HomeMy WebLinkAbout20230358 182 Excelsior Area Variance Supplemental Info 08 20231533 Crescent Road
Clifton Park, NY 12065
Phone: 518.371.0799
mjelspc@mjels.com
mjels.com
New York, NY • Long Island, NY • Sewell, NJ • Fishkill, NY
August 18, 2023
Green Springs Capital Group, LLC
c/o Brian Green
PO Box 3207
Saratoga Springs, NY 12866
RE: 182 Excelsior Avenue Apartments
City of Saratoga Springs
MJ Project No. 1583
Dear Mr. Green,
M.J. Engineering and Land Surveying, P.C. (MJ) has conducted a trip generation assessment for the proposed
Excelsior Avenue apartment development located at 182 Excelsior Avenue in the City of Saratoga Springs. This
project involves the subdivision and redevelopment of an existing parcel, deeding a total of 2.49 acres of land,
that contains an existing main house with 6 apartment units and a carriage house with 4 units. The development
would include relocating the existing main and carriage house onto its own parcel and redeveloping them into a
total of six (6) condominiums and on a separate parcel the construction of four (4) 3,623 square foot three-story
apartments with nine (9) units in each, resulting in 36 total units.
Existing Conditions
Pedestrian Accommodations
There are a total of three (3) pedestrian crossings that front the project site. There are two (2) crossings on
Excelsior Avenue, one at the intersection with Excelsior Springs and another at Veteran’s Way. These crossings
provide access to the newly constructed greenbelt trail. The other crossing is located on Excelsior Springs heading
west along Excelsior Avenue. There is signage that meets NYSDOT standards at each crossing location. There are
also sidewalks along Excelsior Springs heading south to the Spring Run trail entrance.
Roadway Segments
Table 1 summarizes the functional classification, roadway cross-section, posted speed limit, and Average Annual
Daily Traffic (AADT) volume for the key study area roadways. The AADT data included is based on the latest
available data published by the New York State Department of Transportation (NYSDOT). See the location map in
Appendix B.
TABLE 1 – STUDY AREA ROADWAYS
Location Urban Functional
Class
Existing
Configuration
Posted
Speed AADT 1
Excelsior Avenue Urban Major
Collector 2, 12 ft lanes 30 mph 3,650
(2014)
Excelsior Spring Avenue Urban Major
Collector 2, 11 ft lanes 30 mph 1,574
(2014)
Veterans Way Urban Major
Collector 2, 11-12 ft lanes 30 mph N/A 2
Green Springs Capital Group, LLC
182 Excelsior Avenue Apartments
August 18, 2023
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Marion Avenue Urban Major
Collector 2, 12-14 ft lanes 30 mph 7,167
(2019)
1. Most recent Annual Average Daily Traffic (AADT) volume expressed in vehicles per day.
2. There is no available traffic data from NYSDOT for Veterans Way.
Excelsior Avenue
Excelsior Avenue is classified as an Urban Local Road providing east-west travel connecting Maple Avenue and
High Rock Avenue leading to the downtown area of Saratoga Springs and to the east Excelsior Avenue terminates
at Excelsior Park Apartments. Excelsior Avenue is a two-lane roadway with 12-foot-wide travel lanes in each
direction without paved shoulders. The posted speed limit on Excelsior Avenue is 30 mph. There are sidewalks
running along the majority of the north side of the roadway terminating approximately 1,000 feet from the
Excelsior Avenue and Marion Avenue intersection. There are sidewalks along the south side of the roadway
beginning at the Marion Avenue intersection and terminating 550 feet west of Excelsior Spring Avenue.
Excelsior Spring Avenue
Excelsior Spring Avenue is classified as an Urban Local Road providing north-south travel connecting Excelsior
Avenue and Lake Avenue (NY 29). Excelsior Spring Avenue is a two-lane roadway with 11-foot-wide travel lanes in
each direction with paved shoulders varying in width from 2 to 6 feet. The posted speed limit on Excelsior Spring
Avenue is 30 mph. There are sidewalks running along the east side of the roadway.
Veterans Way
Veterans Way is classified as an Urban Local Road providing north-south travel between Excelsior Avenue and NY
Route 50 for approximately 700 feet. Veterans Way is a two-lane roadway with 11-foot to 12-foot-wide travel
lanes without paved shoulders. The posted speed limit on Veterans Way is 30 mph. There are sidewalks running
along the west side of the roadway.
Marion Avenue
Marion Avenue is classified as a Major Collector providing north-south travel between Excelsior Avenue and NY
Route 50 for approximately 550 feet. Marion Avenue is a two-lane roadway with travel lane widths varying from
11 to 14 feet without paved shoulders. The posted speed limit on Marion Avenue is 30 mph. There are sidewalks
running along the west side of the roadway.
Intersections
Table 2 summarizes the intersections within the study area.
TABLE 2 – STUDY AREA INTERSECTIONS
Description Type
Excelsior Avenue / Excelsior Spring Avenue Unsignalized Intersection
Excelsior Avenue / Veterans Way Unsignalized Intersection
Excelsior Avenue / Marion Avenue Unsignalized Intersection
Green Springs Capital Group, LLC
182 Excelsior Avenue Apartments
August 18, 2023
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Marion Avenue / NY Route 50 Signalized Intersection
Veterans Way / NY Route 50 Signalized Intersection
Excelsior Avenue / Excelsior Spring Avenue
Excelsior Avenue / Excelsior Spring Avenue is a four-leg unsignalized intersection with stop control along the
northbound Excelsior Spring Avenue approach and the Loughberry Road South southbound approach. All
approaches to the intersection provide a single lane serving left/through/right movements. There are sidewalks
located along the north side of the intersection and there are no marked crosswalks at the intersection.
Excelsior Avenue / Veterans Way
Excelsior Avenue / Veterans Way is a four-leg unsignalized intersection with stop control along all approaches to
the intersection. All approaches to the intersection provide a single lane with left/through/right movement being
permitted. There are sidewalks at the northeast and southeast corners of the intersection with no marked
crosswalks.
Excelsior Avenue / Marion Avenue
Excelsior Avenue / Marion Avenue is a four-leg unsignalized intersection with stop control along all approaches to
the intersection. All approaches to the intersection provide a single lane with left/through/right movements being
permitted. There are sidewalks along all corners of the intersection with marked crosswalks along the eastbound,
southbound, and westbound approaches.
US Route 9 / Marion Avenue / NY Route 50
Marion Avenue / NY Route 50 is a four-leg signalized intersection. All approaches to the intersection contain three
travel lanes, a left-turn, through and a right-turn lane. On NY Route 50, the right lane is for shared through/right-
turn. There are sidewalks located at the northwest corner of the intersection as well as the southeast corner
running down Marion Avenue. There are pedestrian signals and marked crosswalks along the westbound and
southbound approaches.
Veterans Way / NY Route 50 / Gick Road
Veterans Way / NY Route 50 is a four-leg signalized intersection. The eastbound and westbound approaches to
the intersection contain three travel lanes, a left-turn, through and a shared through/right-turn lane. The
northbound and southbound approaches contain a single travel lane for shared left/through/right movements.
There are sidewalks located at the northwest and southeast corner of the intersection running down Veterans
Way. There are pedestrian signals and a marked crosswalk along the eastbound approach.
Trip Generation
Trip generation determines the quantity of traffic expected to exit and enter from the project site. To estimate
the number of trips associated with the proposed zoning, the Institute of Transportation Engineers’ (ITE) Trip
Generation Manual, 11th Edition was utilized. The number of vehicle trips generated was based on the following
ITE Land Use Code (LUC): 220 Multi-Family Housing (Low Rise). Table 3 summarizes the trip generation for the AM
and PM peak hours.
Green Springs Capital Group, LLC
182 Excelsior Avenue Apartments
August 18, 2023
Page 4 of 6
TABLE 3 – OVERALL TRIP GENERATION
Land Use Units AM Peak Hour PM Peak Hour
Enter Exit Total Enter Exit Total
LUC 220 Multifamily Housing – New Units 36 4 13 17 15 7 22
LUC 220 Multifamily Housing – New Units 6 1 1 2 2 1 3
Proposed Trips Sub-Total 42 5 14 19 17 8 25
LUC 220 Multifamily Housing – Existing Units 10 1 3 4 3 2 5
Total New Trips - 4 11 15 14 6 20
As shown in Table 3, the new development is expected to generate 15 new vehicle trips in the AM peak hour (four
(4) entering and 11 exiting) and 20 new vehicle trips in the PM peak hour (14 entering and five (6) exiting).
Trip Distribution and Assignment
Based on existing historical traffic data, potential commuter routes, and destinations for vehicular traffic, a
directional distribution was developed for the proposed sites new trips. Figure 1 in Appendix B illustrates the trip
distribution and assignment through the study area network. Outside of the site driveway, the most trips
anticipated on any single approach to an intersection is seven (7) vehicles on the westbound approach to the NY
Route 50 intersection with Veterans Way and Gick Road and the southbound approach to the intersection of
Excelsior Avenue with Veterans Way.
Proposed Pedestrian Accommodations
The proposed project will provide connectivity to the existing sidewalk and trail systems along Excelsior Avenue
and Excelsior Spring Avenue. Sidewalks will be provided internally to each of the condominium and apartment
entrances. Also, these sidewalks will connect to the existing sidewalks along both Excelsior Avenue and Excelsior
Springs Avenue. These connections will allow residents to safely access by either foot or bicycle the greenbelt trail,
the Spring Run trail or travel along Excelsior Avenue (west and east). Bike racks will be provided within the project
site to accommodate storage for the residents.
Conclusions
The proposed project for 182 Excelsior Avenue Apartments includes relocating the existing main and carriage
house onto its own parcel and redeveloping them into a total of six (6) condominiums and on a separate parcel
the construction of four (4) 3,623 square foot three-story apartments with nine (9) units in each, resulting in 42
total units. The proposed project is expected to generate 15 new vehicle trips for the AM peak hour and 20 new
vehicle trips for the PM peak hour.
A previous traffic impact study was conducted by GPI Engineering for the Excelsior Park Apartments project in
October of 2020. The study is attached in this letter in Appendix C. The traffic study was completed to analyze the
Green Springs Capital Group, LLC
182 Excelsior Avenue Apartments
August 18, 2023
Page 5 of 6
local traffic impacts caused by the new vehicle trips generated from 105 apartments, 18 townhomes, commercial
space, and a 60-room hotel. Traffic count data was taken for five intersections adjacent to the project site
including:
· Excelsior Avenue / East Avenue
· Excelsior Avenue / Marion Avenue
· Excelsior Avenue / Excelsior Spring Avenue
· Excelsior Avenue / Veterans Way
· NY Route 50 / Veterans Way
Summarized in Table 4 is a comparison between the number of new proposed trips being added to the roadway
network with the total traffic volume for each intersection collected for the 2020 GPI study.
TABLE 4 – PROPOSED TRIP PERCENTAGE COMPARISON
Intersection
AM Peak Hour PM Peak Hour
New
Trips
Intersection
volume % New
Trips
Intersection
volume %
Excelsior Avenue / Marion Avenue 5 678 0.7% 7 1,047 0.7%
Excelsior Avenue /
Excelsior Spring Avenue 13 431 3.0% 18 607 3.0%
Excelsior Avenue / Veterans Way 8 395 2.0% 11 585 1.9%
NY Route 50 / Veterans Way 8 2,189 0.3% 11 2,853 0.4%
As shown in Table 4 the highest percentage of vehicles being added into an intersection in the study area is 3.0%
for the AM peak hour and 3.0% for the PM peak hour. Traffic volumes historically fluctuate 10% from day to day
during commuter peak hours. The highest percentage of vehicles being added into any intersection is 3.0%, which
is approximately 1/3 of the daily fluctuation, and caused little to no traffic impact.
A capacity analysis was conducted as part of the Excelsior Park study for the existing conditions (2020), No-Build
(2030), and Build (2030) scenarios. See the attached study for the level of service (LOS) summaries for the study
intersections. All approaches to the five (5) study intersections are projected to operate at LOS D or better except
the westbound left-turn lane at the NY Route 50 / Veterans Way / Gick Road intersection and the eastbound
approach to the Excelsior Avenue and Marion Avenue intersection. The mitigation for these intersections was
proposed to be an extension of the left-turn lane on NY Route 50 westbound and installation of a traffic signal at
the Marion Avenue intersection. These mitigation measures proposed under the Excelsior Park Apartments
project will accommodate the new trips generated by the 182 Excelsior Avenue Apartments.
Based on the low number of trips generated from the 182 Excelsior Avenue Apartments (15 AM trips and 20 PM
trips) project, the distribution of those trips throughout the network of intersections, and a review of the capacity
analysis from the Excelsior Park Apartments project, it is concluded that the proposed development will have little
Green Springs Capital Group, LLC
182 Excelsior Avenue Apartments
August 18, 2023
Page 6 of 6
to no impact on the operating conditions at adjacent intersections.
Please reach out to Chad Schneider at cschneider@mjels.com should you have any questions.
Sincerely,
Chad W. Schneider, P.E., PTOE
Senior Traffic Engineer
Sincerely,
Chad W. Schneider, P.E., PTOE
Senior Traffic Engineer
M.J. Engineering and Land Surveying, P.C.
Trip Generation, 182 Excelsior
Saratoga Springs, Saratoga County, NY
Appendix A
Location Map
PROPOSED
SITE
KEY INTERSECTIONS
M.J. Engineering and Land Surveying, P.C.
Trip Generation, 182 Excelsior
Saratoga Springs, Saratoga County, NY
Appendix B
Trip Figures
M.J. Engineering and Land Surveying, P.C.
Trip Generation, 182 Excelsior
Saratoga Springs, Saratoga County, NY
Appendix C
Excelsior Park Apartments Report
GPI
Engineering I Design I Planning I Construction Management Traffic Impact Study
October 2020
EXCELSIOR PARK • Saratoga Springs, New York
OWNER: Witt Construction
563 N. Broadway
Saratoga Springs, NY 12866
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Wolf Road I Suite 300, Albany, NY 12205 1518.453.9431 I gpinet.com
Excelsior Park I Saratoga Springs, New York
Table of Contents
1.0 Introduction 1
2.0 Site/Description / Project Area 1
3.0 2020 Existing Conditions 2
3.1 Roadway Network 2
3.2 Data Collection/Existing Traffic Volumes 3
4.0 Proposed Traffic Conditions 5
4.1 Future No-Build Traffic Volumes 5
4.2 Site Generated Traffic 5
4.3 Trip Distribution 7
4.4 Future Build Condition Traffic Volumes 7
5.0 Operating Conditions 7
5.1 Capacity Analysis Description 7
5.2 Results of Analysis 8
6.0 Special Use Permit Requirements Revisited 12
7.0 Findings and Conclusion 16
Appendices:
A - Site Plan and Overview Map
B - Traffic Volumes Figures
C - Traffic Count Data
D - Capacity and Traffic Analysis Sheets
Traffic Impact Study GPIOctober2020
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Excelsior Park I Saratoga Springs, New York
List of Tables
Table 1 Trip Generation for Recent Developments (2018-2020) 4
Table 2 Trip Generation Summary for Additional Buildout 6
Table 3 External Trips or Additional Buildout 6
Table 4 Level of Service Criteria 8
Table 5 Level of Service Summary 8
Table 6 Excelsior Ave & Marion Ave — 2030 Build Condition Signalized LOS Summary 11
Table 7 NYS Route 50 & Veterans Way— 2020 Build w/ Improvements LOS Summary 12
Table 8 Special Use Permit Recommended Changes 15
Traffic Impact Study GPIOctober2020
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Excelsior Park I Saratoga Springs, New York
1 .0 Introduction
Excelsior Park is a multi-phased mixed-use development at the eastern end of Excelsior Avenue in
the City of Saratoga Springs, New York. This development was initiated in 2002, at which time the
City issued a Special Use Permit that governed the mitigation improvements required as the
development grew and set trip generation thresholds were triggered. As it has been 18 years since
the issuance of that permit, and actual traffic growth and patterns may have varied from the
projections since that time, Greenman-Pedersen, Inc I GPI was retained by Witt Construction to
evaluate current traffic operations, as well as future full-buildout traffic operations, to determine if
the improvement requirements of the 2002 Special Use Permit are still applicable and if any other
improvements would be necessary to address the impacts of the Excelsior Park development. This
evaluation is detailed in the following traffic impact study.
2.0 Site Description/Project Area
Development of the Excelsior Park site began in 2002 with the Phase 1 construction of a 100-room
hotel and 30 condominiums. This was followed by Phase 2 development, which was recently
completed, and included 105 apartments and 18 townhomes (four of which will also have studio
apartments. Under future phases of construction, it is planned to add up to 179 additional
residential units (townhomes, condominiums and apartments), commercial space (specialty
shopping, office space, restaurants, etc.) and a 60-room hotel. The complete buildout concept is
shown on the Proposed Master Plan shown in Appendix A.
