HomeMy WebLinkAbout20221065 500 Union Longfellows Renovations 2023-02-28 Traffic AssessmentFebruary 28, 2023
Mr. Alfio Bonacio Jr.
500 Union Ave LLC
18 Division ST. Suite 401
Saratoga Springs, New York 12866
RE: Traffic Assessment, Longfellow Redevelopment, 500 Union Avenue, Saratoga Springs, Saratoga
County, New York; CM Project 122-328
Dear Mr. Bonacio Jr.,
Creighton Manning Engineering, LLP (CM) has conducted a Traffic Assessment for the proposed Longfellows
Redevelopment located on 500 Union Avenue in the City of Saratoga Springs. This assessment is based on
information provided in the “Site Layout and Materials Plan,” prepared by The LA Group, dated November
22, 2022 (see Attachment A).
1.0 Project Description
The proposed project includes the re-development
of the existing Longfellows development that
currently consists of a hotel, restaurant, and
conference center located in the City of Saratoga
Springs. Re-development of the site will include
reducing the size of the restaurant, increasing the
number of hotel rooms, and changing the general
nature of the special events accommodated at the
site. A comparison to existing land use conditions is
provided in Table 1; however, a review of the
business model indicates that the hotel rooms will be
used primarily to accommodate guests associated
with special events held in the ballroom and
conference areas. Access to the development will be maintained via the existing site access road located
on Union Avenue (NY Route 9P) opposite Dyer Switch Road. It is anticipated that redevelopment of the site
will be completed in the Summer of 2024 The project location is shown on Figure 1.
Table 1 – Land Use Summary
Land Uses Existing Conditions Proposed Conditions
Hotel Rooms 50 rooms 88 rooms
Restaurant Seating 214 seats 91 seats
Meeting Rooms 70 seats 64 seats
Ballroom 125 to 150 seats 175 seats
2.0 Existing Conditions
Roadway Serving the Site
Union Avenue (NY Route 9P) is classified as an urban minor arterial that generally travels in a north-south
direction adjacent to the site from Circular Street in the City of Saratoga Springs around Saratoga Lake to
Figure 1: Project Site N
Mr. Alfio Bonacio Jr.
February 28, 2023
Page 2 of 10
US Route 9. Union Avenue has 12-foot wide travel lanes in each direction and 12-foot wide paved shoulders
in the vicinity of the site. The posted speed limit is 45-mph and sidewalks are not provided near the site;
however, there is an approximate 300-foot long paved path along the west side of Union Avenue that
provides pedestrian access to the Longfellows parking lot. Land uses along the roadway generally consist
of vacant land, residential uses, and the Saratoga National Golf Club.
Study Area Intersection
Union Avenue (NY Route 9P)/Dyer Switch Road/Longfellows Driveway – This is a four-leg intersection
operating under stop-sign control on the eastbound Longfellows Driveway approach and on the westbound
Dyer Switch Road approach. All approaches provide a single lane for shared travel movements. Sidewalks
and marked crosswalks are not provided at the intersection.
Data Collection
Turning movement counts (TMCs) were conducted at the study area intersection on Friday, November 11,
2022 from 4:00 to 8:00 p.m. to correspond with the peak operational time of the resort development and
with peak commuter time periods (without a scheduled special event). Turning movement counts were
also conducted during a scheduled special event at this intersection on Saturday, November 12, 2022 from
3:00 to 10:00 p.m. that corresponded with a wedding with 125 attendees.
The observed peak hours without a special event generally occurred between 4:15 and 5:15 p.m. while the
peak hour for the wedding occurred from 3:00 to 4:00 p.m.
Creighton Manning also conducted parking lot occupancy counts during the TMCs to determine if adequate
on-site parking is available. Field staff inventoried a total of 178 available parking spaces (which includes 11
accessible parking spaces). The maximum parking lot occupancy observed during the various conditions is
as follows:
Typical Conditions (November 11, 2022) = 97 occupied spaces
Wedding Event (November 12, 2022) = 160 occupied spaces
In addition, Creighton Manning collected volume and travel speed data on Union Avenue from Friday,
November 4, 2022 to Sunday, November 13, 2022. Union Avenue serves approximately 6,230 vehicles per
day (vpd) in the project corridor and the 85th percentile operating speed was measured to be approximately
50-mph in both directions. The detailed traffic volume and speed data is included under Attachment B.
A comparison to traffic count data collected on Union Avenue by NYSDOT in the Traffic Data Viewer in
August 2019 indicates that the recent traffic data collected in November 2022 was approximately two
percent lower during the PM peak hour; therefore, a two percent factor was applied to account for altered
traffic conditions associated with impacts related to travel and employment patterns resulting from the
COVID-19 pandemic. The 2022 traffic volumes at the study area intersection during the weekday afternoon
peak hour are shown on Figure 2-1. The raw turning movement count data and ATR data is included under
Attachment B.
Crash Analysis
A crash analysis was performed in accordance with NYS Highway Design Manual Chapter 5. Crash data was
requested from NYSDOT to quantify the number of crashes and identify any crash patterns or
concentrations at the study area intersection. Crash Location & Engineering Analysis & Reporting (CLEAR)
data was provided by NYSDOT at the Union Avenue/Dyer Switch Road/Longfellows Driveway intersection
Mr. Alfio Bonacio Jr.
February 28, 2023
Page 3 of 10
for a four-year period from January 1, 2018 through December 31, 2021. Table 2 summarizes the
predominant crash types for the intersection.
Table 2 – Crash Type and Severity
Intersection
Collision Severity Collision Type Non-ReportableProperty DamageInjuryFatalityLeft-TurnRight AngleAnimal ActionFixed ObjectVehicle FailureOtherTotalUnion Avenue/Dyer Switch Road/Longfellows Driveway 0 6 0 0 1 0 2 1 1 1 6
There were six total crashes at the Union Avenue/Dyer Switch Road/Longfellows Driveway intersection that
were all property damage only collisions. None of the crashes resulted in a personal injury or fatality and
none involved pedestrians or bicyclists.
Union Avenue/Dyer Switch Road/Longfellows Driveway Intersection – The left-turn crash was the
result of a failure to yield the right-of-way. The collision with a fixed object occurred on a snowy
and slippery road. There was an incident of a vehicle catching on fire and two collisions with a deer.
The remaining crash occurred when a vehicle failed to yield the right-of-way and the other motorist
reacted to an uninvolved vehicle.
No crash pattern was identified. The crashes reported near the proposed development were generally
associated with driver error. An accident summary (TE-213 equivalent) at the study area intersection is
included under Attachment C.
3.0 Sight Distance
A sight distance evaluation was completed on the existing eastbound Longfellows Driveway approach
located on union Avenue opposite Dyer Switch Road. Available intersection sight distance was measured
from the perspective of a vehicle exiting the site. It was also measured for a vehicle traveling northbound
along Union Avenue looking straight ahead to turn left into the Longfellows Driveway. The available
intersection sight distance should provide drivers a sufficient view of the intersecting roadway to allow
passenger cars to enter or exit the intersection without excessively slowing vehicles traveling at or near the
operating speed on the intersecting mainline.
Stopping sight distance was also measured on Union Avenue at
the existing Longfellows Driveway/Dyer Switch Road
intersection. Stopping sight distance is the length of the
roadway ahead that is visible to the driver. 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 diagram illustrates these sight distance measurements.
The sight distances measured in the field were compared to the guidelines presented in A Policy on
Geometric Design of Highways and Streets, 2018 published by the American Association of State Highway
Transportation Officials (AASHTO) and the current NYSDOT design guidance presented in the Highway
Sight Distance Measurements
Mr. Alfio Bonacio Jr.
February 28, 2023
Page 4 of 10
Design Manual Chapter 5 (Appendix 5B) for the measured travel speed in the northbound and southbound
directions on Union Avenue. The results of the sight distance analysis are summarized in Table 3.
Table 3 – Sight Distance Summary (feet)
Intersection
Intersection Sight Distance1 Stopping Sight
Distance2
Right-Turn from
Longfellows
Driveway Road
(DL)
Crossing Maneuver from
Longfellows Driveway
Left-Turn from
Longfellows Driveway
Left-Turn
from
Union
Avenue (DS)
SSDNB SSDSBLooking
Left (DL)
Looking
Right (DR)
Looking
Left (DL)
Looking
Right (DR)
Union Avenue/
Dyer Switch Road/
Longfellows Driveway
Available 450 450 >600 450 >600 450 >600 425
Recommended3 480 480 480 555 555 405 390 390
XXX = Available Sight Distance
1 Intersection sight distance is measured at 14.5 feet back from the travel way at an object height of 3.5 feet and an eye height of 3.5 feet for a vehicle.
2 Stopping sight distance measured for a 2-foot object located in the path of northbound/southbound vehicles on Union Avenue at an eye height of 3.5 feet.
3 The 85th percentile speed was measured to be 50-mph in the northbound and southbound direction on Union Avenue.
The sight distance assessment indicates that the available
stopping sight distance for vehicles traveling northbound and
southbound on Union Avenue meet AASHTO guidelines for the
appliable operating speed. In addition, the available sight
distance looking straight to make a left-turn onto the Longfellows
Driveway from Union Avenue and looking right to make a left-
turn or crossing maneuver from the Longfellows Driveway meet
AASHTO guidelines for the operating speed. The available sight
distance looking left to make a left or right turn from the
Longfellows Driveway or to cross Union Avenue is less than
AASHTO guidelines for the operating speed due to a vertical
curve located north of the site as shown on Photograph #1.
Figure 2C-101 found in the New York State Supplement (NYS
Supplement) to the National Manual for Uniform Traffic
Control Devices (NMUTCD) provides guidance for the
installation of “Intersection Warning” signs as mitigation for
sight distance. A review of Figure2C-101 (see right) indicates
that the available sight distance looking left from the
Longfellows Driveway on Union Avenue is not critically limited
and the provision of an intersection warning sign would
typically not be recommended. That being said, an existing
intersection warning sign is already provided approximately
600-feet north of the Longfellows Driveway to alert motorists
of the existing intersection.
