y
t
T
Traffic Vol, veh/h
5
43
16
6
5
2
Future Vol, veh/h
5
43
16
6
5
2
Conflicting Peds, #1hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
Storage Length
0
-
-
-
Veh in Median Storage, # 0
-
-
0
0
-
Grade, %
0
-
-
0
0
Peak Hour Factor
88
88
88
88
88
88
Heavy Vehicles, %
0
0
0
0
0
0
Mvmt Flow
6
49
18
7
6
2
Major/Minor
Mmor2
Ma'or1 Ma'or2
Conflicting Flow All
50
7
8 0 0
Stage 1
7
-
-
Stage 2
43
-
-
Critical Hdwy
6.4
6.2
4.1
Critical Hdwy Stg 1
5.4
-
-
Critical Hdwy Stg 2
5.4
-
Follow-up Hdwy
3.5
3.3
2.2
PotCap-1 Maneuver
964
1081
1625
Stage 1
1021
-
Stage 2
985
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
953
1081
1625
Mov Cap-2 Maneuver
953
-
-
Stage 1
1010
-
-
Stage 2
985
-
- -
Approach
EB
NS SB
HCM Control Delay. s
8.6
5.3 0
HCM LOS
A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)
1625
1066 -
HCM Lane V/C Ratio
0.011
0.051
HCM Control Delay (s)
7.2
8.6
HCM Lane LOS
A
A
HCM 95th %tile Q(veh)
0
0.2
Creighton Manning Engineering, LLP Synchro 10 Report
BU-P2am.syn Page 1
HCM 6th TWSC 13- Bunny Lake Dr & Site Drvvy
118-256 Saratoga Affordable A is 2021 Build PM - Phase 1
Intersection
Int Delay, s/veh
Movement
2.3
ESL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Y
M
f
Traffic Vol, veh/h
2
15
23
42
52
3
Future Vol, veh/h
2
15
23
42
52
3
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
Storage Length
0
Veh in Median Storage, # 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
90
90
90
90
90
90
Heavy Vehicles, %
0
0
0
1
2
0
Mvmt Flow
2
17
26
47
58
3
Mai/Minor
Minor2
Ma or1 Ma'or2
Conflicting Flow All
159
60
61 0 0
Stage 1
60
-
- -
Stage 2
99
-
Critical Hdwy
6.4
6.2
4.1
Critical Hdwy Stg 1
5.4
-
-
Critical Hdwy Stg 2
5.4
-
-
Follow-up Hdwy
3.5
3.3
2.2
Pot Cap-1 Maneuver
837
1011
1555
Stage 1
968
-
-
Stage 2
930
-
- -
Platoon blocked, %
Mov Cap-1 Maneuver
823
1011
1555 -
Mov Cap-2 Maneuver
823
-
-
Stage 1
952
-
- -
Stage 2
930
Approach
EB
NB SB
HCM Control Delay, s
8.7
2.6 0
HCM LOS
A
Minor LanelMajor A4vmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h)
1555
985
HCM Lane V/C Ratio
0.016
0.019
HCM Control Delay (s)
7.4
8.7
HCM Lane LOS
A
A
HCM 95th %tile Q(veh)
0.1
0.1
Creighton Manning Engineering, LLP Synchro 10 Report
BU-P1pm.syn Page 1