The Excelsior Park site is located at the eastern terminus of Excelsior Avenue and generally has two
access points, both of which intersection with Excelsior Avenue east of the Veterans Way. The
project area selected to evaluate the impacts of the current and future development of the site
includes the following intersections.
Excelsior Ave and East Ave
Excelsior Ave and Marion Ave
Excelsior Ave and Excelsior Spring Ave
Excelsior Ave and Veterans Way
NYS Route 50 and Veterans Way
These intersections will be described in more detail in Section 3.1 of this report. See Site Location
Map found in Appendix A for a depiction of the project area.
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Excelsior Park I Saratoga Springs, New York
3.0 2020 Existing Conditions
3. 1 Roadway Network
The study area for this project includes two roadways; Excelsior Ave and Veterans Way, and the
five intersection listed above. A description of each is below:
Excelsior Avenue
This is a two-lane collector road (with some added turn lanes) that runs east-west through the
project area. To the west, it connects with Maple Ave and High Rock Ave leading to the
downtown area and to the east it terminates at Excelsior Park. The roadway is partially curbed and
has bike lanes between East Ave and Marion Ave, but bicycles are required to share the road
outside of that. The road generally consists of one 12-foot lane in each direction and no shoulders
there are numerous curb cuts for driveway access along this roadway. There are sidewalks running
along most of the northern side of the road, but less that half the study area length has sidewalks
on the southern side of the road. The City of Saratoga Springs is currently in the design phase of a
project that will add a multi use path along the north side of Excelsior Ave and complete the
sidewalk network on the south side. This project is scheduled for construction in 2021. The
posted speed limit on the roadway is 30 mph.
Veterans Way
This is a short (approximately 700 feet) roadway segment that connects Excelsior Ave and NYS
Route 50. It is a two-lane roadway (1-12' lane each direction) with no shoulders and a sidewalk
running along the western side of the roadway. It is posted with s 30 mph speed limit.
Excelsior Ave and East Ave Intersection
This 4-legged intersection has single lane approaches northbound and southbound along East
Ave, but left turn lanes are included for the eastbound and westbound Excelsior Ave approaches.
The intersection is controlled by a 2-phase traffic signal (east-west moves then north-south moves,
no turn phases). There are pedestrian signals and crosswalks crossing the eastern and southern
legs of the intersection
Excelsior Ave and Marion Ave Intersection
Although there is a short two-way left turn lane (TWLTL) between East Ave and this location, the
road tapers down such that no turn lanes exist at this 4-legged intersection. This is likely due to
the land south of the roadway being owned by national grid and possibly being a potential
brownfield site, which would limit the ability to widen into that area. The northern leg of this
intersection is Marion Ave, which leads to NYS Route 50. The southern leg is the driveway access
to a retail store. Traffic is controlled at this location by all-way stop signs. There is a slight offset
between the north and south approaches of this intersection. There are crosswalks crossing the
east, west and north approaches, but there are no pedestrian signals or warning signs.
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Excelsior Park I Saratoga Springs, New York
Excelsior Ave and Excelsior Spring Ave/Loughberry Rd South
This 4-legged intersection also has only single lane approaches for each direction. The
southbound approach (Loughberry Rd S) is a dead-end roadway, with very little vehicle traffic.
Both the northbound and southbound approaches are stop sign controlled. The east-west
Excelsior Ave approaches are both uncontrolled and do not have to stop at this intersection.
Although there is a sidewalk running along the north side of the roadway at this intersection. It is
disjointed crossing the roadway and no crosswalk is striped.
Excelsior Ave and Veterans Way
This intersection leads to the Excelsior Park location and all Excelsior Park traffic travels through it.
It is a 4-legged intersection with the eastern leg leading to Excelsior Park and the southern leg
providing access to the V.F.W. The northern leg is Veterans Way and leads to NY Route 50. This
location is an all-way stop controlled intersection, and although there are sidewalks approaching
on the southeast and northwest, there are no crosswalks at the intersection.
NYS Route 50 and Veterans Way/ Gick Rd
This is a busy 4-legged intersection along a major arterial (NYS Route 50), which connects
Northway (1-87) Exit 15 with downtown Saratoga Springs. The northbound Veterans Way
approach and southbound Gick Rd approach are both single lane, but the NYS Route 50
approaches have multiple lanes, with one left turn lane and two through lanes in each direction.
Traffic at the intersection is controlled by a traffic signal. Phasing for the signal includes protected
left turn movements for the NYS Route 50 approaches and a protected left turn movement on the
southbound approach that activates if needed at the end of the northbound-southbound through
phase with permissive left turns. This intersection is under the jurisdiction of the NY State
Department of Transportation.
3.2 Data Collection/Existing Traffic Volumes
Traffic count data for this study was compiled from counts taken previously for other projects. At
the NYS Route 50 and Veterans Way intersection, the traffic counts were from 2015, collected for a
preceding supplemental traffic analysis performed for the Excelsior Park development. Counts for
the other locations were collected in 2018 as part of the Saratoga Greenbelt Downtown Connector
project. These counts were taken during the periods of 7:00-9:00 AM and 3:00-6:00 PM to capture
the weekday commuter peak hours, which are the hours of most congestion and are the primary
concern to determining improvement necessary to mitigate development. If traffic can be
accommodated during these hours, they should be accommodated for all hours of a typical
weekday. See Appendix C for the traffic count worksheets.
To develop the 2020 existing traffic volumes from this data, a background growth rate was
determined then applied to the traffic volume data, then trip generation estimates for
developments constructed within the corridor between 2018 and 2020 were added to the network.
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To determine the background growth rate, historic traffic volume data along US Route 9 in the
downtown area was examined. Based on the data, background traffic growth resulting from
overall regional development is generally about 1% per year in this area. This was determined as
part of the traffic analysis for the Greenbelt Downtown Connector project, and to be consistent,
will be carried through for this study as well. A worksheet showing how the 1% growth was
derived as part of the Greenbelt project is included in Appendix C for reference purposes.
After applying the background growth to the network, a review of development occurring in the
corridor since 2018 was conducted. It was determined that the following developments have been
constructed and have added new trips to the roadway over the last two years:
The Hamlet Phase 2 (77 Excelsior); 90 units/1,440 sf commercial
Excelsior Park Phase 2 (1 of 3 buildings); 35 units (previous two Phase 2 buildings were
constructed before counts were taken, this one is currently occupied, but was not at the
time of the counts)
Excelsior Park Phase 2A; 18 townhouses/4 studio apartments (not occupied yet but close)
9 Mile East Restaurant/Golf School (former Starks Garage); 3,285 sf restaurant/3,285 sf golf
instruction facility
Winery/tasting room (old Fed Ex)
Using data from ITE's Trip Generation Manual, 10th Edition, vehicle trips generated by these five
developments were estimated and assigned to the project intersections. Table 1 below shows the
trip generation estimates that were added to the roadway.
TABLE 1
TRIP GENERATION FOR RECENT DEVELOPMENT (2018-2020)
AM Peak Hour PM Peak Hour
ITE
Development LUC* Enter Exit Total Enter Exit Total
The Hamlet Phase 2 221 &820 10 23 33 27 19 46
Excelsior Park Phase 2
221 7 22 29 23 15 38
and Phase 2A
9 Mile East
930 &432 6 2 8 26 24 50
Restaurant/Golf School
Winery/tasting room 925 4 1 5 18 10 28
LUC=Land Use Code(221=Mid-rise Multi-family Housing;820=Shopping Center;925=Drinking
Place;930= Fast Casual Restaurant;432=Golf Driving Range)
Note:Golf school is open 9am-5pm and will likely have very little peak hour traffic,but to be
conservative the trips for a 3-bay driving range was included in the trip generation estimate.
Distributing these trips to the project network, along with the background growth to account for
other miscellaneous area developments, and the 2020 Existing Condition Peak Hour Traffic
Volumes as shown on Figures 1 & 2 in Appendix B were developed.
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Excelsior Park I Saratoga Springs, New York
4.0 Proposed Traffic Conditions
4. 1 Future No-Build Traffic Volumes
To determine the impacts of fully building out the Excelsior Park development, future traffic
volumes without the development must first be analyzed to set a baseline. As the Excelsior Park
project is projected to be fully complete within 10 years, 2030 was selected as the future design
years for comparison purposes and 2030 No-build traffic volumes were developed. To do this, a
1% annual growth rate (as previously discussed) over 10 years was applied to the 2020 traffic
volumes (a 10% increase). In addition, 28 AM peak hour trips and 40 PM peak hour trips were
added to the network to account for the planned Workforce project at the old brewery site, which
will likely add 76 apartments & 1,600 sf commercial space to the area. The 2030 No-build
Condition Peak Hour Traffic Volumes are shown on Figures 3 & 4 in Appendix B.
4.2 Site Generated Traffic
To estimate the number of peak hour vehicle trips that the proposed development is expected to
generate, data contained in the Trip Generation Manual, 10th Edition, published by the Institute of
Transportation Engineers (ITE) was used. This publication contains data from various case studies
on many different types of land uses. For the purposes of this study, three different Land Use
Codes (LUC) were considered to estimate the number of trips for the proposed site; LUC 220 —
Multifamily Housing (Low Rise), LUC 310 — Hotel and LUC 820 — Shopping Center. The commercial
development on-site will be a mixture of retail and office uses, but since the exact mix is not
known at the time, a conservative approach was taken and the shopping center land use, which
has the higher trip generation rate was used for all commercial space. It should also be noted that
although full buildout could add as many as 179 residential units, some of the proposed building
space is flexible and could be converted to either residential or commercial in the final build
configuration. The traffic study will review trip generation for the highest possible trip generation
scenario which max's out the on-site commercial space at 37,600 Square Feet (SF) and reduces the
number of residential units to 155. This is the most conservative approach, as the shopping center
land use generates much more traffic per square foot of building space than does residential.
To summarize, this study assumes full buildout of the Excelsior Park site will add the following land
use mix to the current site:
155 Low-Rise Residential Units (townhomes and apartments)
37,600 SF of Commercial Space (mixture of office and retail, but all retail is assumed for
analysis)
60-Room Hotel (with typical amenities such as spa, restaurant, community space and
meeting rooms)
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Excelsior Park I Saratoga Springs, New York
Table 2
Trip Generation Summary for Additional Buildout
AM Peak Hour PM Peak Hour
Land Use Size Enter Exit Total Enter Exit Total
LUC 220— Low Rise Multifamily Housing 155 Units 17 55 72 55 32 87
LUC 820— Shopping Center 37.6 kSF 22 13 35 69 74 143
LUC 330 - Hotel 60 Rooms 17 11 28 18 18 36
It should be noted that Table 2 represents the Gross number of trips before any adjustments are
made to account for trips that remain internal to the site. As discussed in ITE's Trip Generation
Handbook, development with multiple land uses will tend to capture some trips internal to a site,
where one user may visit 2 or more of the on-site land uses, or where a trip would both start and
finish within the site (i.e. someone living within Excelsior Park traveling to an on-site store or
restaurant). The handbook defines a procedure to estimate the number of trips internally
captured based on the land uses and their sizes on site. Using these procedures, internal capture
rates can be calculated for various development scenarios. Worksheets showing the internal
capture rate calculations for the future development on Excelsior Park are included in Appendix B.
As these worksheets show, there is the potential for 3% of the AM peak hour trips and 23% of the
PM peak hour trips to remain internal to the site. Given that this calculation doesn't include any of
the existing on-site development, these percentages could be even higher for the overall site, but
to be conservative, they were actually reduced to 0% internal capture in the AM peak hour and
15% internal capture in the PM peak hour for the analysis. The number of internal capture trips
and the resulting number of external trips (trips projected onto the roadway network) are shown in
Table 3.
TABLE 3
EXTERNAL TRIPS FOR ADDITIONAL BUILDOUT
AM Peak Hour PM Peak Hour
Land Use Enter Exit Total Enter Exit Total
Gross Trip Generation (from Table 2) 56 79 135 142 124 266
Internal Capture Trips (0%AM / 15% PM) 0 0 0 -21 -19 -40
Total External Trips 56 79 135 121 105 226
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4.3 Trip Distribution
Based on existing traffic patterns, potential commuter routes and likely origins & destinations, a
directional distribution was developed for new site trips. This distribution assumes half of the site
traffic will travel to and from the Northway (1-87) Exit 15 area via NYS Route 50 and the remaining
traffic would disperse fairly evenly throughout the Excelsior Avenue corridor. Below is a summary
of the assumed percentages. They are graphically represented on Figure 5 in Appendix B.
50% to/from Northway Exit 15 area via NYS Route 50
5% to/from the west via NYS Route 50
20% to/from the west via Excelsior Avenue
10% to/from the south via East Avenue
5% to/from the north/west via East Avenue
5% to/from the north/west via Marion Avenue
5% to/from the south via Excelsior Spring Avenue
These percentages were applied to the additional trips generated by the future buildout of the
Excelsior Park site to assign new site traffic to the road network. Figure 6 in Appendix A details
these trip assignments.
4.4 Future Build Condition Traffic Volumes
The 2030 No-build traffic volumes were combined with the estimated site generated traffic to
develop the 2030 Future Build Condition Traffic Volumes for the AM and PM peak hours. These
volumes are shown on Figures 7 & 8 in Appendix B for the AM and PM peak hours respectively.
5.0 Operating Conditions
5. 1 Capacity Analysis Description
The operating conditions of transportation facilities are evaluated based on the relationship of
existing or projected traffic volumes to the theoretical capacity of the highway facility. Various
factors affect capacity including traffic volume, travel speed, roadway geometry, grade, number
and width of travel lanes and intersection control. The current standards for evaluating capacity
and operating conditions are contained in the Highway Capacity Manual, 6th edition (HCM 6),
published by the Transportation Research Board. The procedures describe operating conditions in
terms of Level of Service (LOS). In general, "A" represents the best operating condition and "F"
represents the worst. LOS C or better is generally desirable, but LOS D is typically acceptable
during peak periods, and in some circumstanced LOS E could be acceptable at unsignalized
intersection when the volume is below capacity.
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Table 4 below presents the LOS criteria for both signalized and unsignalized intersections.
TABLE 4
LEVEL OF SERVICE CRITERIA
LOS
Signalized Intersection Unsignalized Intersection
Delay Per Vehicle(sec.)Delay Per Vehicle(sec.)
A 10.0 10.0
B 10.0 and < 20.0 10.0 and < 15.0
C 20.0 and < 35.0 15.0 and <25.0
D 35.0 and < 55.0 25.0 and < 35.0
E 55.0 and <80.0 35.0 and < 50.0
F 80.0 50.0
5.2 Results of Analysis
To determine the impact of the proposed project on the operations of the adjacent transportation
system, traffic operations were analyzed for the weekday AM and PM peak hours under 2020
existing conditions and 2030 future No-build and build conditions. The results of these analyses
are summarized in Table 5 and computation worksheets for each of the analyses are provided in
Appendix D. Traffic operations at each intersection are discussed after the summary table.
TABLE 5
LEVEL OF SERVICE SUMMARY
AM Peak Hour PM Peak Hour
2020 2030 2030 2020 2030 2030
Intersection Approach Existing No-Build Build Existing No-Build Build
Eastbound B(11.2) B(11.5) B(11.7) B(14.2) B(15.3) B(16.0)
Westbound B(12.1) B(12.7) B(13.1) B(13.4) B(14.8) B(16.1)
Excelsior Ave & East Ave.
Traffic Signal)
Northbound B(14.0) B(14.7) B(14.8) A (9.6) B(10.5) B(10.4)
Southbound B(11.0) B(11.3) B(11.5) B(13.5) B(13.9) B(14.2)
Overall B(12.2) B(12.8) B(13.0) B(13.0) B(14.1) B(14.8)
Eastbound B(12.3) B(14.4) C(15.8) D(30.7) F (59.4) F (91.1)
Westbound B(10.4) B(11.6) B(12.8) B(12.1) B(14.1) C(16.6)
Excelsior Ave & Marion Ave
All-way Stop Control)
Northbound A (9.8) B(10.3) B(10.5) B(10.4) B(11.2) B(11.8)
Southbound B(10.9) B(12.1) B(12.7) B(13.2) C(15.6) C(17.0)
Overall B(11.3) B(12.8) B(13.9) C(21.6) E(36.9) F(53.5)
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TABLE 5
LEVEL OF SERVICE SUMMARY (CONTINUED)
AM Peak Hour PM Peak Hour
2020 2030 2030 2020 2030 2030
Intersection Approach Existing No-Build Build Existing No-Build Build
Westbound Left A (7.6) A (7.7) A (7.8) A (8.0) A (8.1) A (8.3)
Excelsior Ave & Excelsior
Northbound B(11.9) B(12.7) B(13.6) B(12.9) B(14.1) C(15.7)
Spring Ave/ Loughberry Rd S.