It is recommended that any new site signing be placed a
minimum of 15-feet back from the travel way and that the
landscaping plan should consider sight lines in order to
maintain visibility at the Longfellows Driveway intersection.
= Intersection Sight Distance Looking Left
from the Longfellows Driveway
Reference: NYS Supplement to the Manual on Uniform Traffic Control
Devices for Streets and Highways (2009 Edition), page 119
Photograph #1 –Sight Distance Looking Left
Vertical
Curve
Mr. Alfio Bonacio Jr.
February 28, 2023
Page 5 of 10
4.0 Traffic Assessment
Trip Generation
Trip generation determines the quantity of traffic expected to travel to/from a given site. The Institute of
Transportation Engineers (ITE) Trip Generation, 11th edition, is the industry standard used for estimating
trip generation for land uses based on data collected at similar uses. The trip generation for the 50-room
hotel and 214-seat restaurant associated for the existing Longfellow’s site was estimated based on ITE Land
Use Code (LUC) 330 for a Resort Hotel and LUC 931 for a Fine Dining Restaurant, respectively. In addition,
the actual trip generation observed at the site driveway during peak commuter time periods was also
reviewed to determine if the existing site is consistent with typical trip generation rates. Table 4 summarizes
the existing trip generation during the PM peak hour.
Table 4 – Existing Trip Generation Summary (Typical Conditions)
Land Use Size LUC PM Peak Hour
Enter Exit Total
ITE
Summary
Resort Hotel 50 rooms 330 9 12 21
Fine Dining Restaurant 214 seats 931 40 20 60
Total 49 32 81
Existing
Count
Site Driveway Observation
(November 11, 2022)
50 rooms and
214 seats NA 45 19 64
A review of the turning movement count conducted at the site driveway indicates that the existing site
generated 64 trips during the PM peak hour when a special event was not hosted; however, the ITE
summary indicates that these uses will typically generate approximately 81 trips during the PM peak hour.
It is noted that guests of the existing hotel use the on-site restaurant amenity which accounts for the
approximate 26% percent difference in trip generation. It is noted that the hotel will increase to 88 rooms;
however, the restaurant will decrease to 91 seats based on a review of the proposed site plan. Table 5 is a
summary of the proposed site based on the ITE estimates; however, in order to provide a worst-case
operating condition, a reduction in traffic to account for the multi-use condition noted above was not
applied.
Table 5 – Proposed Trip Generation Summary (Typical Conditions)
Land Use Size LUC PM Peak Hour
Enter Exit Total
ITE
Summary
Resort Hotel 88 rooms 330 16 20 36
Fine Dining Restaurant 91 seats 931 17 8 25
Total 33 28 61
The evaluation indicates that the site redevelopment will generate approximately 61 total trips during the
PM peak hour. This is three fewer trips when compared to existing conditions and is a result of the
substantial decrease in the number of seats provided in the restaurant. It is anticipated that approximately
70 percent of guests and patrons will travel to and from areas north of the site on Union Avenue while
approximately 20 percent will travel to and from areas south of the site on Union Avenue. The remaining
10 percent of traffic will travel to and from areas located east of the site based on a review of existing traffic
volumes and local population centers. Traffic generated by the development was distributed onto the
surrounding roadway network based on these distribution patterns and probable travel routes.
Mr. Alfio Bonacio Jr.
February 28, 2023
Page 6 of 10
Future Traffic Volumes
To evaluate the impact of the proposed development, traffic projections were prepared for the expected
year of completion, 2024. Historical traffic volume data found in the latest version of the Traffic Data Report
published by NYSDOT indicates that traffic volumes on NY Route 9P in the vicinity of the site have decreased
slightly since 2015. In order to provide a conservative assessment, a general background growth rate of ¼
percent per year was applied for five years. In addition, the City of Saratoga Springs was contacted to
determine if there were any other proposed development projects underway near the project site. The City
indicated that the following other known approved developments will contribute to future background
traffic volumes:
Oak Ridge Subdivision – 53 single family homes currently under construction
Regatta View Subdivision – 24 single family homes
Spencer’s Landing Subdivision –22 single family homes
Stewart’s Shop – 3,975 SF redevelopment of an existing Stewarts Shop
These trips were estimated and distributed through the local roadway network and added to the general
background growth and result in the 2024 No-Build traffic volumes (shown on Figure 2-2). They represent
the expected traffic volumes in 2024 without the development.
Trips associated with the proposed project were distributed at the study intersection based on the existing
turning movement counts conducted at the site driveway and anticipated travel patterns. The trip
distribution patterns are shown on Figure 2-3. It is noted that trips associated with the existing use were
removed before trips associated with the proposed redevelopment project were assigned to the study
intersection as shown on Figure 2-4. The site-generated trips were added to the 2024 No-Build traffic
volumes resulting in the 2024 Build traffic volumes as shown on Figure 2-5.
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 11 software, which
automates the procedures contained in the Highway Capacity Manual. Table 6 summarizes the results of
the level of service calculations for the proposed project during the typical weekday Friday PM peak hour.
The detailed level of service analyses are included under Attachment D.
Table 6 – Level of Service Summary
Intersection ControlFriday PM Peak Hour
2022
Existing
2024
No-Build
2024
Build
Union Avenue/Dyer Switch Road/Longfellows Driveway U
Union Avenue NB
Union Avenue SB
Longfellows Driveway EB
Dyer Switch Road WB
LTR
LTR
LTR
LTR
A (7.8)
A (7.7)
B (13.0)
B (12.4)
A (7.8)
A (7.8)
B (13.6)
B (12.8)
A (7.8)
A (7.8)
B (13.8)
B (12.7)
U = 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 6 indicates that the Union Avenue/Dyer Switch Road/Longfellows Driveway intersection currently
operates at LOS B or better during the PM peak hour and will continue to do so through build conditions.
No mitigation is necessary.
Mr. Alfio Bonacio Jr.
February 28, 2023
Page 7 of 10
4.0 Sensitivity Analysis
A sensitivity analysis has been conducted for use of the site as an event center since this will occur
periodically throughout the year. Special events such as weddings and corporate events/retreats could
utilize the facility which will maximize attendance. A summary of the anticipated trip generation for a worst-
case 175-guest special event such as a wedding, is included on Table 7. It is noted that a wedding has a
more structured and predictable arrival and departure pattern than a corporate retreat.
It is anticipated that a wedding would generate a maximum of 175 guests and 15 support staff. While these
events could occur any day of the week, a review of traffic volume data on Union Avenue indicates that
Saturday peak periods between 3:00 and 5:00 p.m. represent worst-case operating conditions on the
adjacent roadways since they are slightly higher than the Friday PM peak hour; therefore, this sensitivity
analysis will assess traffic operations that could occur if this type of event was held at the site on a Saturday
afternoon (Figure 3-1). Based on a review of the Applicant’s business model, it is anticipated that
approximately 70 percent of the hotel rooms will be used by guests associated with a wedding or corporate
event which will significantly reduce on-site parking requirements.
During a typical afternoon wedding event where the ceremony occurs at around 6:00 p.m., the wedding
party, immediate family, and select guests (say 40 people) are expected to arrive at the site on Friday
afternoon between 3:00 and 4:00 p.m. It is expected that the remaining 135 guests will arrive for the
ceremony between 4:00 and 6:00 p.m. Additional staff (15 people), generally associated with catering and
the event production will arrive throughout the day prior to the ceremony. It is assumed that production
staff (tent, tables, chairs, etc.) will arrive in the morning to set up for the ceremony and reception while the
catering staff will arrive in the afternoon before the reception. As noted above, this analysis assumes that
62 of the 88 available rooms (70 percent) will be used by wedding guests and that approximately 53 of the
175 wedding guests will leave between 9:00 p.m. and 12:00 a.m. Vehicle occupancy data developed by
Cameron Engineering indicates that the typical vehicle occupancy for a wedding is 2.3 guests per vehicle.
Table 7 summarizes the expected operations and trip generation.
Table 7 – Sample Wedding Trip Generation Summary
Time Guests Staff Guest Vehicles Staff Vehicles Total Vehicles
Enter Exit Enter Exit Enter Exit Enter Exit Enter Exit
Wedding Party and Staff – 3-4 p.m. 40 0 15 0 17 0 15 0 32 0
Guests Arrive – 4-5 p.m. 50 0 0 0 22 0 0 0 22 0
Guests Arrive – 5-6 p.m. 85 0 0 0 37 0 0 0 37 0
Ceremony – 6-7 p.m. 0 0 0 0 0 0 0 0 0 0
Reception – 7-11 p.m. 0 15 0 0 0 7 0 0 0 7
Guests Leave – 10-11 p.m. 0 26 0 0 0 11 0 0 0 11
Wedding Party and Staff Leave
11 p.m.-12 a.m. 0 12 0 15 0 5 0 15 0 20
Under these conditions, a maximum of approximately 37 vehicles are expected to arrive in the afternoon
between 5:00 and 6:00 p.m. while a maximum of approximately 20 vehicles are expected to leave between
11:00 p.m. and 12:00 a.m. Based on these operations, the following analysis considers the traffic impacts
of the property during the peak hour of 5:00 to 6:00 p.m. occurring during the peak hour of adjacent street
traffic on Union Avenue assuming that the maximum guest arrival and departure scenarios (37 vehicles
entering and 20 vehicles exiting) occur at the same time in order to provide a worst-case assessment. Traffic
associated with the 91-seat restaurant and the remaining 26 hotel rooms (22 trips entering and 14 trips
exiting) were also assigned to the network. The special event traffic was assigned to the study area
Mr. Alfio Bonacio Jr.
February 28, 2023
Page 8 of 10
intersection similar to existing conditions. Traffic associated with the existing site was removed from the
2024 No-Build Sensitivity traffic volumes. The site generated traffic assignment for a special event
(wedding) and the other available uses (Figure 3-4) were added to the 2024 No-Build Sensitivity traffic
volumes (Figure 3-2) to develop the 2024 Build Sensitivity traffic volumes shown on Figure 3-5.
The level of service analysis (summarized below on Table 8) indicates that the study area intersection will
continue to operate adequately (LOS C or better) when the proposed development is fully operational with
a special event. No improvements are recommended for special event conditions.
Table 8 – Sensitivity Level of Service Summary (Wedding Special Event)
Intersection ControlSaturday Afternoon Peak Hour
2022
Existing
2024
No-Build
2024
Build
Union Avenue/Dyer Switch Road/Longfellows Driveway U
Union Avenue NB
Union Avenue SB
Longfellows Driveway EB
Dyer Switch Road WB
LTR
LTR
LTR
LTR
A (8.1)
A (7.9)
C (15.5)
B (14.9)
A (8.1)
A (8.0)
C (16.2)
C (15.6)
A (8.1)
A (8.0)
C (16.5)
C (15.9)
U = 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)
5.0 Parking Assessment
A parking assessment was conducted for the existing and proposed facility to ensure adequate parking
supply is provided for demand. Since all parking spaces are not required at the same time for each on-site
land use, a shared hourly parking assessment was conducted for the existing facility over the course of peak
operating conditions (3:00 p.m. to 1:00 am.). An hourly parking summary of a hotel with 50 occupied rooms,
a 214 seat restaurant, and a 125 guest wedding is presented on Graph 1 based on a review of existing
parking conditions at Longfellows, typical wedding operations, and parking data provided by the Urban
Land Institute (ULI) in Shared Parking (3rd Edition).
88
132
165 166 160
138
114
96
62
50
0
20
40
60
80
100
120
140
160
180
200
3:00 PM 4:00 PM 5:00 PM 6:00 PM 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 12:00 AMAnticipated Parking Demand Graph 1 - Estamited Existing Site-Generated Parking Demand with a 125-Person Wedding
Longfellows (50-Rooms)
Longfellows Restaurant
Wedding (125 Guests)
On-Site Parking Capacity
Mr. Alfio Bonacio Jr.
February 28, 2023
Page 9 of 10
Graph 1 indicates that a parking lot would need to provide approximately 166 parking spaces at maximum
occupancy in order to accommodate a 214-seat restaurant, a 50-room hotel occupied by non-wedding
related guests, and a wedding with 125 guests (worst-case conditions). Note that this does not account for
full occupancy of the meeting spaces. The 178 space parking lot associated with the existing Longfellows
facility provides enough parking for this type of event. Parking observations conducted in late November
2022 for a wedding with 125 guests and approximately 45 occupied hotel rooms at the existing Longfellows
facility indicates that there was a maximum of 160 occupied parking spaces observed which is consistent
with the estimate provided on Graph 1. It is noted that neighbors of the existing facility have observed
occasional overflow parking onto the local street network. It is anticipated that this occurs when the
meeting rooms are fully occupied and when the current ballroom (maximum occupancy of 150 people) was
at or near full capacity.
A review of the proposed site plan indicates that 173 parking spaces will be provided for the proposed
redevelopment which will meet the zoning and parking space requirements for the City of Saratoga Springs.
For comparison purposes, an hourly parking summary for the proposed redevelopment of the Longfellows
facility was prepared for a hotel with 88 occupied rooms, a 91 seat restaurant, a 175 guest wedding, and
full occupancy of the meeting rooms (64 seats). It is noted that vehicle occupancy data developed by
Economic Research Associates indicates that the typical vehicle occupancy for a corporate event is two (2)
guests per vehicle. If 70 percent of these corporate guests stay at the hotel as per the Applicant’s business
model, then an additional 22 rooms would be occupied by the corporate event and 10 parking spaces would
be required for meeting room attendees that do not stay on site. This represents maximum occupancy of
the site and is presented on Graph 2.
Unlike worst-case conditions for the existing facility, it is anticipated that special event and corporate guests
will use approximately 75 of the on-site hotel rooms (53 wedding guests and 22 corporate event guests)
while the remaining 13 rooms may be occupied by the general public which will reduce the amount of on-
site parking required to accommodate maximum occupancy. Even though the example on Graph 2 shows
a wedding event with 175 guests (which is more than the 125 wedding guests shown in Graph 1), the
83
117
157 160 156
146
134
125
93 88
0
20
40
60
80
100
120
140
160
180
200
3:00 PM 4:00 PM 5:00 PM 6:00 PM 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 12:00 AMAnticipated Parking Demand Graph 2 - Proposed Site-Generated Parking Demand with a 175-Person Wedding and Full
Occupancy of Meeting Rooms
Longfellows (13-Rooms)
Longfellows Restaurant
Wedding (175 Guests)
Meeting Rooms (64 Seats)
On-Site Parking Capacity
Mr. Alfio Bonacio Jr.
February 28, 2023
Page 10 of 10
maximum number of parking spaces is reduced to 160 since many of the parking spaces will be shared
between the available uses. Typical parking demand during special event conditions will be below the
proposed supply of 173 parking spaces.
5.0 Conclusions
The proposed project includes the re-development of the existing Longfellows development that currently
consists of a hotel, restaurant, and conference center located in the City of Saratoga Springs. Re-
development of the site will include reducing the size of the restaurant, increasing the number of hotel
rooms, and changing the general nature of the special events accommodated at the site. A review of the
business model indicates that the hotel rooms will be used primarily to accommodate guests associated
with special events held in the ballroom and conference areas. Access to the development will be
maintained via the existing site access road located on Union Avenue opposite Dyer Switch Road. It is
anticipated that redevelopment of the site will be completed in the Summer of 2024. The following is noted
regarding the proposed project:
• The proposed project could generate a total of 61 trips during the PM peak hour assuming no multi-
use credits, based on ITE equations.
The level of service analysis at the Union Avenue/Dyer Switch Road/Site Access Road intersection
indicates that adequate operations will be provided during both peak hours through Build conditions.
In addition, the sensitivity analysis indicates that the study area intersection will continue to operate
adequately when a special event is supported by the facility.
The intersection and stopping sight distance evaluation indicates that all sight lines at the existing
driveway on Union Avenue meet AASHTO guidelines for the applicable operating speed in the
northbound direction.
The intersection and stopping sight distances in the southbound direction are less than AASHTO
guidelines, but not critically limited. No mitigation is recommended.
It is recommended that any site signing be placed a minimum of fifteen feet back from the travel way
and that the landscaping plan consider sight lines in order to maintain visibility at the Site Access Road.
The parking assessment indicates that typical shared parking demand during special event and
corporate event conditions will be below the proposed supply of 173 parking spaces.
Please feel free to call our office if you have any questions or comments regarding the above evaluation.
Respectfully submitted,
Creighton Manning Engineering, LLP
Mark Nadolny
Associate
Attachments
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TRAFFIC VOLUMES
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N:\Projects\2022\122-328 500 Union Ave LLC - Longfellows\Working\CADD\dgn\figures\122-328_fig_traf_01.dgnPROJECT: DATE: FIGURE:2
CITY OF SARATOGA SPRINGS, NY
LONGFELLOWS REDEVELOPMENT
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N
TRAFFIC VOLUMES
2024 BUILD471717
5
31
11298
0
1 472220
5
35
11358
0
1
42
6
11 24
3
7
422220
6
35
113524
3
7
TRAFFIC VOLUMES
2022 EXISTING
TRAFFIC VOLUMES
2024 NO-BUILD
70%
10%