Two-way Stop Control)*
Southbound B(10.9) B(11.4) B(12.1) A (9.2) A (9.4) A (9.6)
Overall A (3.5) A (3.6) A (3.5) A (2.2) A (2.3) A (2.3)
Eastbound A (9.3) A (9.9) B(10.9) B(11.3) B(12.6) C(17.4)
Westbound A (7.7) A (7.9) A (9.0) A (8.3) A(8.6) B(10.7)
Excelsior Ave &Veterans Way
All-way Stop Control)
Northbound A (7.9) A (8.1) A (8.6) A (8.4) A(8.6) A (9.5)
Southbound A (8.9) A (9.3) B(10.8) A (9.4) B(10.2) B(13.8)
Overall A (8.9) A (9.3) B(10.4) B(10.2) B(11.2) B(14.7)
Eastbound C(31.2) D(36.5) D(38.4) C(34.6) D(43.7) D(47.9)
Westbound C(30.0) D(37.0) D(39.6) C(28.1) D(37.9)
NYS Route 50&Veterans Way
Traffic Signal)
Northbound A (6.4) A(6.7) A (8.2) C(24.5) C(27.1) C(29.0)
Southbound D(40.5) D(50.6) E(55.3) D(39.7) D(45.4) D(46.4)
Overall C(30.2) D(36.5) D(38.6) C(31.2) D(39.6) D(49.1)
Uncontroller intersection movements not included in table,as HCM methodologies assume zero delay for these movements.
Red Text indicated that the volume for one or more movements on an approach exceed capacity.
Excelsior Ave and East Ave Intersection
This intersection is currently signalized and in 2020 operates at LOS B in both the AM and PM
peak hours. This level of service continues through 2030, under both the Build and No-Build
conditions. No improvements will be required at this intersection to accommodate future traffic
from the Excelsior Park site.
Excelsior Ave and Marion Ave Intersection
This all-way stop intersection currently operates at an overall level of service of LOS B in the AM
peak hour and LOS C in the PM peak hour. Generally, there are no significant capacity issues at
this location under 2020 existing conditions, but the eastbound Excelsior Ave approach does see
some congestion in the PM peak hour with the traffic volume being about 85% of capacity
V/C=0.85) and maximum queues of more than 225 feet. Under 2030 future conditions, the AM
peak hour level of service remain LOS B, but the PM peak hour traffic operations for the
eastbound approach hit capacity in the No-Build condition and exceed capacity in the Build
condition. In both cases the approach operates at LOS F.
Because of the need for future improvements at this location to improve capacity, traffic signal
warranting conditions were reviewed. This warrant analysis was based on criteria detailed in
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Chapter 4 of the Manual on Uniform Traffic Control Devices (MUTCD, 2009 Edition) and the
warrants considered at this location were as follows:
Warrant 1 — 8-Hour Vehicular Volume
Warrant 2 — 4-Hour Vehicular Volume
Warrant 3 — Peak Hour Volume
There are six additional warranting conditions that could justify a traffic signalization at a particular
location. These warrants cover conditions from high pedestrian traffic and school zones, to safety
and traffic flow needs, but none of these conditions generally apply at this intersection, so they
were considered not applicable. Results of the analysis is summarized below and detailed in
worksheets that can be found in Appendix D.
Warrant 1 — 8-hour Vehicular Traffic: This warrant is the strongest justification for
signalization when satisfied. In the 2020 existing condition for the Marion Ave intersection,
criteria is met for only 4 hours of the day, and in the 2030 No-build condition criteria is met
for 6 hours of the day, neither of which satisfy this warrant. However, under 2030 Build
conditions, the criteria is met for 10 hours of the day and the Warrant is satisfied. In doing
a sensitivity analysis, it appears that generation of approximately 75 new peak hour trips
within the corridor, on top of general background growth, would likely be sufficient to
trigger this warrant.
Warrant 2 — 4-hour Vehicular Traffic: This warrant is also a strong indicator that a signal is
justified when it is satisfied. Based on the analysis, this warrant is not satisfied in the 2020
existing condition, with criteria only being met for 3 hours of a typical day. However, the
criteria is met for 5 hours of the day in both the 2030 future No-build and Build conditions,
indicating these conditions will warrant a signal. Conducting a sensitivity review for the
analysis, it appears that only about a 5% increase in traffic, over existing conditions would
trigger this warrant. This suggests that Warrant 2 will likely be satisfied within 5 years, with
or without future development of the Excelsior Park site.
Warrant 3 — Peak Hour Traffic: Satisfaction of this warrant along is not as strong a signal
justification as the others, as alternative actions could be taken in a single hour to mitigate
congestion. However, when satisfied in conjunction with Warrants 1 or 2, it adds a strong
confirmation that a signal is justified. At the Marion Ave intersection, the 202 existing
conditions does not satisfy this warrant, but both 2030 conditions, No-build and Build, do.
In the No-build condition, a single hour of the day does minimally meet warranting criteria,
for the Build condition, there is still only one hour of the day that meets criteria, but to a
more significant level than in the No-build condition.
Overall, a signal at this location is not currently warranted, but it is near the threshold of needing a
signal. Any new development resulting in 75 or more additional peak hour trips within the
corridor would likely trigger this warrant and justify the installation of a signal at this location.
Additionally, development of any size after the year 2025 would also trigger this improvement, as
background growth is generally about 1% per year within the corridor and a 5% increase in traffic
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will likely cause this warrant to be satisfied. With a traffic signal in place, the overall intersection
level of service will be LOS B in the PM peak hour and no approach will operate worse than LOS C.
See Table 6 for a summary of 2030 Build condition operations at this location with a traffic signal
in place.
TABLE 6
EXCELSIOR AVE AND MARION AVE
2030 BUILD CONDITION SIGNALIZED LOS SUMMARY
Intersection Approach AM Peak PM Peak
Eastbound A (8.6) B(16.4)
Westbound A (5.4) A (5.5)
Excelsior Ave &Marion Ave
Traffic Signal)
Northbound B(16.8) B(17.1)
Southbound A (9.5) C(22.7)
Overall A (7.9) B(15.3)
Excelsior Ave and Excelsior Spring Ave/Loughberry Rd South
Turning traffic at this location is fairly light and new development at the Excelsior Park will likely
not contribute any significant turn traffic in the future. This intersection currently operates at LOS
A during both the AM and PM peak hours and that will continue through the 2030 No-build and
Build conditions. No improvements will be required at this intersection to accommodate future
traffic from the Excelsior Park site.
Excelsior Ave and Veterans Way
This intersection currently operates at LOS A in the AM peak hour and LOS B in the PM peak hour
with the all-way stop control in place. It operates at the same level of service in the 2030 No-build
condition and only slightly worse, with an LOS B for both the AM and PM peak hours, in the 2030
Build condition. Under all conditions, queues are also not an issue. Even in the future Build
conditions, the eastbound queue is not expected to exceed 120 feet long and the southbound
queue is not expected to exceed 75 feet long with the existing single lane per approach
configuration. No improvements will be required at this intersection to accommodate future traffic
from the Excelsior Park site.
NYS Route 50 and Veterans Way/ Gick Rd
Although overall existing traffic operations appear acceptable at this intersection, at LOS C in both
peak hours, the westbound left turn movement experiences a poor level of service (LOS E) and has
approximately a 250 feet maximum queue length that extends outside the 100 foot long turn lane
in the peak hours, causing times when the turn queue blocks the leftmost through movement
travel lane, which is a safety concern. This condition gets worse in the future, with the westbound
left turn level of service falling to LOS F in both the 2030 No-build and Build PM peak hours. In
the Build condition PM peak hour the westbound left turn movement will operate overcapacity,
which will result in the left turn queue extending back 470 feet or more.
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To eliminate this safety concern and improve capacity and operations, analysis was run with
optimized signal timings, the addition of a northbound right turn lane and the extension of the
westbound left turn lane out to 325 feet. The results of that analysis showed that these
improvements would yield an overall LOS C during both the AM and PM peak hours of the 2030
build condition and would eliminate any failing or overcapacity movements. Additionally, it would
result in westbound left turn queue staying within 325 feet long and would reduce the northbound
queue as well. See Table 7 for a summary of 2030 Build condition operations at this location with
the discussed improvements in place.
TABLE 7
NYS ROUTE 50 AND VETERANS WAY/GICK RD
2030 BUILD CONDITION WITH IMPROVEMENTS LOS SUMMARY
Intersection Approach AM Peak PM Peak
Eastbound C(30.9) D(37.9)
Westbound C(27.8) C(26.9)
NYS Route 50&Veterans Way
Traffic Signal)
Northbound A (7.6) B(14.5)
Southbound D(49.4) D(47.3)
Overall C(30.1) C(31.1)
The analysis indicates that an extension of the westbound left turn lane out to 250 feet is already
warranted under existing conditions and this will need to be extended even further to 325 feet in
the future to accommodate the additional traffic generated Excelsior Park as represented in the
2030 Build condition traffic volumes. In addition, a 100-foot long northbound right turn lane
would reduce the potential for overcapacity conditions and improve overall level of service.
6.0 Special Use Permit Requirements Revisited
When the Excelsior Park development was originally approved for construction by the City, back in
2002, a special use permit was put in place to govern phased improvements that should be made
in response to on-site development. Over the years, some of these improvements have been
made, others have been waived to date, and others are due to be made. However, 18 years have
passed since issuance of that permit, much longer than anticipated for full-build out, and
background traffic growth due to other corridor developments is having a more significant impact
on road capacity than when this project was initiated. Because of this, a review of the special use
permit requirements was performed and recommendations for adjusting these requirements,
based on Excelsior Park's fair and equitable share of capacity impact, are made below.
1. Installation of a Traffic Signal at Excelsior Ave and East Ave — This improvement has
been made and is no longer applicable, as the analysis shows traffic operations at this
intersection will be acceptable under the 2030 Build Conditions, so no further
improvements are needed at this location..
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2. Extend westbound left turn lane from 100' to 200' at the NYS Route 50 and Veterans
Way/Gick Rd intersection — The need for this improvement was triggered by site volumes
already, but this requirement is currently waived by the planning board for Phase 2
development. Extension of the left turn lane to 250'is warranted by current traffic
conditions. Additionally, the length should be extended to 325 feet to accommodate
future traffic, opposed to the 200 feet listed in the original special use permit for
Excelsior Park. As the original special use permit required an extension of 100 feet for
the Excelsior Park development's contribution to traffic and 225 feet of additional
length is required, it is recommended that Excelsior Park contribute 45% to this
improvement, with the remainder of the cost being the responsibility of the City and
funds collected from other area developments.
3. Construct northbound right turn lane on Veterans way at the NYS Route 50
intersection — The special use permit volume threshold for this improvement has not yet
been reached, but will be triggered with any new development on-site. The analysis shows
that this lane is needed to add intersection capacity to accommodate the 2030 Build
condition traffic volumes, but is not yet necessary to for existing capacity needs. The build
condition volumes show that Excelsior Park is not expected to contribute more than 35% of
the AM peak hour traffic in this lane or more than 25% of the PM peak hour traffic in this
lane. This improvement should be made in conjunction with the westbound left turn
lane extension discussed in item 2 above, initiated with any new development within
the Excelsior Avenue corridor. Since Excelsior Park contributes less than 35% of the
daily traffic using this lane, it would be more than reasonable to allocate 45% of the
construction cost for this improvement to the Excelsior Park site, the same share as
recommended for the westbound left turn lane improvement at this intersection.
4. Traffic calming measures at the Excelsior Spring Ave and Victoria Ln/Audrey Ln
intersection — Stop signs have already been installed at this location. However, the special
use permit also specified the needs to narrow the lanes through the use of curbing (some
installed but not all), stripe a crosswalk across Excelsior Springs Ave, and install a concrete
pad in one quadrant of the intersection for use by children as a bus stop. These
improvements were to be triggered at 200 new peak hour site trips. Current Phase 1 and 2
development generates about 150 trips. Given the low number of site trips traveling, or
expected to travel, this roadway (no more than 11 peak hour trips added to this roadway in
the 2030 build condition), Excelsior Park site traffic does not pose any additional safety
issue for this intersection, but as these safety improvements were committed to under the
original application, it is expected they should be made. Given the trips generated by Phase
1 & 2 of the site already. These improvements should be made when an additional 50
new site trips are projected to be generated.
5. Installation of a traffic signal at Excelsior Ave and Marion Ave — Originally scheduled to
be triggered at 250 peak hour site generated trips, this improvement would not be
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theoretically triggered until another 100 site trips are added. However, background traffic
growth and the amount of time it has been since the approval of the application has
brought traffic operations at this intersection closer to threshold conditions than originally
projected for the current level of site development. Signal warranting conditions will most
likely be met within the next 5 years, with or without additional Excelsior Park development
because of traffic growth from other developments in the area. Any development within
the corridor resulting in 75 new peak hour trips, or development of any size after the
year 2025 would result in the need for a traffic signal at this location. Reviewing
background growth at this intersection, there were 880 entering vehicles in the 2002 PM
peak hour, 1,046 entering vehicles in the 2020 PM peak hour and an estimated 1,270
vehicles in the 2030 PM peak hour. That is a traffic increase of 390 vehicles. Of that, it is
estimated that the Excelsior Park site is currently generating about 70 of those trips and is
expected to add 85 more trips in full buildout. Based on this, 40% of the traffic growth at
this intersection since 2002 can be attributed to the Excelsior Park site. It is recommended
that Excelsior Park contribute 40% of the signal construction cost as this intersection
when the City deems a signal is warranted as a result of corridor development.
6. Follow-up traffic analysis, which may trigger modification to the mitigation
requirements — Although not scheduled until another 100 peak hour trips are generated
by the site, this traffic study is being performed now because of the 18 year length of time
since the original approval. The results are as discussed throughout this report. No further
study should be required unless development is not completed by 2030.
7. Widen Veterans Way at Excelsior Ave to provide a southbound right turn lane — This
improvement was to be triggered at the generation of 300 peak hour site trips (150 higher
than existing). However, Analysis of the currently projected traffic conditions at the
intersection, with the all-way stop control, show the southbound approach operating at
LOS B with a queue no longer that 75 feet. Constructing the southbound right turn lane
would provide minimal benefits and would conflict with the planned downtown connector
multi-use path currently being planned by the City. The analysis shows that this
improvement is not necessary, and it is recommended that it not be constructed.
8. In Phase 2, construct a paved pedestrian/bike path from site to Spring Run Trail — This
improvement has been made and is no longer applicable.
A summary of the special use permit original requirements and recommended changes is shown
in Table 8.
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TABLE 8
SPECIAL USE PERMIT RECOMMENDED CHANGES
Recommended
Old Trigger Trigger
Improvement Threshold Threshold Current Status or Recommendation
Installation of traffic signal at the Improvement Complete (No Further
Excelsior Ave and East Ave intersection
100 n/a
Action Required).
Change length requirement to 325'to
Any New
Extend westbound left turn lane from 100'to accommodate 2030 Build Traffic
Corridor
200'at the Route 50&Gick Rd/Veterans Way 100 Volumes. Excelsior Park should pay 45%
Development
intersection of construction costs for their fair and
After 2020
equitable share.
Any New Needed to provide enough capacity for
Construct northbound right turn lane on Corridor 2030 Build Traffic Volumes. Excelsior
Veterans Way at its intersection with Route 50
150
Development Park should pay 45%of construction costs
After 2020 for their fair and equitable share.
Still required is more curbing to narrow
Traffic calming measures at the Excelsior
roadway, crosswalk striping and
Springs Ave and Victoria Ln/Audrey Ln 200 50*
installation of Concrete bus pad.
intersection
Concrete pad not yet installed.
Excelsior Park should pay 40%of traffic
75* (or any
Installation of a traffic signal at the signal construction costs for their fair and
250 development
Excelsior Ave and Marion Ave intersection equitable share, once a signal is
after 2025)
warranted at this location.
the year 2030,
Follow-up traffic analysis,which may trigger if development
250 See Information in the Report.
modification to the mitigation requirements not yet
complete
The analysis shows the intersection
Widen Veterans Way at ExcelisiorAve to operating very well with all-way stop
provide a southbound right turn only lane
300 n/a
operations in the future. Lane is not
required for acceptable operations.
In Phase II, construct paved ped./bike path Improvement Complete (No Further
from projects main Street to Spring Run Trail
0 n/a
Action Required).
Recommended threshold with regards to new trips generated by Excelsior Park after 2020.
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7.0 Findings and Conclusion
This traffic study examined the existing traffic operations along Excelsior Avenue and at five
project intersection in relation to the current and projected trip generation for the Excelsior Park
Mixed Use Development in the City of Saratoga Springs, New York. Findings and
recommendations resulting from the analysis in this report include the following:
1. 2020 Traffic volumes were developed from 2018 counts collected as part of the Saratoga
Greenbelt Downtown Connector project, using a background growth rate of 1% annually
and trip generation estimates from several new developments that opened in the corridor
since that time.