20%N:\Projects\2022\122-328 500 Union Ave LLC - Longfellows\Working\CADD\dgn\figures\122-328_fig_traf_01.dgnPROJECT: DATE: FIGURE:3
CITY OF SARATOGA SPRINGS, NY
LONGFELLOWS REDEVELOPMENT
122-328 02/2023
TRAFFIC VOLUMES
SENSITIVITY SATURDAY PEAK HOUR
N
Attachment A
Site Plan
Longfellows Redevelopment
City of Saratoga Springs, New York
Attachment B
Traffic Volume Data
Longfellows Redevelopment
City of Saratoga Springs, New York
122-328 Longfellows 11/11/22 - TMC122-328 Longfellows 11/11/22 - TMC
Fri Nov 11, 2022
Full Length (4 PM-8 PM)
All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on
Road, Bicycles on Crosswalk)
All Movements
ID: 1012525, Location: 43.060635, -73.727657, Site Code: 122-328
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
Leg Longfellows Driveway Dyer Switch Rd NY Route 9P NY Route 9P
Direction Eastbound Westbound Northbound Southbound
Time L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*IntInt
2022-11-11 4:00PM 2 0 1 0 33 0 5 0 5 0 1010 0 0 41 8 0 4949 0 5 63 4 0 7272 0 134134
4:15PM 1 1 1 0 33 0 7 1 4 0 1212 0 4 43 12 0 5959 0 4 50 7 0 6161 0 135135
4:30PM 2 2 0 0 44 0 2 1 6 0 99 0 0 34 6 0 4040 0 4 65 7 0 7676 0 129129
4:45PM 2 0 0 0 22 0 4 2 4 0 1010 0 3 54 8 0 6565 0 5 55 12 0 7272 0 149149
Hourly Total 7 3 2 0 1212 0 18 4 19 0 4141 0 7 172 34 0 213213 0 18 233 30 0 281281 0 547547
5:00PM 2 0 1 0 33 0 8 1 5 0 1414 0 1 46 5 0 5252 0 4 59 7 0 7070 0 139139
5:15PM 0 0 0 0 00 0 4 1 3 0 88 0 3 39 10 0 5252 0 5 55 4 0 6464 0 124124
5:30PM 3 0 11 0 1414 0 5 1 1 0 77 0 2 38 2 0 4242 0 2 55 7 0 6464 0 127127
5:45PM 4 1 3 0 88 0 7 3 3 0 1313 0 0 21 5 0 2626 0 8 53 3 0 6464 0 111111
Hourly Total 9 1 15 0 2525 0 24 6 12 0 4242 0 6 144 22 0 172172 0 19 222 21 0 262262 0 501501
6:00PM 1 1 2 0 44 0 1 1 4 0 66 0 0 34 2 0 3636 0 6 40 5 0 5151 0 9797
6:15PM 5 1 1 0 77 0 8 1 3 0 1212 0 1 32 5 0 3838 0 1 51 5 0 5757 0 114114
6:30PM 4 1 4 0 99 0 5 0 7 0 1212 0 1 28 3 0 3232 0 4 37 7 0 4848 0 101101
6:45PM 3 0 1 0 44 0 7 0 1 0 88 0 1 32 1 0 3434 0 6 37 3 0 4646 0 9292
Hourly Total 13 3 8 0 2424 0 21 2 15 0 3838 0 3 126 11 0 140140 0 17 165 20 0 202202 0 404404
7:00PM 5 0 3 0 88 0 2 0 2 0 44 0 3 17 2 0 2222 0 4 35 3 0 4242 0 7676
7:15PM 2 0 1 0 33 0 2 0 0 0 22 0 0 26 4 0 3030 0 5 34 2 0 4141 0 7676
7:30PM 8 0 0 0 88 0 1 0 4 0 55 0 0 23 6 0 2929 0 3 18 2 0 2323 0 6565
7:45PM 4 1 1 0 66 0 3 0 1 0 44 0 3 13 6 0 2222 0 1 29 4 0 3434 0 6666
Hourly Total 19 1 5 0 2525 0 8 0 7 0 1515 0 6 79 18 0 103103 0 13 116 11 0 140140 0 283283
8:00PM 0 0 0 0 00 0 0 0 0 0 00 0 0 0 0 0 00 0 0 0 0 0 00 0 00
Hourly Total 0 0 0 0 00 0 0 0 0 0 00 0 0 0 0 0 00 0 0 0 0 0 00 0 00
TotalTotal 48 8 30 0 8686 0 71 12 53 0 136136 0 22 521 85 0 628628 0 67 736 82 0 885885 0 17351735
% Approach% Approach 55.8%9.3%34.9%0%---52.2%8.8%39.0%0%---3.5%83.0%13.5%0%---7.6%83.2%9.3%0%----
% Total% Total 2.8%0.5%1.7%0%5.0%5.0%-4.1%0.7%3.1%0%7.8%7.8%-1.3%30.0%4.9%0%36.2%36.2%-3.9%42.4%4.7%0%51.0%51.0%--
LightsLights 47 8 30 0 8585 -70 12 53 0 135135 -22 517 84 0 623623 -66 727 82 0 875875 -1718
% Lights% Lights 97.9%100%100%0%98.8%98.8%-98.6%100%100%0%99.3%99.3%-100%99.2%98.8%0%99.2%99.2%-98.5%98.8%100%0%98.9%98.9%-99.0%
Articulated Trucks andArticulated Trucks and
Single-Unit TrucksSingle-Unit Trucks 1 0 0 0 11 -1 0 0 0 11 -0 4 1 0 55 -1 9 0 0 1010 -17
% Articulated Trucks and% Articulated Trucks and
Single-Unit TrucksSingle-Unit Trucks 2.1%0%0%0%1.2%1.2%-1.4%0%0%0%0.7%0.7%-0%0.8%1.2%0%0.8%0.8%-1.5%1.2%0%0%1.1%1.1%-1.0%
BusesBuses 0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0
% Buses% Buses 0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%
Bicycles on RoadBicycles on Road 0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0
% Bicycles on Road% Bicycles on Road 0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%
Pedestrians -----0 -----0 -----0 -----0
% Pedestrians -------------------------
Bicycles on Crosswalk -----0 -----0 -----0 -----0
% Bicycles on Crosswalk -------------------------
*Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn
1 of 4
122-328 Longfellows 11/11/22 - TMC122-328 Longfellows 11/11/22 - TMC
Fri Nov 11, 2022
Full Length (4 PM-8 PM)
All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles
on Road, Bicycles on Crosswalk)
All Movements
ID: 1012525, Location: 43.060635, -73.727657, Site Code: 122-328
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
[N] NY Route 9P
[E] Dyer Switch Rd[S] NY Route 9P[W] Longfellows DrivewayTotal: 1507
Total: 1465 Total: 296Total: 202Out: 622
Out: 837 Out: 160Out: 116In: 885
In: 628 In: 136In: 86 736 12
521 8 67 82 53
71
85 22 48
30
2 of 4
122-328 Longfellows 11/11/22 - TMC122-328 Longfellows 11/11/22 - TMC
Fri Nov 11, 2022
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)
All Movements
ID: 1012525, Location: 43.060635, -73.727657, Site Code: 122-328
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
Leg Longfellows Driveway Dyer Switch Rd NY Route 9P NY Route 9P
Direction Eastbound Westbound Northbound Southbound
Time L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*IntInt
2022-11-11 4:15PM 1 1 1 0 33 0 7 1 4 0 1212 0 4 43 12 0 5959 0 4 50 7 0 6161 0 135135
4:30PM 2 2 0 0 44 0 2 1 6 0 99 0 0 34 6 0 4040 0 4 65 7 0 7676 0 129129
4:45PM 2 0 0 0 22 0 4 2 4 0 1010 0 3 54 8 0 6565 0 5 55 12 0 7272 0 149149
5:00PM 2 0 1 0 33 0 8 1 5 0 1414 0 1 46 5 0 5252 0 4 59 7 0 7070 0 139139
TotalTotal 7 3 2 0 1212 0 21 5 19 0 4545 0 8 177 31 0 216216 0 17 229 33 0 279279 0 552552
% Approach% Approach 58.3%25.0%16.7%0%---46.7%11.1%42.2%0%---3.7%81.9%14.4%0%---6.1%82.1%11.8%0%----
% Total% Total 1.3%0.5%0.4%0%2.2%2.2%-3.8%0.9%3.4%0%8.2%8.2%-1.4%32.1%5.6%0%39.1%39.1%-3.1%41.5%6.0%0%50.5%50.5%--
PHFPHF 0.875 0.375 0.500 -0.7500.750 -0.656 0.625 0.792 -0.8040.804 -0.500 0.819 0.646 -0.8310.831 -0.850 0.881 0.688 -0.9180.918 -0.926
LightsLights 7 3 2 0 1212 -20 5 19 0 4444 -8 174 30 0 212212 -17 227 33 0 277277 -545
% Lights% Lights 100%100%100%0%100%100%-95.2%100%100%0%97.8%97.8%-100%98.3%96.8%0%98.1%98.1%-100%99.1%100%0%99.3%99.3%-98.7%
Articulated Trucks andArticulated Trucks and
Single-Unit TrucksSingle-Unit Trucks 0 0 0 0 00 -1 0 0 0 11 -0 3 1 0 44 -0 2 0 0 22 -7
% Articulated Trucks and% Articulated Trucks and
Single-Unit TrucksSingle-Unit Trucks 0%0%0%0%0%0%-4.8%0%0%0%2.2%2.2%-0%1.7%3.2%0%1.9%1.9%-0%0.9%0%0%0.7%0.7%-1.3%
BusesBuses 0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0
% Buses% Buses 0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%
Bicycles on RoadBicycles on Road 0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0
% Bicycles on Road% Bicycles on Road 0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%
Pedestrians -----0 -----0 -----0 -----0
% Pedestrians -------------------------
Bicycles on Crosswalk -----0 -----0 -----0 -----0
% Bicycles on Crosswalk -------------------------
*Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn
3 of 4
122-328 Longfellows 11/11/22 - TMC122-328 Longfellows 11/11/22 - TMC
Fri Nov 11, 2022
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)
All Movements
ID: 1012525, Location: 43.060635, -73.727657, Site Code: 122-328
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
[N] NY Route 9P
[E] Dyer Switch Rd[S] NY Route 9P[W] Longfellows DrivewayTotal: 482
Total: 468 Total: 96Total: 58Out: 203
Out: 252 Out: 51Out: 46In: 279
In: 216 In: 45In: 12 229 5
177 3 17 33 19
21
31 8 7
2
4 of 4
122-328 Longfellows 11/12/22 - TMC122-328 Longfellows 11/12/22 - TMC
Sat Nov 12, 2022
Full Length (3 PM-10 PM)
All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on
Road, Bicycles on Crosswalk)
All Movements
ID: 1012526, Location: 43.060635, -73.727657, Site Code: 122-328
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
Leg Longfellows Driveway Dyer Switch Rd NY Route 9P NY Route 9P
Direction Eastbound Westbound Northbound Southbound
Time L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*IntInt
2022-11-12 3:00PM 1 0 1 0 22 0 7 1 1 0 99 0 2 48 7 0 5757 0 2 66 9 0 7777 0 145145
3:15PM 2 0 0 0 22 0 3 1 5 0 99 0 1 63 5 0 6969 0 4 69 7 0 8080 0 160160
3:30PM 2 0 0 0 22 0 10 2 4 0 1616 0 5 53 9 0 6767 0 2 68 12 0 8282 0 167167
3:45PM 3 0 0 0 33 0 10 1 7 0 1818 0 3 54 7 0 6464 0 9 77 18 0 104104 0 189189
Hourly Total 8 0 1 0 99 0 30 5 17 0 5252 0 11 218 28 0 257257 0 17 280 46 0 343343 0 661661
4:00PM 5 2 3 0 1010 0 10 0 1 0 1111 0 1 49 6 0 5656 0 8 50 10 0 6868 0 145145
4:15PM 1 0 1 0 22 0 6 1 6 0 1313 0 0 48 5 0 5353 0 9 53 12 0 7474 0 142142
4:30PM 2 0 1 0 33 0 8 1 4 0 1313 0 2 49 7 0 5858 0 3 58 6 0 6767 0 141141
4:45PM 4 0 4 0 88 0 4 1 1 0 66 0 2 45 7 0 5454 0 2 66 10 0 7878 0 146146
Hourly Total 12 2 9 0 2323 0 28 3 12 0 4343 0 5 191 25 0 221221 0 22 227 38 0 287287 0 574574
5:00PM 0 1 2 0 33 0 7 3 4 0 1414 0 4 43 6 0 5353 0 2 62 4 0 6868 0 138138
5:15PM 3 0 1 0 44 0 4 1 4 0 99 0 1 55 5 0 6161 0 3 55 8 0 6666 0 140140
5:30PM 1 0 2 0 33 0 6 3 1 0 1010 0 0 35 7 0 4242 0 3 37 5 0 4545 0 100100
5:45PM 3 1 2 0 66 0 1 0 8 0 99 0 6 32 8 0 4646 0 3 49 6 0 5858 0 119119
Hourly Total 7 2 7 0 1616 0 18 7 17 0 4242 0 11 165 26 0 202202 0 11 203 23 0 237237 0 497497
6:00PM 5 0 1 0 66 0 6 1 1 0 88 0 2 34 2 0 3838 0 0 35 1 0 3636 0 8888
6:15PM 1 0 0 0 11 0 4 1 2 0 77 0 2 36 4 0 4242 0 4 42 6 0 5252 0 102102
6:30PM 5 1 4 0 1010 0 3 0 2 0 55 0 2 30 3 0 3535 0 1 28 2 0 3131 0 8181
6:45PM 10 3 1 0 1414 0 2 0 1 0 33 0 0 27 4 0 3131 0 0 25 5 0 3030 0 7878
Hourly Total 21 4 6 0 3131 0 15 2 6 0 2323 0 6 127 13 0 146146 0 5 130 14 0 149149 0 349349
7:00PM 4 1 1 0 66 0 5 0 1 0 66 0 0 26 8 0 3434 0 0 28 3 0 3131 0 7777
7:15PM 9 2 0 0 1111 0 1 1 0 0 22 0 0 27 3 0 3030 0 0 26 5 0 3131 0 7474
7:30PM 9 0 1 0 1010 0 2 1 2 0 55 0 0 22 3 0 2525 0 3 28 1 0 3232 0 7272
7:45PM 4 1 1 0 66 0 1 0 2 0 33 0 0 17 4 0 2121 0 3 23 2 0 2828 0 5858
Hourly Total 26 4 3 0 3333 0 9 2 5 0 1616 0 0 92 18 0 110110 0 6 105 11 0 122122 0 281281
8:00PM 2 0 2 0 44 0 2 0 1 0 33 0 0 16 2 0 1818 0 2 22 0 0 2424 0 4949
8:15PM 2 0 0 0 22 0 2 0 2 0 44 0 0 18 2 0 2020 0 1 32 1 0 3434 0 6060
8:30PM 11 0 2 0 1313 0 0 0 0 0 00 0 0 7 1 0 88 0 1 21 2 0 2424 0 4545
8:45PM 6 1 0 0 77 0 1 0 1 0 22 0 0 18 2 0 2020 0 0 20 3 0 2323 0 5252
Hourly Total 21 1 4 0 2626 0 5 0 4 0 99 0 0 59 7 0 6666 0 4 95 6 0 105105 0 206206
9:00PM 8 0 3 0 1111 0 4 0 3 0 77 0 0 15 3 0 1818 0 2 30 1 0 3333 0 6969
9:15PM 5 2 2 0 99 0 1 0 1 0 22 0 0 19 2 0 2121 0 1 20 1 0 2222 0 5454
9:30PM 5 0 2 0 77 0 0 0 0 0 00 0 0 10 3 0 1313 0 1 23 1 1 2626 0 4646
9:45PM 10 1 2 0 1313 0 0 2 1 0 33 0 0 15 1 0 1616 0 4 16 1 0 2121 0 5353
Hourly Total 28 3 9 0 4040 0 5 2 5 0 1212 0 0 59 9 0 6868 0 8 89 4 1 102102 0 222222
TotalTotal 123 16 39 0 178178 0 110 21 66 0 197197 0 33 911 126 0 10701070 0 73 1129 142 1 13451345 0 27902790
% Approach% Approach 69.1%9.0%21.9%0%---55.8%10.7%33.5%0%---3.1%85.1%11.8%0%---5.4%83.9%10.6%0.1%----
% Total% Total 4.4%0.6%1.4%0%6.4%6.4%-3.9%0.8%2.4%0%7.1%7.1%-1.2%32.7%4.5%0%38.4%38.4%-2.6%40.5%5.1%0%48.2%48.2%--
LightsLights 123 16 39 0 178178 -107 21 63 0 191191 -33 905 121 0 10591059 -70 1123 142 1 13361336 -2764
% Lights% Lights 100%100%100%0%100%100%-97.3%100%95.5%0%97.0%97.0%-100%99.3%96.0%0%99.0%99.0%-95.9%99.5%100%100%99.3%99.3%-99.1%
Articulated Trucks andArticulated Trucks and
Single-Unit TrucksSingle-Unit Trucks 0 0 0 0 00 -3 0 3 0 66 -0 6 5 0 1111 -3 6 0 0 99 -26
% Articulated Trucks and% Articulated Trucks and
Single-Unit TrucksSingle-Unit Trucks 0%0%0%0%0%0%-2.7%0%4.5%0%3.0%3.0%-0%0.7%4.0%0%1.0%1.0%-4.1%0.5%0%0%0.7%0.7%-0.9%
BusesBuses 0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0
% Buses% Buses 0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%
Bicycles on RoadBicycles on Road 0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0
% Bicycles on Road% Bicycles on Road 0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%
Pedestrians -----0 -----0 -----0 -----0
% Pedestrians -------------------------
Bicycles on Crosswalk -----0 -----0 -----0 -----0
% Bicycles on Crosswalk -------------------------
*Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn
1 of 4
122-328 Longfellows 11/12/22 - TMC122-328 Longfellows 11/12/22 - TMC
Sat Nov 12, 2022
Full Length (3 PM-10 PM)
All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles
on Road, Bicycles on Crosswalk)
All Movements
ID: 1012526, Location: 43.060635, -73.727657, Site Code: 122-328
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
[N] NY Route 9P
[E] Dyer Switch Rd[S] NY Route 9P[W] Longfellows DrivewayTotal: 2446
Total: 2348 Total: 412Total: 374Out: 1101
Out: 1278 Out: 215Out: 196In: 1345
In: 1070 In: 197In: 178 1129 21
911 16 1 73 142 66
110
126 33 123
39
2 of 4
122-328 Longfellows 11/12/22 - TMC122-328 Longfellows 11/12/22 - TMC
Sat Nov 12, 2022
PM Peak (WKND) (3 PM - 4 PM) - Overall Peak Hour
All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on
Road, Bicycles on Crosswalk)
All Movements
ID: 1012526, Location: 43.060635, -73.727657, Site Code: 122-328
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
Leg Longfellows Driveway Dyer Switch Rd NY Route 9P NY Route 9P
Direction Eastbound Westbound Northbound Southbound
Time L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*IntInt
2022-11-12 3:00PM 1 0 1 0 22 0 7 1 1 0 99 0 2 48 7 0 5757 0 2 66 9 0 7777 0 145145
3:15PM 2 0 0 0 22 0 3 1 5 0 99 0 1 63 5 0 6969 0 4 69 7 0 8080 0 160160
3:30PM 2 0 0 0 22 0 10 2 4 0 1616 0 5 53 9 0 6767 0 2 68 12 0 8282 0 167167
3:45PM 3 0 0 0 33 0 10 1 7 0 1818 0 3 54 7 0 6464 0 9 77 18 0 104104 0 189189
TotalTotal 8 0 1 0 99 0 30 5 17 0 5252 0 11 218 28 0 257257 0 17 280 46 0 343343 0 661661
% Approach% Approach 88.9%0%11.1%0%---57.7%9.6%32.7%0%---4.3%84.8%10.9%0%---5.0%81.6%13.4%0%----
% Total% Total 1.2%0%0.2%0%1.4%1.4%-4.5%0.8%2.6%0%7.9%7.9%-1.7%33.0%4.2%0%38.9%38.9%-2.6%42.4%7.0%0%51.9%51.9%--
PHFPHF 0.667 -0.250 -0.7500.750 -0.750 0.625 0.607 -0.7220.722 -0.550 0.865 0.778 -0.9310.931 -0.472 0.909 0.639 -0.8250.825 -0.874
LightsLights 8 0 1 0 99 -30 5 17 0 5252 -11 215 26 0 252252 -16 278 46 0 340340 -653
% Lights% Lights 100%0%100%0%100%100%-100%100%100%0%100%100%-100%98.6%92.9%0%98.1%98.1%-94.1%99.3%100%0%99.1%99.1%-98.8%
Articulated Trucks andArticulated Trucks and
Single-Unit TrucksSingle-Unit Trucks 0 0 0 0 00 -0 0 0 0 00 -0 3 2 0 55 -1 2 0 0 33 -8
% Articulated Trucks and% Articulated Trucks and
Single-Unit TrucksSingle-Unit Trucks 0%0%0%0%0%0%-0%0%0%0%0%0%-0%1.4%7.1%0%1.9%1.9%-5.9%0.7%0%0%0.9%0.9%-1.2%
BusesBuses 0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0
% Buses% Buses 0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%
Bicycles on RoadBicycles on Road 0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0
% Bicycles on Road% Bicycles on Road 0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0%
Pedestrians -----0 -----0 -----0 -----0
% Pedestrians -------------------------
Bicycles on Crosswalk -----0 -----0 -----0 -----0
% Bicycles on Crosswalk -------------------------
*Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn
3 of 4
122-328 Longfellows 11/12/22 - TMC122-328 Longfellows 11/12/22 - TMC
Sat Nov 12, 2022
PM Peak (WKND) (3 PM - 4 PM) - Overall Peak Hour
All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles
on Road, Bicycles on Crosswalk)
All Movements
ID: 1012526, Location: 43.060635, -73.727657, Site Code: 122-328
Provided by: Creighton Manning
Engineering, LLP
2 Winners Circle,
Albany, NY, 12205, US
[N] NY Route 9P
[E] Dyer Switch Rd[S] NY Route 9P[W] Longfellows DrivewayTotal: 586
Total: 568 Total: 97Total: 71Out: 243
Out: 311 Out: 45Out: 62In: 343
In: 257 In: 52In: 9 280 5
218 17 46 17
30
28 11 8 1
4 of 4
MetroCount Traffic Executive
Weekly Vehicle Counts (Virtual Week)
VirtWeeklyVehicle-0 -- English (ENU)
Datasets:
Site: [122-328] NY-9P, Approximately 645 feet North of Dyer Switch Road
Attribute: Longfellows
Direction: 7 - North bound A>B, South bound B>A. Lane: 1
Survey Duration: 12:39 Friday, November 4, 2022 => 11:23 Monday, November 14, 2022,
Zone:
File: 122-328 0 2022-11-14 1023.EC1 (Plus )
Identifier: FZ12WDHB MC56-L5 [MC55] (c)Microcom 19Oct04
Algorithm: Factory default axle (v4.06)
Data type: Axle sensors - Paired (Class/Speed/Count)
Profile:
Filter time: 16:00 Friday, November 4, 2022 => 9:00 Sunday, November 13, 2022 (8.70833)
Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13
Speed range: 6 - 99 mph.