2. It is estimated that the remaining development to fully build out the Excelsior Park site will
generate 135 external trips (56 entering/79 exiting) in the AM peak hour and 226 external
trips (121 entering/105 exiting) in the PM peak hour.
3. Based on the analysis, all intersection will operate acceptably under the 2030 Build
Conditions, except for the following:
a. NYS Route 50 and Veterans Way/Gick Rd — This intersection, will have an acceptable
level of service for the intersection as a whole, but the westbound left turn
movement routinely extends past its 100 foot turn bay length in the existing
condition and this will occur more frequently and with longer queues in the future.
This poses a safety concern with left turn vehicles stopped in the through
movement lane. Additionally, LOS for this movement is LOS F under both the 2030
Future No-build and Build Condition. This can be alleviated with the following
improvements:
i. Extend the westbound left turn lane from 100 feet to 325 feet of storage
length.
ii. Construct a northbound right turn lane, 100 feet in length.
iii. Optimize signal timings for the new lane geometry
b. Excelsior Ave and Marion Ave — This intersection is 4-way stop controlled that
operated adequately in the existing condition, but future traffic, even without
development, will cause level of service failures and congestion for the eastbound
approach by the year 2025. A traffic signal is not currently warranted at this
location, but is within 5% of the threshold that would satisfy such warrants. It is
recommended that a signal be installed at this location to accommodate 2030 Build
Condition Traffic Volumes.
4. The special use permit issued for Excelsior Park in 2002 was reviewed and based on the
analysis modifications to the permit requirements are recommended. These modifications
are discussed in detail in Section 6 of this report and include the following:
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a. Extend the westbound left turn lane to 325 feet and construct a 100-foot
northbound right turn lane at the NYS Route 50 & Veterans Way/Gick Rd
intersection if any new development (after 2020) occurs within the Excelsior Avenue
corridor. Excelsior Park should be responsible for 45% of the construction costs for
this improvement as their fair and equitable share.
b. Install a traffic signal at the Excelsior Ave and Marion Ave intersection if 75 peak
hour trips are generated at the Excelsior Park site before 2025, or if any trips are
generated after 2025. Excelsior Park should be responsible for 40% of the
construction costs for this improvement as their fair and equitable share.
c. Install the remaining traffic calming measures at the Excelsior Spring Ave & Victoria
Ln/Audrey Ln intersection once 50 additional peak hour site trips are generated by
the Excelsior Park site.
d. Do not construct a new southbound right turn lane at Excelsior Ave & Veterans
Way. Given the all-way stop control and the projected traffic, it is not needed for
capacity purposes.
With the recommended improvements and modifications to the special use permit. The Excelsior
Park site full buildout traffic can be accommodated by the adjacent roadway system without little
to no change in level of service or safety.
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Excelsior Park I Saratoga Springs, New York
APPENDIX A
Site Plan and Overview Map
Traffic Impact Study GPIOctober2020
GPI#ALB-2020106.00
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EXCELSIOR PARK PRESERVE
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KEY:
CONSULTING ENGINEERS EXCELSIOR PARK
0 STUDY AREA INTERSECTION GPI CITY OF SARATOGA SPRINGS
80 Wolf
COUNTY, NEW YORK
d
Suite 300 JOB NO.
A1bany,NY 12205 2020106.00
Excelsior Park I Saratoga Springs, New York
APPENDIX B
Traffic Volume Figures
Traffic Impact Study GPIOctober2020
GPI#ALB-2020106.00
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CONSULTING ENGINEERS EXCELSIOR PARK
GPI CITY OF SARATOGA SPRINGS 2020
80 Wolf
COUNTY, NEW YORK
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Site 300 JOB NO.
Alban.NY 12205 2020106.00
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CONSULTING ENGINEERS EXCELSIOR PARK
GPI CITY OF SARATOGA SPRINGS 2020
80 Wolf
COUNTY, NEW YORK
d
Suite 300 JOB NO.
Albany,NY 12205 2020106.00
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CONSULTING ENGINEERS EXCELSIOR PARK
GPI CITY OF SARATOGA SPRINGS 20`
80 Wolf Road
SARATOGA COUNTY, NEW YORK AM PES
Suite 300 JOB NO.
Albany,NY 12205 2020106.00
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CONSULTING ENGINEERS EXCELSIOR PARK
GPI CITY OF SARATOGA SPRINGS 20`
80 Wolf Road
SARATOGA COUNTY, NEW YORK PM PES
Suite 300 JOB NO.
Albany,NY 12205 2020106.00
NY ROUTE 50
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KEY: Greenman-Pedersen T
CONSULTING ENGINEERS EXCELSIOR PARK
1- OUTBOUND TRIP PERCENTAGE
GPI CITY OF SARATOGA SPRINGS DIRT
INBOUND TRIP PERCENTAGE GPI SARATOGA COUNTY, NEW YORK
80 Wolf Road
Suite 300 JOB NO.
Albany,NY 12205 2020106.00
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KEY: Greenman-Pedersen
CONSULTING ENGINEERS EXCELSIOR PARK
XXX(XXX)=AM(PM)NEW SITE TRIPS GPT CITY OF SARATOGA SPRINGS
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l SARATOGA COUNTY, NEW YORK
8Suite 300 JOB NO.
Albany,NY 12205 2020106.00
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Greenman-Pedersen T
CONSULTING ENGINEERS EXCELSIOR PARK
GPI CITY OF SARATOGA SPRINGS 2
80 Wolf Road
SARATOGA COUNTY, NEW YORK AM PES
Suite 300 JOB NO.
Albany,NY 12205 2020106.00
N
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Greenman-Pedersen T
CONSULTING ENGINEERS EXCELSIOR PARK
GPI CITY OF SARATOGA SPRINGS 2
80 Wolf Road
SARATOGA COUNTY, NEW YORK PM PE
Suite 300 JOB NO.
Albany,NY 12205 2020106.00
Excelsior Park I Saratoga Springs, New York
APPENDIX C
Traffic Count Data
Traffic Impact Study GPIOctober2020
GPI#ALB-2020106.00
Greenman-Pedersen, Inc.
80 Wolf Road, Suite 300
Albany, NY 12205
518.453.9431
Saratoga Greenbelt DC File Name : Excelsior Ave + East Ave - AM Peak 0700-0900 - 03.20.18
Saratoga Springs, NY 12866 Site Code :
Project No. 2017166.00 Start Date : 3/20/2018
Page No : 1
Groups Printed-Cars-Trucks
East Ave Excelsior Ave East Ave Excelsior Ave
From North From East From South From West
Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int.Total
07:00 AM 6 13 2 1 2 33 13 0 16 7 3 0 4 16 6 0 122
07:15 AM 8 10 4 0 2 38 12 0 28 15 3 0 2 20 3 0 145
07:30 AM 4 19 0 0 2 49 23 0 29 15 4 0 1 36 7 0 189
07:45 AM 11 11 3 0 7 66 32 0 25 27 4 0 1 39 9 0 235
Total 29 53 9 1 13 186 80 0 98 64 14 0 8 111 25 0 691
08:00 AM 3 9 4 0 4 43 15 0 17 29 9 0 3 36 8 0 180
08:15 AM 5 15 5 0 5 44 24 0 23 26 1 0 1 34 11 0 194
08:30 AM 9 14 2 0 4 46 16 0 26 32 1 0 3 33 5 0 191
08:45 AM 14 17 7 0 4 67 26 0 21 26 4 0 1 29 3 0 219
Total 31 55 18 0 17 200 81 0 87 113 15 0 8 132 27 0 784
Grand Total 60 108 27 1 30 386 161 0 185 177 29 0 16 243 52 0 1475
Apprch% 30.6 55.1 13.8 0.5 5.2 66.9 27.9 0 47.3 45.3 7.4 0 5.1 78.1 16.7 0
Total% 4.1 7.3 1.8 0.1 2 26.2 10.9 0 12.5 12 2 0 1.1 16.5 3.5 0
Cars 60 104 26 1 28 379 149 0 176 176 29 0 14 235 52 0 1429
Cars 100 96.3 96.3 100 93.3 98.2 92.5 0 95.1 99.4 100 0 87.5 96.7 100 0 96.9
Trucks 0 4 1 0 2 7 12 0 9 1 0 0 2 8 0 0 46
Trucks 0 3.7 3.7 0 6.7 1.8 7.5 0 4.9 0.6 0 0 12.5 3.3 0 0 3.1
East Ave Excelsior Ave East Ave Excelsior Ave
From North From East From South From West
Start Time Right I Thru Left Peds App.Iota! Right I Thru Left Peds App.Total Right I Thru Left Peds App.Total Right I Thru Left Peds App.Total Int.Total
Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 11 11 3 0 25 7 66 32 0 105 25 27 4 0 56 1 39 9 0 49 235
08:00 AM 3 9 4 0 16 4 43 15 0 62 17 29 9 0 55 3 36 8 0 47 180
08:15 AM 5 15 5 0 25 5 44 24 0 73 23 26 1 0 50 1 34 11 0 46 194
08:30 AM 9 14 2 0 25 4 46 16 0 66 26 32 1 0 59 3 33 5 0 41 191
Total Volume 28 49 14 0 91 20 199 87 0 306 91 114 15 0 220 8 142 33 0 183 800
App.Total 30.8 53.8 15.4 0 6.5 65 28.4 0 41.4 51.8 6.8 0 4.4 77.6 18 0
PHF .636 .817 .700 .000 .910 .714 .754 .680 .000 .729 .875 .891 .417 .000 .932 .667 .910 .750 .000 .934 .851
Greenman-Pedersen, Inc.
80 Wolf Road, Suite 300
Albany, NY 12205
518.453.9431
Saratoga Greenbelt DC File Name : Excelsior Ave + East Ave - PM Peak 1600-1800 - 03-18-18
Saratoga Springs, NY 12866 Site Code :
Project No. 2017166.00 Start Date : 3/20/2018
Page No : 1
Groups Printed-Cars-Trucks
East Ave Excelsior Ave East Ave Excelsior Ave
From North From East From South From West
Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int.Total
04:00 PM 4 20 5 0 29 6 51 25 0 82 30 15 1 1 47 5 77 7 0 89 247
04:15 PM 5 23 9 0 37 3 46 28 0 77 28 19 2 0 49 3 66 4 0 73 236
04:30 PM 11 30 9 0 50 9 54 29 0 92 32 16 3 0 51 4 77 9 0 90 283
04:45 PM 9 30 9 0 48 4 67 31 3 105 32 13 1 2 48 1 91 5 1 98 299
Total 29 103 32 0 164 22 218 113 3 356 122 63 7 3 195 13 311 25 1 350 1065
05:00 PM 7 31 10 0 48 6 56 32 2 96 37 23 2 1 63 9 85 18 0 112 319
05:15 PM 6 22 9 0 37 7 57 33 3 100 35 14 6 0 55 4 98 10 0 112 304
05:30 PM 11 15 2 0 28 3 59 22 1 85 38 14 3 0 55 11 96 11 0 118 286
05:45 PM 11 15 5 1 32 7 66 17 4 94 22 15 3 2 42 2 63 13 0 78 246
Total 35 83 26 1 145 23 238 104 10 375 132 66 14 3 215 26 342 52 0 420 1155
Grand Total 64 186 58 1 309 45 456 217 13 731 254 129 21 6 410 39 653 77 1 770 2220
Apprch% 20.7 60.2 18.8 0.3 6.2 62.4 29.7 1.8 62 31.5 5.1 1.5 5.1 84.8 10 0.1
Total% 2.9 8.4 2.6 0 13.9 2 20.5 9.8 0.6 32.9 11.4 5.8 0.9 0.3 18.5 1.8 29.4 3.5 0 34.7
Cars 64 185 58 1 308 45 452 208 13 718 254 128 21 6 409 39 649 77 1 766 2201
Cars 100 99.5 100 100 99.7 100 99.1 95.9 100 98.2 100 99.2 100 100 99.8 100 99.4 100 100 99.5 99.1
Trucks 0 1 0 0 1 0 4 9 0 13 0 1 0 0 1 0 4 0 0 4 19
Trucks 0 0.5 0 0 0.3 0 0.9 4.1 0 1.8 0 0.8 0 0 0.2 0 0.6 0 0 0.5 0.9
East Ave Excelsior Ave East Ave Excelsior Ave
From North From East From South From West
Start Time Right Thru Peds App.Total Right Thru Peds App.Total Right Thru Peds App.Total Right Thru Peds App.Total Int.Total
Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 9 30 9 0 48 4 67 31 3 105 32 13 1 2 48 1 91 5 1 98 299
05:00 PM 7 31 10 0 48 6 56 32 2 96 37 23 2 1 63 9 85 18 0 112 319
05:15 PM 6 22 9 0 37 7 57 33 3 100 35 14 6 0 55 4 98 10 0 112 304
05:30 PM 11 15 2 0 28 3 59 22 1 85 38 14 3 0 55 11 96 11 0 118 286
Total Volume 33 98 30 0 161 20 239 118 9 386 142 64 12 3 221 25 370 44 1 440 1208
App.Total 20.5 60.9 18.6 0 5.2 61.9 30.6 2.3 64.3 29 5.4 1.4 5.7 84.1 10 0.2
PHF .750 .790 .750 .000 .839 .714 .892 .894 .750 .919 .934 .696 .500 .375 .877 .568 .944 .611 .250 .932 .947
Total Vehicles
Southbound Westbound Northbound Eastbound
Start Time
U Left Straight Right
Bikes/Peds
U Left Straight Right
Bikes/Peds
U Left Straight Right
Bikes/Peds
U Left Straight Right Bikes/Peds Int.Total
Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns
07:00 0 9 0 24 6 0 0 22 5 1 0 0 0 1 0 0 14 16 1 0 99
7:15 AM 0 4 1 26 0 0 1 22 14 0 0 0 0 1 0 0 27 18 1 1 116
7:30 AM 0 10 1 33 2 0 1 43 10 0 0 0 1 1 0 0 31 27 0 0 160
7:45 AM 0 12 2 43 3 0 0 49 10 0 0 2 0 00 0 30 32 1 0 184
8:00 AM 0 7 0 29 1 0 1 29 9 0 0 0 0 0 0 0 34 25 0 0 135
8:15 AM 0 5 3 34 2 0 1 34 13 0 0 2 3 0 0 0 31 25 1 0 154
8:30 AM 0 2 1 36 0 0 1 27 9 0 0 1 1 0 0 0 34 21 0 0 133
8:45 AM 0 4 3 47 0 0 1 37 17 0 0 2 0 1 0 0 24 20 5 0 161
9:00 AM 0 8 0 48 4 0 3 29 15 0 0 4 2 2 0 0 29 27 1 0 172
9:15 AM 0 7 2 43 2 0 0 30 9 0 0 1 0 0 0 0 32 30 4 0 160
9:30 AM 0 10 3 38 1 0 3 27 10 0 0 5 3 1 0 0 29 22 4 0 156
9:45 AM 0 10 2 33 2 0 1 22 11 0 0 0 1 3 0 0 43 21 3 0 152
10:00 AM 0 8 2 34 2 0 2 22 5 0 0 4 2 2 0 0 24 31 3 1 142
10:15 AM 0 7 0 37 2 0 5 23 8 0 0 2 3 1 0 0 31 23 5 0 147
10:30 AM 0 7 2 30 1 0 1 17 12 0 0 4 7 1 0 0 34 16 8 0 140
10:45 AM 0 4 6 38 0 0 2 14 9 0 0 5 3 2 0 0 34 27 2 0 146
11:00 AM 0 5 2 40 0 0 0 11 14 0 0 4 1 0 0 0 24 23 3 0 127
11:15 AM 0 14 3 42 1 0 1 22 10 0 0 2 2 1 0 0 31 30 2 0 161
11:30 AM 0 12 3 45 1 0 0 22 10 0 0 2 2 4 0 0 36 34 2 0 173
11:45 AM 0 11 2 33 0 0 1 17 11 0 0 4 4 1 1 0 34 52 8 0 179
12:00 PM 0 9 5 33 0 0 0 22 8 0 0 3 1 1 0 0 38 33 4 0 157
12:15 PM 0 10 4 47 7 0 1 21 11 0 0 2 3 5 0 0 48 33 6 0 198
12:30 PM 0 12 5 44 2 0 1 23 8 0 0 0 6 1 1 0 41 43 2 0 189
12:45 PM 0 8 5 48 1 0 0 33 11 0 0 1 3 4 0 0 37 33 3 0 187
1:00 PM 0 3 6 24 3 0 5 21 4 0 0 3 6 2 0 0 29 25 4 0 135
1:15 PM 0 7 4 24 2 0 1 20 11 0 0 3 10 8 0 0 40 30 7 0 167
1:30 PM 0 8 3 49 0 0 1 23 9 0 0 5 6 0 0 0 51 59 8 0 222
1:45 PM 0 7 1 37 7 0 2 18 13 1 0 2 0 1 0 0 36 19 3 0 147
2:00 PM 0 13 2 29 1 0 3 21 13 0 0 6 5 1 0 0 63 36 3 0 196
2:15 PM 0 14 3 28 0 0 4 16 9 0 0 5 4 7 0 0 42 29 9 0 170
2:30 PM 0 11 3 54 2 0 1 23 13 0 0 2 2 5 0 0 43 37 5 0 201
2:45 PM 0 14 1 42 0 0 3 23 15 0 0 3 2 4 1 0 48 36 4 0 196
3:00 PM 0 15 3 35 1 0 4 24 13 0 0 4 5 5 0 0 49 28 11 0 197
3:15 PM 0 11 6 39 3 0 4 23 15 0 0 2 4 5 0 0 46 51 5 0 214
3:30 PM 0 42 2 15 0 0 2 32 13 0 0 4 7 4 0 0 42 51 8 0 222
3:45 PM 0 9 6 39 0 0 5 27 11 0 0 9 6 5 0 0 38 37 5 0 197
4:00 PM 0 18 2 31 0 0 3 23 6 0 0 9 4 2 0 0 41 46 7 0 192
4:15 PM 0 20 2 32 0 0 3 30 11 0 0 3 2 4 0 0 45 44 3 0 199
4:30 PM 0 13 2 48 0 0 3 21 13 0 0 6 6 7 0 0 47 49 10 0 225
4:45 PM 0 14 2 51 0 0 3 33 16 0 0 4 2 2 0 0 60 45 5 0 237
5:00 PM 0 14 1 37 1 0 4 36 15 0 0 3 2 9 0 0 54 52 11 0 239
5:15 PM 0 14 3 41 1 0 2 34 15 0 0 5 6 5 0 0 49 58 4 0 237
5:30 PM 0 12 2 37 1 0 0 27 11 0 0 2 1 5 1 0 63 41 10 1 214
5:45 PM 0 14 2 43 1 0 2 23 11 1 0 5 3 4 0 0 43 31 3 1 187
6:00 PM 0 10 1 35 0 0 1 30 8 0 0 2 1 3 0 0 44 34 4 0 173
6:15 PM 0 10 5 36 0 0 4 23 7 0 0 5 4 3 0 0 33 32 3 0 165
6:30 PM 0 13 0 39 2 0 2 17 10 0 0 1 3 3 0 0 30 45 3 0 168
6:45 PM 0 10 1 34 1 0 2 13 5 0 0 4 0 3 0 0 32 26 2 0 133
7:00 PM 0 10 0 18 0 0 0 19 5 0 0 1 4 1 1 0 42 27 1 0 129
7:15 PM 0 2 0 16 0 0 0 12 7 0 0 0 1 0 0 0 30 28 1 0 97
7:30 PM 0 8 1 22 0 0 0 14 7 0 0 1 0 0 0 0 22 26 0 0 101
7:45 PM 0 7 3 17 0 0 0 13 3 0 0 0 3 1 0 0 25 12 1 0 85
Peak Hour Summary
Excelsior Ave+Marion Ave Count Date: 03.20.18
Marion Ave Excelsior Ave Business Parkinglot Excelsior Ave
Southbound Westbound Northbound Eastbound
Start Time
U Left Straight Right
Bikes/Peds
U Left Straight Right
Bikes/Peds
U Left Straight Right
Bikes/Peds
U Left Straight Right Bikes/Peds Int.Total
Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns
AM Peak Hour: From 7:45 AM to 8:45 AM
7:45 AM 0 12 2 43 3 0 0 49 10 0 0 2 0 0 0 0 30 32 1 0 184
8:00 AM 0 7 0 29 1 0 1 29 9 0 0 0 0 0 0 0 34 25 0 0 135
8:15 AM 0 5 3 34 2 0 1 34 13 0 0 2 3 0 0 0 31 25 1 0 154
8:30 AM 0 2 1 36 0 0 1 27 9 0 0 1 1 0 0 0 34 21 0 0 133
Total Vol. 0 26 6 142 6 0 3 139 41 0 0 5 4 0 0 0 129 103 2 0 606
PHF 0.54 0.50 0.83 0.50 0.75 0.71 0.79 0.63 0.33 0.95 0.80 0.50 0.82
Trucks 0 5 2 12 0 0 0 7 4 0 0 2 0 0 0 0 4 5 0 0 41
Trucks 19.2% 33.3% 8.5% 0.0% 0.0% 5.0% 9.8% 40.0% 0.0% 3.1% 4.9% 0.0% 6.8%
Marion Ave Excelsior Ave Business Parkinglot Excelsior Ave
Southbound Westbound Northbound Eastbound
Start Time
U Left Straight Right
Bikes/Peds
U Left Straight Right
Bikes/Peds
U Left Straight Right
Bikes/Peds
U Left Straight Right Bikes/Peds Int.Total
Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns
PM Peak Hour: From 5:00 PM to 6:00 PM
5:00 PM 0 14 1 37 1 0 4 36 15 0 0 3 2 9 0 0 54 52 11 0 239
5:15 PM 0 14 3 41 1 0 2 34 15 0 0 5 6 5 0 0 49 58 4 0 237
5:30 PM 0 12 2 37 1 0 0 27 11 0 0 2 1 5 1 0 63 41 10 1 214
5:45 PM 0 14 2 43 1 0 2 23 11 1 0 5 3 4 0 0 43 31 3 1 187
Total Vol. 0 54 8 158 4 0 8 120 52 1 0 15 12 23 1 0 209 182 28 2 877
PHF 0.96 0.67 0.92 1.00 0.50 0.83 0.87 0.25 0.75 0.50 0.64 0.25 0.83 0.78 0.64 0.50 0.92
Trucks 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 2 0 0 5
Trucks 0.0% 0.0% 0.0% 0.0% 0.0% 2.5% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 1.1% 0.0% 0.0% 0.6%
Greenman-Pedersen, Inc.
80 Wolf Road, Suite 300
Albany, NY 12205
518.453.9431
Saratoga Greenbelt DC File Name : Excelsior Ave + Excelsior Springs/Loughberry Rd S - AM Peak
Saratoga Springs, NY 12866
Project No. 2017166.00 Start Date : 3/20/2018
Page No : 1
Groups Printed-Cars-Trucks
Loughberry Road S Excelsior Ave Excelsior Spring Ave Excelsior Ave
From North From East From South From West
Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int.Total
07:00 AM 0 0 2 0 0 18 2 0 7 0 8 0 9 17 0 0 63
07:15 AM 0 1 0 0 1 29 9 0 8 0 14 0 6 24 0 0 92
07:30 AM 1 0 0 0 1 47 19 1 9 0 10 0 7 31 0 0 126
07:45 AM 2 2 0 0 0 39 15 0 9 0 9 0 14 31 0 0 121
Total 3 3 2 0 2 133 45 1 33 0 41 0 36 103 0 0 402
08:00 AM 0 0 0 0 0 31 9 0 10 1 12 0 6 23 0 0 92
08:15 AM 0 0 2 0 0 30 6 0 7 0 12 0 4 23 0 0 84
08:30 AM 0 0 1 0 1 23 8 0 9 0 15 0 3 24 0 0 84
08:45 AM 0 0 3 3 0 35 10 0 6 0 17 0 5 23 1 0 103
Total 0 0 6 3 1 119 33 0 32 1 56 0 18 93 1 0 363
Grand Total 3 3 8 3 3 252 78 1 65 1 97 0 54 196 1 0 765
Apprch% 17.6 17.6 47.1 17.6 0.9 75.4 23.4 0.3 39.9 0.6 59.5 0 21.5 78.1 0.4 0
Total% 0.4 0.4 1 0.4 0.4 32.9 10.2 0.1 8.5 0.1 12.7 0 7.1 25.6 0.1 0
Cars 3 3 8 3 3 245 77 1 65 1 94 0 53 191 1 0 748
Cars 100 100 100 100 100 97.2 98.7 100 100 100 96.9 0 98.1 97.4 100 0 97.8
Trucks 0 0 0 0 0 7 1 0 0 0 3 0 1 5 0 0 17
Trucks 0 0 0 0 0 2.8 1.3 0 0 0 3.1 0 1.9 2.6 0 0 2.2
Loughberry Road S Excelsior Ave Excelsior Spring Ave Excelsior Ave
From North From East From South From West
Start Time Right I Thru Left Peds App.Iota! Right I Thru Left Peds App.Total Right I Thru Left Peds App.Total Right I Thru Left Peds App.Total Int.Total
Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 1 0 0 1 1 29 9 0 39 8 0 14 0 22 6 24 0 0 30 92
07:30 AM 1 0 0 0 1 1 47 19 1 68 9 0 10 0 19 7 31 0 0 38 126
07:45 AM 2 2 0 0 4 0 39 15 0 54 9 0 9 0 18 14 31 0 0 45 121
08:00 AM 0 0 0 0 0 0 31 9 0 40 10 1 12 0 23 6 23 0 0 29 92
Total Volume 3 3 0 0 6 2 146 52 1 201 36 1 45 0 82 33 109 0 0 142 431
App.Total 50 50 0 0 1 72.6 25.9 0.5 43.9 1.2 54.9 0 23.2 76.8 0 0
PHF .375 .375 .000 .000 .375 .500 .777 .684 .250 .739 .900 .250 .804 .000 .891 .589 .879 .000 .000 .789 .855
Greenman-Pedersen, Inc.
80 Wolf Road, Suite 300
Albany, NY 12205
518.453.9431
Saratoga Greenbelt DC File Name : Excelsior Ave + Excelsior Springs/Loughberry Rd S - PM Peak
Saratoga Springs, NY 12866
Project No. 2017166.00 Start Date : 3/20/2018
Page No : 1
Groups Printed-Cars-Trucks
Loughberry Road S Excelsior Ave Excelsior Spring Ave Excelsior Ave
From North From East From South From West
Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int.Total
04:00 PM 0 0 0 0 0 0 27 5 0 32 11 0 4 18 33 45 1 0 0 46 111
04:15 PM 0 0 2 0 2 0 38 16 0 54 8 0 5 13 26 47 0 0 0 47 129
04:30 PM 0 0 0 0 0 0 20 8 0 28 5 0 14 17 36 56 1 0 0 57 121
04:45 PM 0 0 0 0 0 0 39 6 0 45 5 0 13 14 32 41 0 0 0 41 118
Total 0 0 2 0 2 0 124 35 0 159 29 0 36 62 127 189 2 0 0 191 479
05:00 PM 1 0 0 0 1 0 36 4 0 40 8 1 11 15 35 63 1 0 0 64 140
05:15 PM 1 0 0 0 1 0 38 8 0 46 7 0 11 8 26 67 1 0 0 68 141
05:30 PM 0 0 0 1 1 0 37 10 0 47 16 0 5 15 36 51 1 1 0 53 137
05:45 PM 0 0 0 0 0 0 30 7 0 37 10 0 11 10 31 37 0 0 0 37 105
Total 2 0 0 1 3 0 141 29 0 170 41 1 38 48 128 218 3 1 0 222 523
Grand Total 2 0 2 1 5 0 265 64 0 329 70 1 74 110 255 407 5 1 0 413 1002
Apprch% 40 0 40 20 0 80.5 19.5 0 27.5 0.4 29 43.1 98.5 1.2 0.2 0
Total% 0.2 0 0.2 0.1 0.5 0 26.4 6.4 0 32.8 7 0.1 7.4 11 25.4 40.6 0.5 0.1 0 41.2
Cars 2 0 2 1 5 0 261 64 0 325 70 1 74 110 255 407 1 1 0 409 994
Cars 100 0 100 100 100 0 98.5 100 0 98.8 100 100 100 100 100 100 20 100 0 99 99.2
Trucks 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 4 0 0 4 8
Trucks 0 0 0 0 0 0 1.5 0 0 1.2 0 0 0 0 0 0 80 0 0 1 0.8
Loughberry Road S Excelsior Ave Excelsior Spring Ave Excelsior Ave
From North From East From South From West
Start Time Right Thru Peds App.Total Right Thru Peds App.Total Right Thru Peds App.Total Right Thru Peds App.Total Int.Total
Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 0 0 0 0 0 39 6 0 45 5 0 13 14 32 41 0 0 0 41 118
05:00 PM 1 0 0 0 1 0 36 4 0 40 8 1 11 15 35 63 1 0 0 64 140
05:15 PM 1 0 0 0 1 0 38 8 0 46 7 0 11 8 26 67 1 0 0 68 141
05:30 PM 0 0 0 1 1 0 37 10 0 47 16 0 5 15 36 51 1 1 0 53 137
Total Volume 2 0 0 1 3 0 150 28 0 178 36 1 40 52 129 222 3 1 0 226 536
App.Total 66.7 0 0 33.3 0 84.3 15.7 0 27.9 0.8 31 40.3 98.2 1.3 0.4 0
PHF .500 .000 .000 .250 .750 .000 .962 .700 .000 .947 .563 .250 .769 .867 .896 .828 .750 .250 .000 .831 .950
Total Vehicles
Southbound Westbound Northbound Eastbound
Start Time
U Left Straight Right
Bikes/Peds
U Left Straight Right
Bikes/Peds
U Left Straight Right
Bikes/Peds
U Left Straight Right Bikes/Peds Int.Total
Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns
07:00 0 6 0 20 0 0 0 1 8 0 0 0 1 0 0 0 20 3 0 0 59
7:15 AM 0 2 0 35 0 0 0 1 4 0 0 0 0 0 0 0 32 1 0 0 75
7:30 AM 0 4 0 59 0 0 0 5 10 0 0 0 0 0 0 0 37 2 0 0 117
7:45 AM 0 7 0 50 0 0 0 4 5 0 0 0 0 0 0 0 31 5 0 0 102
8:00 AM 0 1 0 36 0 0 0 4 7 0 0 0 0 0 1 0 26 5 0 1 81
8:15 AM 0 3 0 32 0 0 0 1 7 0 0 1 1 0 0 0 28 4 0 0 77
8:30 AM 0 0 0 30 0 0 0 3 4 0 0 0 0 0 0 0 32 1 0 0 70
8:45 AM 0 3 0 39 0 0 0 5 1 0 0 0 0 0 0 0 27 3 0 0 78
9:00 AM 0 1 0 34 0 0 0 5 4 0 0 0 0 0 0 0 34 4 0 0 82
9:15 AM 0 1 0 31 0 0 0 2 2 0 0 0 2 0 0 0 36 4 0 0 78
9:30 AM 0 4 0 36 0 0 0 5 4 0 0 0 0 0 0 0 19 4 0 0 72
9:45 AM 0 5 0 22 0 0 0 5 4 0 0 1 0 0 0 0 26 5 0 0 68
10:00 AM 0 5 1 21 0 0 0 0 4 0 0 0 0 0 0 1 31 3 0 0 66
10:15 AM 0 2 0 26 0 0 0 4 3 0 0 1 0 0 2 0 22 4 0 0 64
10:30 AM 0 1 0 23 0 0 0 1 5 0 0 0 0 0 0 0 21 3 0 0 54
10:45 AM 0 3 0 13 0 0 0 4 5 0 0 1 0 0 0 0 37 2 0 0 65
11:00 AM 1 3 0 15 0 0 0 3 4 1 0 1 0 0 0 0 31 0 0 0 59
11:15 AM 0 3 0 24 0 0 0 4 2 0 0 0 0 0 0 0 26 3 0 0 62
11:30 AM 0 4 0 21 0 0 0 1 3 0 0 0 0 0 1 1 46 3 0 0 80
11:45 AM 0 5 0 16 0 0 0 1 5 0 0 0 0 0 0 0 51 4 0 0 82
12:00 PM 0 3 0 26 1 0 0 4 6 0 0 0 0 0 0 0 39 5 0 0 84
12:15 PM 0 4 0 28 0 0 0 3 3 0 0 0 0 0 0 0 35 2 0 0 75
12:30 PM 0 5 0 20 0 0 0 5 3 0 0 0 0 0 0 0 50 6 0 0 89
12:45 PM 0 7 0 39 0 0 0 2 4 0 0 1 1 0 0 1 38 6 0 0 99
1:00 PM 0 11 0 23 0 0 0 2 2 0 0 1 0 0 0 0 314 0 0 74
1:15 PM 0 5 0 23 0 0 0 6 6 0 0 0 2 0 0 0 35 4 0 0 81
1:30 PM 0 3 0 21 0 0 0 3 3 0 0 0 0 0 2 0 63 5 0 2 102
1:45 PM 0 2 0 32 0 0 0 4 4 0 0 0 0 0 3 0 29 2 0 0 76
2:00 PM 0 5 1 16 0 0 0 0 10 0 0 0 0 0 3 0 48 3 1 0 87
2:15 PM 0 4 0 23 0 0 1 4 4 0 0 0 1 1 0 0 34 9 1 0 82
2:30 PM 0 5 0 25 0 0 0 5 9 0 0 0 0 0 0 0 45 1 0 0 90
2:45 PM 0 3 0 31 0 0 0 2 2 0 0 1 0 0 0 0 49 3 0 0 91
3:00 PM 0 4 0 42 0 0 0 1 4 2 0 1 1 0 2 1 45 2 0 0 105
3:15 PM 0 2 0 34 0 0 0 3 8 0 0 1 0 0 0 0 55 7 0 1 111
3:30 PM 0 7 0 31 0 0 0 0 10 0 0 1 0 0 2 0 59 2 0 1 113
3:45 PM 0 8 0 30 0 0 0 6 3 0 0 1 1 0 0 0 44 1 1 0 95
4:00 PM 0 7 0 27 0 0 0 4 3 0 0 0 1 1 0 0 50 3 0 0 96
4:15 PM 0 6 1 46 0 0 0 6 5 0 0 1 0 0 0 1 53 4 0 0 123
4:30 PM 0 5 2 26 0 0 0 1 2 0 0 1 0 0 0 0 59 2 0 0 98
4:45 PM 0 5 0 40 0 0 0 3 0 0 0 1 0 0 0 0 39 4 0 0 92
5:00 PM 0 12 0 32 1 0 0 5 6 0 0 2 0 0 0 0 61 5 0 0 124
5:15 PM 0 7 0 40 0 0 0 7 2 0 0 0 0 0 0 1 62 11 0 0 130
5:30 PM 0 6 0 39 0 0 0 5 3 1 0 0 2 0 1 0 59 10 0 1 127
5:45 PM 0 10 0 30 0 0 0 5 6 0 0 0 0 0 0 0 33 9 0 0 93
6:00 PM 0 6 0 29 0 0 0 2 4 0 0 2 4 0 0 0 39 6 0 0 92
6:15 PM 0 5 0 24 0 0 0 3 6 0 0 0 0 1 0 1 35 5 0 0 80
6:30 PM 0 7 1 24 0 0 0 3 3 0 0 1 1 0 0 0 50 2 0 0 92
6:45 PM 0 4 0 24 0 0 0 0 6 0 0 0 2 0 0 1 28 4 0 0 69
7:00 PM 0 7 0 18 0 0 0 1 2 0 0 1 0 0 0 0 31 2 0 0 62
7:15 PM 0 4 0 22 0 0 0 1 2 0 0 3 1 0 0 0 22 5 0 0 60
7:30 PM 0 4 0 17 0 0 0 0 5 0 0 3 2 0 0 0 26 7 0 0 64
7:45 PM 0 6 0 14 0 0 0 6 0 0 0 1 5 0 0 0 9 7 0 0 48
Peak Hour Summary
Excelsior Ave+Veterans Way Count Date: 03.20.18
Veterans Way Excelsior Ave VFW ParkingLot Excelsior Ave
Southbound Westbound Northbound Eastbound
Start Time
U Left Straight Right
Bikes/Peds
U Left Straight Right
Bikes/Peds
U Left Straight Right
Bikes/Peds
U Left Straight Right Bikes/Peds Int.Total
Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns
AM Peak Hour: From 7:45 AM to 8:45 AM
7:45 AM 0 7 0 50 0 0 0 4 5 0 0 0 0 0 0 0 31 5 0 0 102
8:00 AM 0 1 0 36 0 0 0 4 7 0 0 0 0 0 1 0 26 5 0 1 81
8:15 AM 0 3 0 32 0 0 0 1 7 0 0 1 1 0 0 0 28 4 0 0 77
8:30 AM 0 0 0 30 0 0 0 3 4 0 0 0 0 0 0 0 32 1 0 0 70
Total Vol. 0 11 0 148 0 0 0 12 23 0 0 1 1 0 1 0 117 15 0 1 330
PHF 0.39 0.74 0.75 0.82 0.25 0.25 0.25 0.91 0.75 0.25 0.81
Trucks 0 2 0 6 0 0 0 0 3 0 0 0 0 0 0 0 5 0 0 0 16
Trucks 18.2%4.1% 0.0% 13.0%0.0% 0.0% 0.0% 4.3% 0.0% 0.0% 4.8%
Veterans Way Excelsior Ave VFW ParkingLot Excelsior Ave
Southbound Westbound Northbound Eastbound
Start Time
U Left Straight Right
Bikes/Peds
U Left Straight Right
Bikes/Peds
U Left Straight Right
Bikes/Peds
U Left Straight Right Bikes/Peds Int.Total
Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns Turns Turns Through Turns
PM Peak Hour: From 5:00 PM to 6:00 PM
5:00 PM 0 12 0 32 1 0 0 5 6 0 0 2 0 0 0 0 61 5 0 0 124
5:15 PM 0 7 0 40 0 0 0 7 2 0 0 0 0 0 0 1 62 11 0 0 130
5:30 PM 0 6 0 39 0 0 0 5 3 1 0 0 2 0 1 0 59 10 0 1 127
5:45 PM 0 10 0 30 0 0 0 5 6 0 0 0 0 0 0 0 33 9 0 0 93
Total Vol. 0 35 0 141 1 0 0 22 17 1 0 2 2 0 1 1 215 35 0 1 474
PHF 0.73 0.88 0.25 0.79 0.71 0.25 0.25 0.25 0.25 0.25 0.87 0.80 0.25 0.91
Trucks 0 1 0 2 0 0 0 1 0 0 0 0 0 0 0 0 2 0 0 0 6
Trucks 2.9% 1.4% 0.0%4.5% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.9% 0.0% 0.0% 1.3%
Greenman-Pedersen, Inc.
80 Wolf Road, Suite 300
Albany, NY, 12205
518)-453-9431
Route 50 & Veterans Way/ Gick Rd
Saratoga Springs, New York, 12866
Project No 20150xx.00
Groups Printed-Autos-Single Unit TruckslBuses-Tractor Trailers
Gick Rd Route 50 Veterans Way
From North From East From South
Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right T
07:00 AM 14 7 39 0 60 9 147 11 0 167 15 1 2 0 18 0
07:15 AM 10 13 60 0 83 8 158 17 1 184 22 2 2 0 26 0
07:30 AM 13 24 58 3 98 13 213 17 0 243 14 4 0 0 18 2
07:45 AM 20 25 56 0 101 9 232 18 0 259 17 4 2 0 23 2
Total 57 69 213 3 342 39 750 63 1 853 68 11 6 0 85 4
08:00 AM 14 12 39 1 66 13 174 16 0 203 34 5 1 0 40 2
08:15 AM 11 18 42 0 71 16 201 25 0 242 26 2 3 0 31 2
08:30 AM 7 4 48 0 59 10 168 11 0 189 24 11 1 1 37 1
08:45 AM 12 14 28 0 54 14 191 24 0 229 26 11 1 1 39 1
Total 44 48 157 1 250 53 734 76 0 863 110 29 6 2 147 6
Grand Total 101 117 370 4 592 92 1484 139 1 1716 178 40 12 2 232 10 1
Apprch% 17.1 19.8 62.5 0.7 5.4 86.5 8.1 0.1 76.7 17.2 5.2 0.9 0.8 9
Total% 2.7 3.1 9.8 0.1 15.6 2.4 39.2 3.7 0 45.3 4.7 1.1 0.3 0.1 6.1 0.3 3
Autos 101 116 370 2 589 92 1408 131 1 1632 171 40 11 0 222 9 1
Autos 100 99.1 100 50 99.5 100 94.9 94.2 100 95.1 96.1 100 91.7 0 95.7 90 9
Single Unit Trucks/Buses 0 1 0 2 3 0 45 7 0 52 4 0 1 2 7 0
Sln9le UnitTroaks/B ses 0 0.9 0 50 0.5 0 3 5 0 3 2.2 0 8.3 100 3 0
Tractor Trailers 0 0 0 0 0 0 31 1 0 32 3 0 0 0 3 1
Tractor Trailers 0 0 0 0 0 0 2.1 0.7 0 1.9 1.7 0 0 0 1.3 10
Greenman-Pedersen, Ina.
80 Wolf Road, Suite 300
Albany, NY, 12205
518)-453-9431
Route 50 & Veterans Way/ Gick Rd
Saratoga Springs, New York, 12866
Project No 20150xx.00
Gick Rd Route 50 Veterans Way
From North From East From South
Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right T
Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 13 24 58 3 98 13 213 17 0 243 14 4 0 0 18 2
07:45 AM 20 25 56 0 101 9 232 18 0 259 17 4 2 0 23 2
08:00 AM 14 12 39 1 66 13 174 16 0 203 34 5 1 0 40 2
08:15 AM 11 18 42 0 71 16 201 25 0 242 26 2 3 0 31 2
Total Volume 58 79 195 4 336 51 820 76 0 947 91 15 6 0 112 8 1
App.Total 17.3 23.5 58 1.2 5.4 86.6 8 0 81.2 13.4 5.4 0 1.3 9
PHF .725 .790 .841 .333 .832 .797 .884 .760 .000 .914 .669 .750 .500 .000 .700 1.00 .E
Greenman-Pedersen, Inc.
80 Wolf Road, Suite 300
Albany, NY, 12205
518)-453-9431
Route 50 & Veterans Way/Gick Rd
Saratoga Springs, New York, 12866
Project No 20150xx.00
Groups Printed-Autos-Single Unit Trucks/Buses-Tractor Trailers
Gick Rd Route 50 Veterans Way
From North From East From South
Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right T
04:00 PM 15 6 27 0 48 22 233 21 0 276 33 14 0 0 47 1
04:15 PM 10 9 16 3 38 39 200 24 0 263 48 14 3 0 65 2
04:30 PM 12 13 17 0 42 35 229 22 0 286 24 20 2 0 46 2
04:45 PM 11 18 26 0 55 35 230 23 0 288 29 5 0 0 34 1
Total 48 46 86 3 183 131 892 90 0 1113 134 53 5 0 192 6 11
05:00 PM 9 21 18 0 48 30 189 26 0 245 41 28 3 0 72 3
05:15 PM 5 13 23 0 41 32 228 24 0 284 38 20 1 0 59 3
05:30 PM 11 17 21 0 49 46 231 28 0 305 26 17 4 0 47 1
05:45 PM 7 18 21 0 46 29 223 24 0 276 24 21 1 0 46 2
Total 32 69 83 0 184 137 871 102 0 1110 129 86 9 0 224 9 1
Grand Total 80 115 169 3 367 268 1763 192 0 2223 263 139 14 0 416 15 11
Apprch% 21.8 31.3 46 0.8 12.1 79.3 8.6 0 63.2 33.4 3.4 0 0.7 9
Total% 1.6 2.3 3.3 0.1 7.3 5.3 34.9 3.8 0 44 5.2 2.8 0.3 0 8.2 0.3 3
Autos 79 115 169 0 363 268 1730 186 0 2184 258 139 13 0 410 15 11
Autos 98.8 100 100 0 98.9 100 98.1 96.9 0 98.2 98.1 100 92.9 0 98.6 100 9
Single Unit Trucks/Buses 1 0 0 3 4 0 8 5 0 13 4 0 1 0 5 0
Sln9le UnATrucks/Buses 1.2 0 0 100 1.1 0 0.5 2.6 0 0.6 1.5 0 7.1 0 1.2 0
Tractor Trailers 0 0 0 0 0 0 25 1 0 26 1 0 0 0 1 0
Tractor Trailers 0 0 0 0 0 0 1.4 0.5 0 1.2 0.4 0 0 0 0.2 0
Greenman-Pedersen, Ina.
80 Wolf Road, Suite 300
Albany, NY, 12205
518)-453-9431
Route 50 & Veterans Way/Gick Rd
Saratoga Springs, New York, 12866
Project No 20150xx.00
Gick Rd Route 50 Veterans Way
From North From East From South
Start Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right T
Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 15 6 27 0 48 22 233 21 0 276 33 14 0 0 47 1
04:15 PM 10 9 16 3 38 39 200 24 0 263 48 14 3 0 65 2
04:30 PM 12 13 17 0 42 35 229 22 0 286 24 20 2 0 46 2
04:45 PM 11 18 26 0 55 35 230 23 0 288 29 5 0 0 34 1
Total Volume 48 46 86 3 183 131 892 90 0 1113 134 53 5 0 192 6 11
App.Total 26.2 25.1 47 1.6 11.8 80.1 8.1 0 69.8 27.6 2.6 0 0.5 9
PHF .800 .639 .796 .250 .832 .840 .957 .938 .000 .966 .698 .663 .417 .000 .738 .750 .$
Saratoga Greenbelt Project
Saratoga Springs, NY
Traffic Growth Rate Projection
August 6, 2018
Historic Count Data
US Route 9 11)
Adjacent to Excelsior
Year AADT
1992 16280
1998 14060
2001 17810
2004 19793 Using Fitted Curve Formula:
2007 18368 Average Annual Growth Rate Trend: 0.96%
2011 18872 Assumed Annual Growth for Study:1.0%
AADT History - US Route 9
25000 —
20000
15000
y=206.73x-396380
AADT
10000 —
5000 —
0
1990 1995 2000 2005 2010 2015
Notes:
1)
Count Station Location on Route 9,600 feet north of Rock Rd.