Direction: North, South (bound), P = North
Separation: Headway > 0 sec, Span 0 - 328.084 ft
Name: Default Profile
Scheme: Vehicle classification (Scheme F3)
Units: Non metric (ft, mi, ft/s, mph, lb, ton)
In profile: Vehicles = 52367 / 53476 (97.93%)
Weekly Vehicle Counts (Virtual Week)
VirtWeeklyVehicle-0
Site: 122-328.1.2NS
Description: NY-9P, Approximately 645 feet North of Dyer Switch Road
Filter time: 16:00 Friday, November 4, 2022 => 9:00 Sunday, November 13, 2022
Scheme: Vehicle classification (Scheme F3)
Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(NS) Sp(6,99) Headway(>0) Span(0 - 328.084)
Mon Tue Wed Thu Fri Sat Sun Averages
1 - 5 1 - 7
Hour |
0000-0100 24.0 18.0 24.0 23.0 44.0 45.0 60.5 | 26.6 38.2
0100-0200 15.0 11.0 13.0 5.0 19.0 21.5 30.0 | 12.6 18.4
0200-0300 3.0 3.0 6.0 4.0 11.0 17.0 22.0 | 5.4 11.7
0300-0400 8.0 5.0 1.0 5.0 12.0 9.5 8.5 | 6.2 7.4
0400-0500 5.0 7.0 6.0 6.0 6.0 11.0 6.0 | 6.0 7.1
0500-0600 23.0 20.0 24.0 19.0 19.0 13.5 14.0 | 21.0 17.8
0600-0700 53.0 62.0 39.0 43.0 40.0 48.0 24.0 | 47.4 42.3
0700-0800 153.0 174.0 135.0 155.0 125.0 92.5 49.5 | 148.4 114.0
0800-0900 361.0 349.0 339.0 363.0 256.0 182.0 111.0 | 333.6 250.4
0900-1000 392.0 408.0 374.0 395.0 326.0 325.0 275.0 | 379.0 352.5
1000-1100 427.0 389.0 382.0 345.0 418.0 399.0 386.0 | 392.2 393.1
1100-1200 384.0 464.0 410.0 413.0 466.0 522.0 454.0 | 427.4 454.4
1200-1300 405.0 513.0 415.0 438.0 521.0 542.0 520.0 | 458.4 487.0
1300-1400 420.0 455.0 456.0 460.0 543.0 595.5 569.0 | 466.8 511.8
1400-1500 458.0 463.0 468.0 465.0 558.0 576.0 533.0 | 482.4 512.1
1500-1600 485.0 475.0 508.0 514.0 564.0 588.0 481.0 | 509.2 525.4
1600-1700 522.0 518.0 526.0 538.0 604.0 586.5 461.0 | 552.0 549.6
1700-1800 501.0 550.0 566.0 517.0 580.5 496.5 432.0 | 549.2 524.4
1800-1900 433.0 456.0 496.0 599.0 464.5 436.0 331.0 | 485.5 457.3
1900-2000 307.0 326.0 341.0 397.0 340.0 325.5 217.0 | 341.8 324.3
2000-2100 170.0 206.0 197.0 273.0 246.5 237.0 154.0 | 223.2 218.6
2100-2200 136.0 150.0 204.0 209.0 182.0 196.5 91.0 | 177.2 171.9
2200-2300 66.0 85.0 106.0 149.0 146.5 169.5 54.0 | 116.5 121.3
2300-2400 47.0 43.0 63.0 58.0 76.5 95.5 48.0 | 60.7 67.0
|
Totals _______________________________________________________________|________________
|
0700-1900 4941.0 5214.0 5075.0 5202.0 5426.0 5341.0 4602.5 | 5184.1 5132.0
0600-2200 5607.0 5958.0 5856.0 6124.0 6234.5 6148.0 5088.5 | 5973.6 5889.1
0600-0000 5720.0 6086.0 6025.0 6331.0 6457.5 6413.0 5190.5 | 6150.8 6077.5
0000-0000 5798.0 6150.0 6099.0 6393.0 6568.5 6530.5 5331.5 | 6228.6 6178.1
|
AM Peak 1000 1100 1100 1100 1100 1100 1100 |
427.0 464.0 410.0 413.0 466.0 522.0 454.0 |
|
PM Peak 1600 1700 1700 1800 1600 1300 1300 |
522.0 550.0 566.0 599.0 604.0 595.5 569.0 |
* - No data.
MetroCount Traffic Executive
Speed Statistics
SpeedStat-4 -- English (ENU)
Datasets:
Site: [122-328] NY-9P, Approximately 645 feet North of Dyer Switch Road
Attribute: Longfellows
Direction:7 - North bound A>B, South bound B>A. Lane: 1
Survey Duration: 12:39 Friday, November 4, 2022 => 11:23 Monday, November 14, 2022,
Zone:
File:122-328 0 2022-11-14 1023.EC1 (Plus )
Identifier:FZ12WDHB MC56-L5 [MC55] (c)Microcom 19Oct04
Algorithm:Factory default axle (v4.06)
Data type:Axle sensors - Paired (Class/Speed/Count)
Profile:
Filter time: 16:00 Friday, November 4, 2022 => 9:00 Sunday, November 13, 2022 (8.70833)
Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13
Speed range:6 - 99 mph.
Direction:North (bound), P = North
Separation:Headway > 0 sec, Span 0 - 328.084 ft
Name:Default Profile
Scheme:Vehicle classification (Scheme F3)
Units:Non metric (ft, mi, ft/s, mph, lb, ton)
In profile:Vehicles = 24962 / 53476 (46.68%)
Speed Statistics
SpeedStat-4
Site:122-328.1.2NS
Description: NY-9P, Approximately 645 feet North of Dyer Switch Road
Filter time: 16:00 Friday, November 4, 2022 => 9:00 Sunday, November 13, 2022
Scheme:Vehicle classification (Scheme F3)
Filter:Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(N) Sp(6,99) Headway(>0) Span(0 -
328.084)
Vehicles = 24962
Posted speed limit = 45 mph, Exceeding = 11016 (44.13%), Mean Exceeding = 48.08 mph
Maximum = 71.1 mph, Minimum = 10.7 mph, Mean = 44.3 mph
85% Speed = 48.5 mph, 95% Speed = 51.0 mph, Median = 44.3 mph
10 mph Pace = 40 - 50, Number in Pace = 19532 (78.25%)
Variance = 18.89, Standard Deviation = 4.35 mph
Speed Bins (Partial days)
Speed | Bin | Below | Above | Energy | vMult | n * vMult
0 - 5 | 0 0.0% | 0 0.0% | 24962 100.0% | 0.00 | 0.00 | 0.00
5 - 10 | 0 0.0% | 0 0.0% | 24962 100.0% | 0.00 | 0.00 | 0.00
10 - 15 | 1 0.0% | 1 0.0% | 24961 100.0% | 0.00 | 0.00 | 0.00
15 - 20 | 4 0.0% | 5 0.0% | 24957 100.0% | 0.00 | 0.00 | 0.00
20 - 25 | 35 0.1% | 40 0.2% | 24922 99.8% | 0.00 | 0.00 | 0.00
25 - 30 | 51 0.2% | 91 0.4% | 24871 99.6% | 0.00 | 0.00 | 0.00
30 - 35 | 364 1.5% | 455 1.8% | 24507 98.2% | 0.00 | 0.00 | 0.00
35 - 40 | 3093 12.4% | 3548 14.2% | 21414 85.8% | 0.00 | 0.00 | 0.00
40 - 45 | 10398 41.7% | 13946 55.9% | 11016 44.1% | 0.00 | 0.00 | 0.00
45 - 50 | 8948 35.8% | 22894 91.7% | 2068 8.3% | 0.00 | 0.00 | 0.00
50 - 55 | 1839 7.4% | 24733 99.1% | 229 0.9% | 0.00 | 0.00 | 0.00
55 - 60 | 208 0.8% | 24941 99.9% | 21 0.1% | 0.00 | 0.00 | 0.00
60 - 65 | 16 0.1% | 24957 100.0% | 5 0.0% | 0.00 | 0.00 | 0.00
65 - 70 | 4 0.0% | 24961 100.0% | 1 0.0% | 0.00 | 0.00 | 0.00
70 - 75 | 1 0.0% | 24962 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00
75 - 80 | 0 0.0% | 24962 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00
80 - 85 | 0 0.0% | 24962 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00
85 - 90 | 0 0.0% | 24962 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00
90 - 95 | 0 0.0% | 24962 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00
95 - 100 | 0 0.0% | 24962 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00
Total Speed Rating = 0.00
Total Moving Energy (Estimated) = 0.00
Speed limit fields (Partial days)
| Limit | Below | Above
0 | 45 (PSL) | 13946 55.9% | 11016 44.1%
MetroCount Traffic Executive
Speed Statistics
SpeedStat-5 -- English (ENU)
Datasets:
Site: [122-328] NY-9P, Approximately 645 feet North of Dyer Switch Road
Attribute: Longfellows
Direction:7 - North bound A>B, South bound B>A. Lane: 1
Survey Duration: 12:39 Friday, November 4, 2022 => 11:23 Monday, November 14, 2022,
Zone:
File:122-328 0 2022-11-14 1023.EC1 (Plus )
Identifier:FZ12WDHB MC56-L5 [MC55] (c)Microcom 19Oct04
Algorithm:Factory default axle (v4.06)
Data type:Axle sensors - Paired (Class/Speed/Count)
Profile:
Filter time: 16:00 Friday, November 4, 2022 => 9:00 Sunday, November 13, 2022 (8.70833)
Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13
Speed range:6 - 99 mph.