MULTI-USE DEVELOPMENT
Analyst: MRW TRIP GENERATION Devi
Date:10/2/2020 AND INTERNAL CAPTURE SUMMARY
Alternative: New Development Only-Full Buildout LAND USE A: Commercial
ITE Land Use Code: 820
Size: 37.6 kSF
Exit to External
13 Total Internal External
Enter 22 2 20
Exit 13 0 13
20 Total 35 2 33
Enter from External 100%6% 94%
Demand Demand Demand Demand
14% 2 17% 4 0% 0 4% 1
Balanced Balanced Balanced Balanced
0 1 0 1
Demand Demand Demand Demand
2% 0 1% 1 0% 0 14% 2
LAND USE B: Residential LAIN
ITE Land Use Code: 220 ITE Land Use Code:
Size: 155 Units Size: 60
Exit to External Demand Balanced Demand
57 Total Internal External 0% 0 0 0% 0 Total Ir
Enter 17 0 17 4 Enter 17
Exit 58 1 57 Exit 11
17 Total 75 1 74 0% 0 0 0% 0 Total 28
Enter from External 100%1% 99% Demand Balanced Demand 100%
NET EXTERNAL TRIPS FOR MULTI-USE DEVELOPMENT
LAND USE A LAND USE B LAND USE C 7
ENTER 20 17 17
EXIT 13 57 10
TOTAL 33 74 27
SINGLE-USE TRIP GEN.ESTIMATE 35 75 28
Source:Trip Generation Handbook(Chapter 6,
MULTI-USE DEVELOPMENT
Analyst: MRW TRIP GENERATION Devi
Date:10/2/2020 AND INTERNAL CAPTURE SUMMARY
Alternative: New Development Only-Full Buildout LAND USE A: Commercial
ITE Land Use Code: 820
Size: 37.6 kSF
Exit to External
52 Total Internal External
Enter 68 8 60
Exit 75 23 52
60 Total 143 31 112
Enter from External 100% 22%78%
Demand Demand Demand Demand
26% 20 10% 7 5% 4 2% 1
Balanced Balanced Balanced Balanced
20 7 3 1
Demand Demand Demand Demand
46% 27 42% 15 17% 3 16% 3
LAND USE B: Residential LAN
ITE Land Use Code: 220 ITE Land Use Code:
Size: 155 Units Size: 60
Exit to External Demand Balanced Demand
27 Total Internal External 0% 0 0 2% 0 Total Ir
Enter 59 20 39 4 Enter 18
Exit 35 8 27 Exit 18
39 Total 94 28 66 3% 1 1 12% 2 Total 36
Enter from External 100% 30%70% Demand Balanced Demand 100%
NET EXTERNAL TRIPS FOR MULTI-USE DEVELOPMENT
LAND USE A LAND USE 8 LAND USE C 1
ENTER 60 39 14
EXIT 52 27 17
TOTAL 112 66 31
SINGLE-USE TRIP GEN.ESTIMATE 143 94 36
Source:Trip Generation Handbook(Chapter 6,
Excelsior Park I Saratoga Springs, New York
APPENDIX D
Capacity and Traffic Analysis Sheets
Traffic Impact Study GPIOctober2020
GPI#ALB-2020106.00
Lanes, Volumes, Timings
100: East Ave & Excelsior Ave 2020 Existing AM Peak Hour Conditions
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume(vph) 37 161 11 94 220 25 19 120 94 16 52 34
Future Volume(vph) 37 161 11 94 220 25 19 120 94 16 52 34
Satd. Flow(prot)1745 1754 0 1616 1826 0 0 1918 0 0 1987 0
Flt Permitted 0.551 0.631 0.975 0.935
Satd. Flow(perm) 1012 1754 0 1073 1826 0 0 1878 0 0 1873 0
Satd. Flow(RTOR) 7 12 38 28
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% 3% 13% 8% 2% 7% 0% 1% 5% 4% 4% 0%
Shared Lane Traffic(%)
Lane Group Flow(vph) 44 202 0 111 288 0 0 274 0 0 120 0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 6 8 4
Permitted Phases 2 6 8 4
Total Split(s) 60.0 60.0 60.0 60.0 30.0 30.0 30.0 30.0
Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0
Act Effct Green (s) 30.0 30.0 30.0 30.0 25.0 25.0
Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.38 0.38
v/c Ratio 0.09 0.25 0.22 0.34 0.37 0.16
Control Delay 10.6 11.3 12.1 12.1 14.0 11.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 10.6 11.3 12.1 12.1 14.0 11.0
LOS B B B B B B
Approach Delay 11.2 12.1 14.0 11.0
Approach LOS B B B B
Queue Length 50th(ft) 9 44 25 66 64 23
Queue Length 95th(ft) 24 77 51 107 109 49
Internal Link Dist(ft) 378 594 511 433
Turn Bay Length (ft) 70 125
Base Capacity(vph) 856 1485 907 1546 745 737
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.05 0.14 0.12 0.19 0.37 0.16
Intersection Summary
Cycle Length:90
Actuated Cycle Length: 65
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.37
Intersection Signal Delay: 12.2 Intersection LOS: B
Intersection Capacity Utilization 77.7% ICU Level of Service D
Analysis Period(min) 15
Splits and Phases: 100: East Ave&Excelsior Ave
0;2,2 lir 04
60 s k 30 s 1
0.6 At0.E:
60s E 30s I
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th AWSC
200: Excelsior Ave & Marion Ave 2020 Existing AM Peak Hour Conditions
Intersection
Intersection Delay,s/veh 11.3
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations i
Traffic Vol,veh/h 147 119 5 3 155 42 10 4 0 27 6 160
Future Vol,veh/h 147 119 5 3 155 42 10 4 0 27 6 160
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
Heavy Vehicles, % 3 5 0 0 5 9 40 0 0 19 33 9
Mvmt Flow 179 145 6 4 189 51 12 5 0 33 7 195
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 12.3 10.4 9.8 10.9
HCM LOS B B A B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, %71% 54% 1% 14%
Vol Thru, % 29% 44% 78% 3%
Vol Right, %0% 2% 21% 83%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 14 271 200 193
LT Vol 10 147 3 27
Through Vol 4 119 155 6
RT Vol 0 5 42 160
Lane Flow Rate 17 330 244 235
Geometry Grp 1 1 1 1
Degree of Util(X)0.031 0.459 0.329 0.336
Departure Headway(Hd)6.622 5.005 4.855 5.136
Convergence,Y/N Yes Yes Yes Yes
Cap 544 711 732 692
Service Time 4.622 3.092 2.948 3.233
HCM Lane V/C Ratio 0.031 0.464 0.333 0.34
HCM Control Delay 9.8 12.3 10.4 10.9
HCM Lane LOS A B B B
HCM 95th-tile Q 0.1 2.4 1.4 1.5
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th TWSC
300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2020 Existing AM Peak Hour Conditions
Intersection
Int Delay,s/veh 3.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol,veh/h 0 117 29 41 141 1 53 1 37 3 2 4
Future Vol,veh/h 0 117 29 41 141 1 53 1 37 3 2 4
Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 1 1 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized None - - None - - None - - None
Storage Length
Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 -
Grade, % 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 0 3 2 1 3 0 3 0 0 0 0 0
Mvmt Flow 0 136 34 48 164 1 62 1 43 3 2 5
Major/Minor Majorl Major2 Minorl Minor2
Conflicting Flow All 165 0 0 170 0 0 417 414 154 437 431 165
Stage 1 153 153 - 261 261 -
Stage 2 264 261 - 176 170 -
Critical Hdwy 4.1 - - 4.11 - - 7.13 6.5 6.2 7.1 6.5 6.2
Critical Hdwy Stg 1 6.13 5.5 - 6.1 5.5 -
Critical Hdwy Stg 2 6.13 5.5 - 6.1 5.5 -
Follow-up Hdwy 2.2 - - 2.209 - - 3.527 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1426 - - 1413 - - 544 532 897 533 520 885
Stage 1 847 775 - 748 696 -
Stage 2 739 696 - 831 762 -
Platoon blocked, %
Mov Cap-1 Maneuver 1426 - - 1413 - - 524 512 896 492 501 885
Mov Cap-2 Maneuver - - - - - - 524 512 - 492 501 -
Stage 1 847 775 - 748 670 -
Stage 2 705 670 - 789 762 -
Approach EB WB NB SB
HCM Control Delay,s 0 1.7 11.9 10.9
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity(veh/h) 630 1426 - - 1413 - - 616
HCM Lane V/C Ratio 0.168 - - - 0.034 - - 0.017
HCM Control Delay(s) 11.9 0 - - 7.6 0 - 10.9
HCM Lane LOS B A - - A A - B
HCM 95th %tile Q(veh) 0.6 0 - - 0.1 - - 0.1
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th AWSC
400: Excelsior Ave & Veterans Way 2020 Existing AM Peak Hour Conditions
Intersection
Intersection Delay,s/veh 8.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 44
Traffic Vol,veh/h 135 22 0 0 22 37 1 1 0 17 0 160
Future Vol,veh/h 135 22 0 0 22 37 1 1 0 17 0 160
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81
Heavy Vehicles, % 4 0 0 0 0 13 0 0 0 18 0 4
Mvmt Flow 167 27 0 0 27 46 1 1 0 21 0 198
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.3 7.7 7.9 8.9
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, %50% 86% 0% 10%
Vol Thru, % 50% 14% 37% 0%
Vol Right, %0% 0% 63% 90%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 2 157 59 177
LT Vol 1 135 0 17
Through Vol 1 22 22 0
RT Vol 0 0 37 160
Lane Flow Rate 2 194 73 219
Geometry Grp 1 1 1 1
Degree of Util(X)0.003 0.254 0.086 0.262
Departure Headway(Hd)4.882 4.716 4.252 4.315
Convergence,Y/N Yes Yes Yes Yes
Cap 732 762 842 833
Service Time 2.915 2.742 2.281 2.336
HCM Lane V/C Ratio 0.003 0.255 0.087 0.263
HCM Control Delay 7.9 9.3 7.7 8.9
HCM Lane LOS A A A A
HCM 95th-tile Q 0 1 0.3 1.1
Excelsior Park Traffic Study Synchro 10 Report
Lanes, Volumes, Timings
500: Veterans Way/Gick Rd & Route 50 2020 Existing AM Peak Hour Conditions
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 11 li lit
Traffic Volume(vph) 19 639 10 85 862 53 10 18 145 205 82 61
Future Volume(vph) 19 639 10 85 862 53 10 18 145 205 82 61
Satd. Flow(prot)1678 3349 0 1711 3390 0 0 1592 0 0 1701 0
Flt Permitted 0.950 0.950 0.973 0.683
Satd. Flow(perm) 1678 3349 0 1711 3390 0 0 1554 0 0 1197 0
Satd. Flow(RTOR) 1 5 154 9
Confl. Peds.(#/hr) 4 4
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles(%) 4% 4% 4% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Shared Lane Traffic(%)
Lane Group Flow(vph) 20 691 0 90 973 0 0 184 0 0 370 0
Turn Type Prot NA Prot NA Perm NA pm+pt NA
Protected Phases 5 2 1 6 4 3 8
Permitted Phases 4 8
Total Split(s) 20.0 62.0 20.0 62.0 35.0 35.0 23.0 58.0
Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0
Act Effct Green (s) 10.3 42.2 12.0 49.9 43.3 43.3
Actuated g/C Ratio 0.09 0.39 0.11 0.46 0.40 0.40
v/c Ratio 0.13 0.53 0.48 0.62 0.26 0.77
Control Delay 54.2 30.5 59.0 27.3 6.4 40.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.2 30.5 59.0 27.3 6.4 40.5
LOS D C E C A D
Approach Delay 31.2 30.0 6.4 40.5
Approach LOS C C A D
Queue Length 50th(ft) 14 213 63 253 13 218
Queue Length 95th(ft) 43 309 128 438 61 382
Internal Link Dist(ft) 668 783 627 280
Turn Bay Length (ft) 100 100
Base Capacity(vph) 238 1812 243 1836 719 606
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.38 0.37 0.53 0.26 0.61
Intersection Summary
Cycle Length: 140
Actuated Cycle Length: 108.7
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.77
Intersection Signal Delay:30.2 Intersection LOS: C
Intersection Capacity Utilization 103.3% ICU Level of Service G
Analysis Period(min) 15
Splits and Phases: 500:Veterans Way/Gick Rd&Route 50
CC,_ amu,2 I C.4 y.3
20s 152s F¢35s 2.7!,3 1
f
v
Excelsior Park Traffic Study Synchro 10 Report
Lanes, Volumes, Timings
100: East Ave & Excelsior Ave 2030 No-Build AM Peak Hour Conditions
I
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume(vph) 41 181 12 106 250 28 21 133 105 19 57 38
Future Volume(vph) 41 181 12 106 250 28 21 133 105 19 57 38
Satd. Flow(prot)1745 1757 0 1616 1826 0 0 1918 0 0 1987 0
Flt Permitted 0.511 0.616 0.972 0.926
Satd. Flow(perm)939 1757 0 1048 1826 0 0 1872 0 0 1855 0
Satd. Flow(RTOR) 7 12 38 28
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% 3% 13% 8% 2% 7% 0% 1% 5% 4% 4% 0%
Shared Lane Traffic(%)
Lane Group Flow(vph) 48 227 0 125 327 0 0 305 0 0 134 0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 6 8 4
Permitted Phases 2 6 8 4
Total Split(s) 60.0 60.0 60.0 60.0 30.0 30.0 30.0 30.0
Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0
Act Effct Green (s) 30.0 30.0 30.0 30.0 25.0 25.0
Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.38 0.38
v/c Ratio 0.11 0.28 0.26 0.39 0.41 0.18
Control Delay 10.9 11.6 12.6 12.7 14.7 11.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 10.9 11.6 12.6 12.7 14.7 11.3
LOS B B B B B B
Approach Delay 11.5 12.7 14.7 11.3
Approach LOS B B B B
Queue Length 50th(ft) 10 51 29 77 74 27
Queue Length 95th(ft) 26 86 57 122 123 55
Internal Link Dist(ft) 378 594 511 433
Turn Bay Length (ft) 70 125
Base Capacity(vph) 794 1487 886 1546 743 730
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.15 0.14 0.21 0.41 0.18
Intersection Summary
Cycle Length:90
Actuated Cycle Length: 65
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.41
Intersection Signal Delay: 12.8 Intersection LOS: B
Intersection Capacity Utilization 79.2% ICU Level of Service D
Analysis Period(min) 15
Splits and Phases: 100: East Ave&Excelsior Ave
0;2,2 lir 04
60 s k 30 s 1
0.6 At0.E:
60s E 30s I
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th AWSC
200: Excelsior Ave & Marion Ave 2030 No-Build AM Peak Hour Conditions
Intersection
Intersection Delay,s/veh 12.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 44
Traffic Vol,veh/h 162 136 6 3 179 49 11 4 0 31 7 177
Future Vol,veh/h 162 136 6 3 179 49 11 4 0 31 7 177
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
Heavy Vehicles, % 3 5 0 0 5 9 40 0 0 19 33 9
Mvmt Flow 198 166 7 4 218 60 13 5 0 38 9 216
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 14.4 11.6 10.3 12.1
HCM LOS B B B B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, %73% 53% 1% 14%
Vol Thru, % 27% 45% 77% 3%
Vol Right, %0% 2% 21% 82%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 15 304 231 215
LT Vol 11 162 3 31
Through Vol 4 136 179 7
RT Vol 0 6 49 177
Lane Flow Rate 18 371 282 262
Geometry Grp 1 1 1 1
Degree of Util(X)0.035 0.543 0.402 0.398
Departure Headway(Hd)6.969 5.272 5.141 5.471
Convergence,Y/N Yes Yes Yes Yes
Cap 513 686 699 658
Service Time 5.025 3.303 3.175 3.508
HCM Lane V/C Ratio 0.035 0.541 0.403 0.398
HCM Control Delay 10.3 14.4 11.6 12.1
HCM Lane LOS B B B B
HCM 95th-tile Q 0.1 3.3 1.9 1.9
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th TWSC
300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2030 No-Build AM Peak Hour Conditions
Intersection
Int Delay,s/veh 3.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol,veh/h 0 139 32 45 159 1 59 1 41 3 2 4
Future Vol,veh/h 0 139 32 45 159 1 59 1 41 3 2 4
Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 1 1 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized None - - None - - None - - None
Storage Length
Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 -
Grade, % 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 0 3 2 1 3 0 3 0 0 0 0 0
Mvmt Flow 0 162 37 52 185 1 69 1 48 3 2 5
Major/Minor Majorl Major2 Minorl Minor2
Conflicting Flow All 186 0 0 199 0 0 474 471 182 496 489 186
Stage 1 181 181 - 290 290 -
Stage 2 293 290 - 206 199 -
Critical Hdwy 4.1 - - 4.11 - - 7.13 6.5 6.2 7.1 6.5 6.2
Critical Hdwy Stg 1 6.13 5.5 - 6.1 5.5 -
Critical Hdwy Stg 2 6.13 5.5 - 6.1 5.5 -
Follow-up Hdwy 2.2 - - 2.209 - - 3.527 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1401 - - 1379 - - 499 494 866 487 482 861
Stage 1 818 754 - 722 676 -
Stage 2 713 676 - 801 740 -
Platoon blocked, %
Mov Cap-1 Maneuver 1401 - - 1379 - - 479 473 865 444 462 861
Mov Cap-2 Maneuver - - - - - - 479 473 - 444 462 -
Stage 1 818 754 - 722 648 -
Stage 2 677 648 - 755 740 -
Approach EB WB NB SB
HCM Control Delay,s 0 1.7 12.7 11.4
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity(veh/h) 585 1401 - - 1379 - - 572
HCM Lane V/C Ratio 0.201 - - - 0.038 - - 0.018
HCM Control Delay(s) 12.7 0 - - 7.7 0 - 11.4
HCM Lane LOS B A - - A A - B
HCM 95th %tile Q(veh) 0.7 0 - - 0.1 - - 0.1
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th AWSC
400: Excelsior Ave & Veterans Way 2030 No-Build AM Peak Hour Conditions
Intersection
Intersection Delay,s/veh 9.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 44
Traffic Vol,veh/h 158 25 0 0 24 41 1 1 0 19 0 180
Future Vol,veh/h 158 25 0 0 24 41 1 1 0 19 0 180
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81
Heavy Vehicles, % 4 0 0 0 0 13 0 0 0 18 0 4
Mvmt Flow 195 31 0 0 30 51 1 1 0 23 0 222
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.9 7.9 8.1 9.3
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, %50% 86% 0% 10%
Vol Thru, % 50% 14% 37% 0%
Vol Right, %0% 0% 63% 90%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 2 183 65 199
LT Vol 1 158 0 19
Through Vol 1 25 24 0
RT Vol 0 0 41 180
Lane Flow Rate 2 226 80 246
Geometry Grp 1 1 1 1
Degree of Util(X)0.003 0.301 0.097 0.301
Departure Headway(Hd)5.027 4.798 4.366 4.416
Convergence,Y/N Yes Yes Yes Yes
Cap 710 748 819 813
Service Time 3.072 2.831 2.404 2.444
HCM Lane V/C Ratio 0.003 0.302 0.098 0.303
HCM Control Delay 8.1 9.9 7.9 9.3
HCM Lane LOS A A A A
HCM 95th-tile Q 0 1.3 0.3 1.3
Excelsior Park Traffic Study Synchro 10 Report
Lanes, Volumes, Timings
500: Veterans Way/Gick Rd & Route 50 2030 No-Build AM Peak Hour Conditions
I
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 11
Traffic Volume(vph) 21 706 11 97 953 59 11 20 169 227 91 67
Future Volume(vph) 21 706 11 97 953 59 11 20 169 227 91 67
Satd. Flow(prot)1678 3349 0 1711 3390 0 0 1591 0 0 1703 0
Flt Permitted 0.950 0.950 0.972 0.653
Satd. Flow(perm) 1678 3349 0 1711 3390 0 0 1551 0 0 1145 0
Satd. Flow(RTOR) 1 5 179 9
Confl. Peds.(#/hr) 4 4
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles(%) 4% 4% 4% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Shared Lane Traffic(%)
Lane Group Flow(vph) 22 763 0 103 1077 0 0 213 0 0 409 0
Turn Type Prot NA Prot NA Perm NA pm+pt NA
Protected Phases 5 2 1 6 4 3 8
Permitted Phases 4 8
Total Split(s) 20.0 62.0 20.0 62.0 35.0 35.0 23.0 58.0
Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0
Act Effct Green (s) 10.1 43.7 12.6 52.8 50.6 50.6
Actuated g/C Ratio 0.08 0.36 0.10 0.43 0.41 0.41
v/c Ratio 0.16 0.64 0.59 0.73 0.28 0.85
Control Delay 58.9 35.9 67.8 34.0 6.7 50.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 58.9 35.9 67.8 34.0 6.7 50.6
LOS E D E C A D
Approach Delay 36.5 37.0 6.7 50.6
Approach LOS D D A D
Queue Length 50th(ft) 17 270 79 413 15 275
Queue Length 95th(ft) 48 344 149 498 72 535
Internal Link Dist(ft) 668 783 627 280
Turn Bay Length (ft) 100 100
Base Capacity(vph) 207 1575 211 1597 748 505
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.11 0.48 0.49 0.67 0.28 0.81
Intersection Summary 111101.11111.11.1111111111111111
Cycle Length: 140
Actuated Cycle Length: 122
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.85
Intersection Signal Delay:36.5 Intersection LOS: D
Intersection Capacity Utilization 103.3% ICU Level of Service G
Analysis Period(min) 15
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 500:Veterans Way/Gick Rd&Route 50
N_ amu, I C.4 3
20s 152s 3,335syir
fir 0.E.