Direction:South (bound), P = North
Separation:Headway > 0 sec, Span 0 - 328.084 ft
Name:Default Profile
Scheme:Vehicle classification (Scheme F3)
Units:Non metric (ft, mi, ft/s, mph, lb, ton)
In profile:Vehicles = 27405 / 53476 (51.25%)
Speed Statistics
SpeedStat-5
Site:122-328.1.2NS
Description: NY-9P, Approximately 645 feet North of Dyer Switch Road
Filter time: 16:00 Friday, November 4, 2022 => 9:00 Sunday, November 13, 2022
Scheme:Vehicle classification (Scheme F3)
Filter:Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(S) Sp(6,99) Headway(>0) Span(0 - 328.084)
Vehicles = 27405
Posted speed limit = 45 mph, Exceeding = 17777 (64.87%), Mean Exceeding = 49.65 mph
Maximum = 80.7 mph, Minimum = 10.3 mph, Mean = 46.7 mph
85% Speed = 51.7 mph, 95% Speed = 54.8 mph, Median = 46.8 mph
10 mph Pace = 42 - 52, Number in Pace = 19045 (69.49%)
Variance = 29.14, Standard Deviation = 5.40 mph
Speed Bins (Partial days)
Speed | Bin | Below | Above | Energy | vMult | n * vMult
0 - 5 | 0 0.0% | 0 0.0% | 27405 100.0% | 0.00 | 0.00 | 0.00
5 - 10 | 0 0.0% | 0 0.0% | 27405 100.0% | 0.00 | 0.00 | 0.00
10 - 15 | 7 0.0% | 7 0.0% | 27398 100.0% | 0.00 | 0.00 | 0.00
15 - 20 | 18 0.1% | 25 0.1% | 27380 99.9% | 0.00 | 0.00 | 0.00
20 - 25 | 40 0.1% | 65 0.2% | 27340 99.8% | 0.00 | 0.00 | 0.00
25 - 30 | 97 0.4% | 162 0.6% | 27243 99.4% | 0.00 | 0.00 | 0.00
30 - 35 | 431 1.6% | 593 2.2% | 26812 97.8% | 0.00 | 0.00 | 0.00
35 - 40 | 1955 7.1% | 2548 9.3% | 24857 90.7% | 0.00 | 0.00 | 0.00
40 - 45 | 7080 25.8% | 9628 35.1% | 17777 64.9% | 0.00 | 0.00 | 0.00
45 - 50 | 10837 39.5% | 20465 74.7% | 6940 25.3% | 0.00 | 0.00 | 0.00
50 - 55 | 5567 20.3% | 26032 95.0% | 1373 5.0% | 0.00 | 0.00 | 0.00
55 - 60 | 1166 4.3% | 27198 99.2% | 207 0.8% | 0.00 | 0.00 | 0.00
60 - 65 | 172 0.6% | 27370 99.9% | 35 0.1% | 0.00 | 0.00 | 0.00
65 - 70 | 21 0.1% | 27391 99.9% | 14 0.1% | 0.00 | 0.00 | 0.00
70 - 75 | 8 0.0% | 27399 100.0% | 6 0.0% | 0.00 | 0.00 | 0.00
75 - 80 | 5 0.0% | 27404 100.0% | 1 0.0% | 0.00 | 0.00 | 0.00
80 - 85 | 1 0.0% | 27405 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00
85 - 90 | 0 0.0% | 27405 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00
90 - 95 | 0 0.0% | 27405 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00
95 - 100 | 0 0.0% | 27405 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00
Total Speed Rating = 0.00
Total Moving Energy (Estimated) = 0.00
Speed limit fields (Partial days)
| Limit | Below | Above
0 | 45 (PSL) | 9628 35.1% | 17777 64.9%
Attachment C
Crash Summary
Longfellows Redevelopment
City of Saratoga Springs, New York
NO CASE DATE TIME # OF
VEH LC RC WEA CONTRIB
FACTORS
REF
MKR
1 37085140 1/8/2018 4:44 PM 1 3 1 4 66 9P15011088
2 37458213 8/16/2018 11:52 AM 1 1 5 2 61 9P15011088
3 37650838 12/12/2018 9:29 AM 2 1 3 2 7 9P15011088
4 37921747 6/10/2019 7:50 PM 1 3 1 3 60 9P15011088
5 38315107 1/15/2020 5:45 PM 1 5 2 1 61 9P15011088
6 38725306 1/22/2021 6:26 PM 2 5 3 1 7 9P15011088
COUNTY Saratoga
MUNICIPALITY Saratoga Springs
BY MN
DATE 2/17/2023AT INTERSECTION WITH Londfellows Driveway/Dyer Switch Road
TE 213 (9/79)DETAILS OF ACCIDENT HISTORY FOR LOCATION (AS SHOWN ON CRASH DIAGRAM)
STUDY NO. 122-328
P.I.N..
INVENTORY NO.
Union Ave
NO. OF MONTHS
48
LIGHT CONDITIONS (LC)
1. Daylight
2. Dawn
3. Dusk
4. Dark Road Lighted
5. Dark Road Unlighted
ROADWAY CHARACTER (RC)
1. Straight & Level
2. Straight & Grade
3. Straight at Hillcrest
4. Curve & Level
5. Curve & Grade
6. Curve at Hillcrest
ROADWAY SURFACE CONDITION (RSC)
1. Dry
2. Wet
3. Muddy
4. Snow/Ice
5. Slush
10. Other
WEATHER (WEA)
1. Clear
2. Cloudy
3. Rain
4. Snow
5. Sleet/Hail/Freezing Rain
6. Fog/Smog/Smoke
10. Other
Begin Date 1/1/2018
End Date 12/31/2021
SEV RSC ACC TYPE DESCRIPTION
PDO 1 DEER Animal action
PDO 4 FIXED OBJECT V1 struck object due to slippery pavement
PDO 2 CAR FIRE Car fire
PDO 1 MOTORIST REACTION V2 failure to yield the ROW, V1 reaction to uninvolved motorist
PDO 2 LEFT TURN V1 failed to yield the ROW to V2
PDO 1 DEER Animal action
Attachment D
Level of Service Analysis
Longfellows Redevelopment
City of Saratoga Springs, New York
Level of Service Criteria for Unsignalized Intersections
Level of service (LOS) for Two-Way Stop-Controlled (TWSC) intersections is determined by the computed or
measured control delay. For motor vehicles, LOS is determined for each minor-street movement (or shared
movement) as well as major-street left turns by using criteria given in Exhibit 20-2. LOS is not defined for the
intersection as a whole or for major-street approaches for three primary reasons: (a) major-street through vehicles
are assumed to experience zero delay; (b) the disproportionate number of major-street through vehicles at a typical
TWSC intersection skews the weighted average of all movements, resulting in a very low overall average delay for
all vehicles; and (c) the resulting low delay can mask important LOS deficiencies for minor movements. LOS F is
assigned to the movement if the volume-to-capacity (v/c) ratio for the movement exceeds 1.0, regardless of the
control delay.
The LOS criteria for TWSC intersections are somewhat different from the criteria used in Chapter 18 for signalized
intersections, primarily because user perceptions differ among transportation facility types. The expectation is that
a signalized intersection is designed to carry higher traffic volumes and will present greater delay than an
unsignalized intersection. Unsignalized intersections are also associated with more uncertainty for users, as delays
are less predictable than they are at signals, which can reduce users' delay tolerance.
The LOS criteria for All-Way Stop-Controlled (AWSC) intersections are given in Exhibit 21-8. LOS F is assigned if the
v/c ratio of a lane exceeds 1.0, regardless of the control delay. For assessment of LOS at the approach and
intersection levels, LOS is based solely on control delay.
Exhibits 20-2/21-8:
Level-of-Service Criteria for Stop Controlled Intersections
Control Delay (s/veh) LOS by Volume-to-Capacity Ratio
v/c < 1.0 v/c > 1.0
10.0 A F
>10.0 and < 15.0 B F
>15.0 and < 25.0 C F
>25.0 and < 35.0 D F
>35.0 and < 50.0 E F
>50.0 F F
HCM 6th TWSC 1: Union Avenue & Longfellows Driveway/Dyer Switch Road
122-328, Longfellows Redevelopment Existing 2022_PM Peak
Creighton Manning Engineering, LLP Synchro 10 Report
Network.syn Page 1
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 7 3 2 21 5 16 8 181 32 17 234 34
Future Vol, veh/h 7 3 2 21 5 16 8 181 32 17 234 34
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, %0 0 0 5 0 0 0 2 3 0 1 0
Mvmt Flow 8 3 2 23 5 17 9 195 34 18 252 37
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 548 554 271 539 555 212 289 0 0 229 0 0
Stage 1 307 307 - 230 230 -------
Stage 2 241 247 - 309 325 -------
Critical Hdwy 7.1 6.5 6.2 7.15 6.5 6.2 4.1 -- 4.1 --
Critical Hdwy Stg 1 6.1 5.5 - 6.15 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.15 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.545 4 3.3 2.2 -- 2.2 --
Pot Cap-1 Maneuver 450 443 773 449 443 833 1284 -- 1351 --
Stage 1 707 665 - 766 718 -------
Stage 2 767 706 - 695 653 -------
Platoon blocked, %----
Mov Cap-1 Maneuver 428 432 773 437 432 833 1284 -- 1351 --
Mov Cap-2 Maneuver 428 432 - 437 432 -------
Stage 1 701 654 - 760 712 -------
Stage 2 740 700 - 679 643 -------
Approach EB WB NB SB
HCM Control Delay, s 13 12.4 0.3 0.5
HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1284 -- 464 533 1351 --
HCM Lane V/C Ratio 0.007 -- 0.028 0.085 0.014 --
HCM Control Delay (s)7.8 0 -13 12.4 7.7 0 -
HCM Lane LOS A A -B B A A -
HCM 95th %tile Q(veh)0 -- 0.1 0.3 0 --
HCM 6th TWSC 1: Union Avenue & Longfellows Driveway/Dyer Switch Road
122-328, Longfellows Redevelopment No-Build 2023_PM Peak
Creighton Manning Engineering, LLP Synchro 10 Report
Network.syn Page 1
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 7 3 2 27 5 24 8 190 39 25 244 34
Future Vol, veh/h 7 3 2 27 5 24 8 190 39 25 244 34
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, %0 0 0 5 0 0 0 2 3 0 1 0
Mvmt Flow 8 3 2 29 5 26 9 204 42 27 262 37
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 594 599 281 580 596 225 299 0 0 246 0 0
Stage 1 335 335 - 243 243 -------
Stage 2 259 264 - 337 353 -------
Critical Hdwy 7.1 6.5 6.2 7.15 6.5 6.2 4.1 -- 4.1 --
Critical Hdwy Stg 1 6.1 5.5 - 6.15 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.15 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.545 4 3.3 2.2 -- 2.2 --
Pot Cap-1 Maneuver 420 418 763 421 420 819 1274 -- 1332 --
Stage 1 683 646 - 754 708 -------
Stage 2 750 694 - 671 634 -------
Platoon blocked, %----
Mov Cap-1 Maneuver 393 405 763 407 407 819 1274 -- 1332 --
Mov Cap-2 Maneuver 393 405 - 407 407 -------
Stage 1 678 630 - 748 702 -------
Stage 2 715 688 - 650 619 -------
Approach EB WB NB SB
HCM Control Delay, s 13.6 12.8 0.3 0.6
HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1274 -- 431 519 1332 --
HCM Lane V/C Ratio 0.007 -- 0.03 0.116 0.02 --
HCM Control Delay (s)7.8 0 - 13.6 12.8 7.8 0 -
HCM Lane LOS A A -B B A A -
HCM 95th %tile Q(veh)0 -- 0.1 0.4 0.1 --
HCM 6th TWSC 1: Union Avenue & Longfellows Driveway/Dyer Switch Road
122-328, Longfellows Redevelopment Build 2023_PM Peak
Creighton Manning Engineering, LLP Synchro 10 Report
Network.syn Page 1
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 20 3 5 27 3 24 7 190 39 25 244 23
Future Vol, veh/h 20 3 5 27 3 24 7 190 39 25 244 23
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, %0 0 0 5 0 0 0 2 3 0 1 0
Mvmt Flow 22 3 5 29 3 26 8 204 42 27 262 25
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 585 591 275 574 582 225 287 0 0 246 0 0
Stage 1 329 329 - 241 241 -------
Stage 2 256 262 - 333 341 -------
Critical Hdwy 7.1 6.5 6.2 7.15 6.5 6.2 4.1 -- 4.1 --
Critical Hdwy Stg 1 6.1 5.5 - 6.15 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.15 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.545 4 3.3 2.2 -- 2.2 --
Pot Cap-1 Maneuver 425 422 769 425 427 819 1287 -- 1332 --
Stage 1 688 650 - 756 710 -------
Stage 2 753 695 - 674 642 -------
Platoon blocked, %----
Mov Cap-1 Maneuver 400 409 769 410 414 819 1287 -- 1332 --
Mov Cap-2 Maneuver 400 409 - 410 414 -------
Stage 1 683 634 - 751 705 -------
Stage 2 721 690 - 650 627 -------
Approach EB WB NB SB
HCM Control Delay, s 13.8 12.7 0.2 0.7
HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1287 -- 439 527 1332 --
HCM Lane V/C Ratio 0.006 -- 0.069 0.11 0.02 --
HCM Control Delay (s)7.8 0 - 13.8 12.7 7.8 0 -
HCM Lane LOS A A -B B A A -
HCM 95th %tile Q(veh)0 -- 0.2 0.4 0.1 --
HCM 6th TWSC 1: Union Avenue & Longfellows Driveway/Dyer Switch Road
122-328, Longfellows Redevelopment Existing 2022 - Wedding_PM Peak
Creighton Manning Engineering, LLP Synchro 10 Report
Network.syn Page 1
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 0 1 31 5 17 11 222 29 17 286 47
Future Vol, veh/h 8 0 1 31 5 17 11 222 29 17 286 47
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 88 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, %0 0 0 0 0 0 0 1 7 6 1 0
Mvmt Flow 9 0 1 36 6 20 13 255 33 20 329 54
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 707 710 356 695 721 272 383 0 0 288 0 0
Stage 1 396 396 - 298 298 -------
Stage 2 311 314 - 397 423 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 -- 4.16 --
Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 -- 2.254 --
Pot Cap-1 Maneuver 353 361 693 359 356 772 1187 -- 1251 --
Stage 1 633 607 - 715 671 -------
Stage 2 704 660 - 633 591 -------
Platoon blocked, %----
Mov Cap-1 Maneuver 331 349 693 349 344 772 1187 -- 1251 --
Mov Cap-2 Maneuver 331 349 - 349 344 -------
Stage 1 625 595 - 706 662 -------
Stage 2 671 651 - 619 579 -------
Approach EB WB NB SB
HCM Control Delay, s 15.5 14.9 0.3 0.4
HCM LOS C B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1187 -- 352 423 1251 --
HCM Lane V/C Ratio 0.011 -- 0.029 0.144 0.016 --
HCM Control Delay (s)8.1 0 - 15.5 14.9 7.9 0 -
HCM Lane LOS A A -C B A A -
HCM 95th %tile Q(veh)0 -- 0.1 0.5 0 --
HCM 6th TWSC 1: Union Avenue & Longfellows Driveway/Dyer Switch Road
122-328, Longfellows Redevelopment No-Build 2023 - Wedding_PM Peak
Creighton Manning Engineering, LLP Synchro 10 Report
Network.syn Page 1
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 0 1 35 5 20 11 229 35 22 296 47
Future Vol, veh/h 8 0 1 35 5 20 11 229 35 22 296 47
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 88 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, %0 0 0 0 0 0 0 1 7 6 1 0
Mvmt Flow 9 0 1 40 6 23 13 263 40 25 340 54
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 741 746 367 727 753 283 394 0 0 303 0 0
Stage 1 417 417 - 309 309 -------
Stage 2 324 329 - 418 444 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 -- 4.16 --
Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 -- 2.254 --
Pot Cap-1 Maneuver 335 344 683 342 341 761 1176 -- 1235 --
Stage 1 617 595 - 705 663 -------
Stage 2 692 650 - 616 579 -------
Platoon blocked, %----
Mov Cap-1 Maneuver 311 331 683 331 328 761 1176 -- 1235 --
Mov Cap-2 Maneuver 311 331 - 331 328 -------
Stage 1 609 580 - 696 654 -------
Stage 2 657 642 - 599 564 -------
Approach EB WB NB SB
HCM Control Delay, s 16.2 15.6 0.3 0.5
HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1176 -- 331 407 1235 --
HCM Lane V/C Ratio 0.011 -- 0.031 0.169 0.02 --
HCM Control Delay (s)8.1 0 - 16.2 15.6 8 0 -
HCM Lane LOS A A -C C A A -
HCM 95th %tile Q(veh)0 -- 0.1 0.6 0.1 --
HCM 6th TWSC 1: Union Avenue & Longfellows Driveway/Dyer Switch Road
122-328, Longfellows Redevelopment Build 2023 - Wedding_PM Peak
Creighton Manning Engineering, LLP Synchro 10 Report
Network.syn Page 1
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 24 3 7 35 6 20 11 229 35 22 296 42
Future Vol, veh/h 24 3 7 35 6 20 11 229 35 22 296 42
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 88 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, %0 0 0 0 0 0 0 1 7 6 1 0
Mvmt Flow 27 3 8 40 7 23 13 263 40 25 340 48
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 738 743 364 729 747 283 388 0 0 303 0 0
Stage 1 414 414 - 309 309 -------
Stage 2 324 329 - 420 438 -------
Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 -- 4.16 --
Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 -------
Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 -- 2.254 --
Pot Cap-1 Maneuver 336 346 685 341 344 761 1182 -- 1235 --
Stage 1 620 597 - 705 663 -------
Stage 2 692 650 - 615 582 -------
Platoon blocked, %----
Mov Cap-1 Maneuver 311 333 685 325 331 761 1182 -- 1235 --
Mov Cap-2 Maneuver 311 333 - 325 331 -------
Stage 1 612 581 - 696 654 -------
Stage 2 655 642 - 588 567 -------
Approach EB WB NB SB
HCM Control Delay, s 16.5 15.9 0.3 0.5
HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1182 -- 353 401 1235 --
HCM Lane V/C Ratio 0.011 -- 0.11 0.175 0.02 --
HCM Control Delay (s)8.1 0 - 16.5 15.9 8 0 -
HCM Lane LOS A A -C C A A -
HCM 95th %tile Q(veh)0 -- 0.4 0.6 0.1 --