Lanes, Volumes, Timings
100: East Ave & Excelsior Ave 2030 Build Condition AMPeak Hour
I
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume(vph) 41 192 12 114 266 32 21 133 110 22 57 38
Future Volume(vph) 41 192 12 114 266 32 21 133 110 22 57 38
Satd. Flow(prot)1745 1757 0 1616 1823 0 0 1916 0 0 1987 0
Flt Permitted 0.487 0.602 0.972 0.911
Satd. Flow(perm)894 1757 0 1024 1823 0 0 1869 0 0 1826 0
Satd. Flow(RTOR) 6 12 39 27
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% 3% 13% 8% 2% 7% 0% 1% 5% 4% 4% 0%
Shared Lane Traffic(%)
Lane Group Flow(vph) 48 240 0 134 351 0 0 310 0 0 138 0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 6 8 4
Permitted Phases 2 6 8 4
Total Split(s) 60.0 60.0 60.0 60.0 30.0 30.0 30.0 30.0
Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0
Act Effct Green (s) 30.0 30.0 30.0 30.0 25.0 25.0
Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.38 0.38
v/c Ratio 0.12 0.29 0.28 0.41 0.42 0.19
Control Delay 11.0 11.9 12.9 13.1 14.8 11.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.0 11.9 12.9 13.1 14.8 11.5
LOS B B B B B B
Approach Delay 11.7 13.1 14.8 11.5
Approach LOS B B B B
Queue Length 50th(ft) 10 54 31 84 75 28
Queue Length 95th(ft) 26 91 61 132 124 57
Internal Link Dist(ft) 378 594 511 433
Turn Bay Length (ft) 70 125
Base Capacity(vph) 756 1487 866 1544 742 718
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.16 0.15 0.23 0.42 0.19
Intersection Summary
Cycle Length:90
Actuated Cycle Length: 65
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.42
Intersection Signal Delay: 13.0 Intersection LOS: B
Intersection Capacity Utilization 79.2% ICU Level of Service D
Analysis Period(min) 15
Splits and Phases: 100: East Ave&Excelsior Ave
0;2,2 lir 04
60 s k 30 s 1
0.6 At0.E:
60s E 30s I
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th AWSC
200: Excelsior Ave & Marion Ave 2030 Build Condition AM Peak Hour
Intersection
Intersection Delay,s/veh 13.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 4+ r
Traffic Vol,veh/h 162 155 6 3 207 53 11 4 0 34 7 177
Future Vol,veh/h 162 155 6 3 207 53 11 4 0 34 7 177
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
Heavy Vehicles, % 3 5 0 0 5 9 40 0 0 19 33 9
Mvmt Flow 198 189 7 4 252 65 13 5 0 41 9 216
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 15.8 12.8 10.5 12.7
HCM LOS C B B B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, %73% 50% 1% 16%
Vol Thru, % 27% 48% 79% 3%
Vol Right, %0% 2% 20% 81%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 15 323 263 218
LT Vol 11 162 3 34
Through Vol 4 155 207 7
RT Vol 0 6 53 177
Lane Flow Rate 18 394 321 266
Geometry Grp 1 1 1 1
Degree of Util(X)0.037 0.587 0.466 0.417
Departure Headway(Hd)7.196 5.367 5.228 5.648
Convergence,Y/N Yes Yes Yes Yes
Cap 496 670 686 635
Service Time 5.269 3.409 3.273 3.697
HCM Lane V/C Ratio 0.036 0.588 0.468 0.419
HCM Control Delay 10.5 15.8 12.8 12.7
HCM Lane LOS B C B B
HCM 95th-tile Q 0.1 3.8 2.5 2.1
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th TWSC
300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2030 Build Condition AM Peak Hour
Intersection
Int Delay,s/veh 3.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol,veh/h 0 161 32 49 191 1 59 1 44 3 2 4
Future Vol,veh/h 0 161 32 49 191 1 59 1 44 3 2 4
Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 1 1 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized None - - None - - None - - None
Storage Length
Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 -
Grade, % 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 0 3 2 1 3 0 3 0 0 0 0 0
Mvmt Flow 0 187 37 57 222 1 69 1 51 3 2 5
Major/Minor Majorl Major2 Minorl Minor2
Conflicting Flow All 223 0 0 224 0 0 546 543 207 570 561 223
Stage 1 206 206 - 337 337 -
Stage 2 340 337 - 233 224 -
Critical Hdwy 4.1 - - 4.11 - - 7.13 6.5 6.2 7.1 6.5 6.2
Critical Hdwy Stg 1 6.13 5.5 - 6.1 5.5 -
Critical Hdwy Stg 2 6.13 5.5 - 6.1 5.5 -
Follow-up Hdwy 2.2 - - 2.209 - - 3.527 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1358 - - 1351 - - 447 450 839 435 439 822
Stage 1 794 735 - 681 645 -
Stage 2 673 645 - 775 722 -
Platoon blocked, %
Mov Cap-1 Maneuver 1358 - - 1351 - - 426 428 838 392 418 822
Mov Cap-2 Maneuver - - - - - - 426 428 - 392 418 -
Stage 1 794 735 - 681 614 -
Stage 2 635 614 - 726 722 -
Approach EB WB NB SB
HCM Control Delay,s 0 1.6 13.6 12.1
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity(veh/h) 538 1358 - - 1351 - - 520
HCM Lane V/C Ratio 0.225 - - - 0.042 - - 0.02
HCM Control Delay(s) 13.6 0 - - 7.8 0 - 12.1
HCM Lane LOS B A - - A A - B
HCM 95th %tile Q(veh) 0.9 0 - - 0.1 - - 0.1
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th AWSC
400: Excelsior Ave & Veterans Way 2030 Build Condition AM Peak Hour
Intersection
Intersection Delay,s/veh 10.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 44
Traffic Vol,veh/h 158 50 0 0 60 84 1 1 0 50 0 180
Future Vol,veh/h 158 50 0 0 60 84 1 1 0 50 0 180
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81
Heavy Vehicles, % 4 0 0 0 0 13 0 0 0 18 0 4
Mvmt Flow 195 62 0 0 74 104 1 1 0 62 0 222
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10.9 9 8.6 10.8
HCM LOS B A A B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, %50% 76% 0% 22%
Vol Thru, % 50% 24% 42% 0%
Vol Right, %0% 0% 58% 78%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 2 208 144 230
LT Vol 1 158 0 50
Through Vol 1 50 60 0
RT Vol 0 0 84 180
Lane Flow Rate 2 257 178 284
Geometry Grp 1 1 1 1
Degree of Util(X)0.004 0.359 0.226 0.379
Departure Headway(Hd)5.436 5.033 4.586 4.811
Convergence,Y/N Yes Yes Yes Yes
Cap 651 709 777 744
Service Time 3.534 3.098 2.655 2.874
HCM Lane V/C Ratio 0.003 0.362 0.229 0.382
HCM Control Delay 8.6 10.9 9 10.8
HCM Lane LOS A B A B
HCM 95th-tile Q 0 1.6 0.9 1.8
Excelsior Park Traffic Study Synchro 10 Report
Lanes, Volumes, Timings
500: Veterans Way/Gick Rd & Route 50 2030 Build Condition AMPeak Hour
I
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 11
Traffic Volume(vph) 21 706 14 125 953 59 15 20 208 227 91 67
Future Volume(vph) 21 706 14 125 953 59 15 20 208 227 91 67
Satd. Flow(prot)1678 3345 0 1711 3390 0 0 1587 0 0 1703 0
Flt Permitted 0.950 0.950 0.965 0.614
Satd. Flow(perm) 1678 3345 0 1711 3390 0 0 1536 0 0 1077 0
Satd. Flow(RTOR) 2 5 195 9
Confl. Peds.(#/hr) 4 4
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles(%) 4% 4% 4% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Shared Lane Traffic(%)
Lane Group Flow(vph) 22 766 0 133 1077 0 0 258 0 0 409 0
Turn Type Prot NA Prot NA Perm NA pm+pt NA
Protected Phases 5 2 1 6 4 3 8
Permitted Phases 4 8
Total Split(s) 20.0 62.0 20.0 62.0 35.0 35.0 23.0 58.0
Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0
Act Effct Green (s) 10.0 43.2 13.6 53.0 53.1 53.1
Actuated g/C Ratio 0.08 0.35 0.11 0.42 0.43 0.43
v/c Ratio 0.16 0.66 0.72 0.75 0.34 0.88
Control Delay 59.0 37.8 76.0 35.1 8.2 55.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 59.0 37.8 76.0 35.1 8.2 55.3
LOS E D E D A E
Approach Delay 38.4 39.6 8.2 55.3
Approach LOS D D A E
Queue Length 50th(ft) 17 278 102 413 29 286
Queue Length 95th(ft) 48 346 206 498 99 560
Internal Link Dist(ft) 668 783 627 280
Turn Bay Length (ft) 100 100
Base Capacity(vph) 202 1531 206 1559 765 463
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.11 0.50 0.65 0.69 0.34 0.88
Intersection Summary 661111111111.1111.11
Cycle Length: 140
Actuated Cycle Length: 124.9
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.88
Intersection Signal Delay:38.6 Intersection LOS: D
Intersection Capacity Utilization 103.3% ICU Level of Service G
Analysis Period(min) 15
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 500:Veterans Way/Gick Rd&Route 50
CC'_ n 2
li.{.'-
y.3
20s 152s F 35s y3,3 ir
fir 0.E.
Lanes, Volumes, Timings
200: Excelsior Ave & Marion Ave 2030 Build Condition AM Peak Hour(with Improvements)
lI
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume(vph) 162 155 6 3 207 53 11 4 0 34 7 177
Future Volume(vph) 162 155 6 3 207 53 11 4 0 34 7 177
Satd. Flow(prot) 0 1898 0 0 1850 0 0 1565 0 0 1657 0
Flt Permitted 0.696 0.996 0.772 0.945
Satd. Flow(perm) 0 1349 0 0 1844 0 0 1252 0 0 1579 0
Satd. Flow(RTOR) 2 30 216
Confl. Peds.(#/hr) 6 6
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
Heavy Vehicles(%) 3% 5% 0% 0% 5% 9% 40% 0% 0% 19% 33% 9%
Shared Lane Traffic(%)
Lane Group Flow(vph) 0 394 0 0 321 0 0 18 0 0 266 0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 6 8 4
Permitted Phases 2 6 8 4
Total Split(s) 65.0 65.0 65.0 65.0 25.0 25.0 25.0 25.0
Total Lost Time(s) 5.0 5.0 5.0 5.0
Act Effct Green (s)30.0 30.0 10.4 10.4
Actuated g/C Ratio 0.60 0.60 0.21 0.21
v/c Ratio 0.49 0.29 0.07 0.54
Control Delay 8.6 5.4 16.8 9.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 8.6 5.4 16.8 9.5
LOS A A B A
Approach Delay 8.6 5.4 16.8 9.5
Approach LOS A A B A
Queue Length 50th(ft) 54 34 4 12
Queue Length 95th(ft) 101 63 15 50
Internal Link Dist(ft) 594 1823 127 377
Turn Bay Length (ft)
Base Capacity(vph) 1349 1844 496 757
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.29 0.17 0.04 0.35
Intersection Summary
Cycle Length:90
Actuated Cycle Length: 50.4
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.54
Intersection Signal Delay:7.9 Intersection LOS:A
Intersection Capacity Utilization 75.3% ICU Level of Service D
Analysis Period(min) 15
Splits and Phases: 200: Excelsior Ave&Marion Ave
0:2,
2 1 0-
65s 1z5s
411-
v D
665s r2Ss Ict
Excelsior Park Traffic Study Synchro 10 Report
Lanes, Volumes, Timings
500: Veterans Way/Gick Rd & Route 50 2030 Build Condition AM Peak Hour(with Improvements)
lI
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 11 iia r 43,
Traffic Volume(vph) 21 706 14 125 953 59 15 20 208 227 91 67
Future Volume(vph) 21 706 14 125 953 59 15 20 208 227 91 67
Satd. Flow(prot)1678 3345 0 1711 3390 0 0 1763 1531 0 1703 0
Flt Permitted 0.950 0.950 0.833 0.798
Satd. Flow(perm) 1678 3345 0 1711 3390 0 0 1498 1531 0 1399 0
Satd. Flow(RTOR) 2 6 221 9
Confl. Peds.(#/hr) 4 4
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles(%) 4% 4% 4% 2% 2% 2% 2% 2% 2% 2% 2% 2%
Shared Lane Traffic(%)
Lane Group Flow(vph) 22 766 0 133 1077 0 0 37 221 0 409 0
Turn Type Prot NA Prot NA Perm NA Perm pm+pt NA
Protected Phases 5 2 1 6 4 3 8
Permitted Phases 4 4 8
Total Split(s) 15.0 56.0 24.0 65.0 45.0 45.0 45.0 15.0 60.0
Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Act Effct Green (s) 10.2 42.5 13.7 56.1 37.2 37.2 37.2
Actuated g/C Ratio 0.09 0.39 0.13 0.52 0.34 0.34 0.34
v/c Ratio 0.14 0.59 0.62 0.62 0.07 0.33 0.85
Control Delay 54.6 30.2 60.7 23.8 24.8 4.7 49.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.6 30.2 60.7 23.8 24.8 4.7 49.4
LOS D C E C C A D
Approach Delay 30.9 27.8 7.6 49.4
Approach LOS C C A D
Queue Length 50th(ft) 14 207 84 224 16 0 244
Queue Length 95th(ft) 49 371 186 511 45 52 439
Internal Link Dist(ft) 668 783 627 280
Turn Bay Length (ft) 100 325
Base Capacity(vph) 157 1606 305 1915 604 749 728
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.14 0.48 0.44 0.56 0.06 0.30 0.56
Intersection Summary
Cycle Length: 140
Actuated Cycle Length: 108.7
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.85
Intersection Signal Delay:30.1 Intersection LOS: C
Intersection Capacity Utilization 90.8% ICU Level of Service E
Analysis Period(min) 15
Splits and Phases: 500:Veterans Way/Gick Rd&Route 50
24s 56 s 5.it 15 s r
15s E65 rbc. F,
Excelsior Park Traffic Study Synchro 10 Report
Lanes, Volumes, Timings
100: East Ave & Excelsior Ave 2020 Existing PM Peak Hour Conditions
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume(vph) 56 366 35 126 259 26 16 67 143 31 103 39
Future Volume(vph) 56 366 35 126 259 26 16 67 143 31 103 39
Satd. Flow(prot)1745 1792 0 1678 1857 0 0 1849 0 0 2047 0
Flt Permitted 0.539 0.418 0.976 0.919
Satd. Flow(perm)990 1792 0 736 1857 0 0 1811 0 0 1894 0
Satd. Flow(RTOR) 10 10 95 16
Confl. Peds.(#/hr) 3 3 1 9 9 1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles(%) 0% 1% 0% 4% 1% 0% 0% 1% 0% 0% 1% 0%
Shared Lane Traffic(%)
Lane Group Flow(vph) 59 422 0 133 300 0 0 239 0 0 182 0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 6 8 4
Permitted Phases 2 6 8 4
Total Split(s) 60.0 60.0 60.0 60.0 30.0 30.0 30.0 30.0
Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0
Act Effct Green (s) 30.0 30.0 30.0 30.0 25.0 25.0
Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.38 0.38
v/c Ratio 0.13 0.51 0.39 0.35 0.32 0.25
Control Delay 11.0 14.7 15.9 12.3 9.6 13.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.0 14.7 15.9 12.3 9.6 13.5
LOS B B B B A B
Approach Delay 14.2 13.4 9.6 13.5
Approach LOS B B A B
Queue Length 50th(ft) 13 108 33 69 37 43
Queue Length 95th(ft) 32 181 75 120 82 83
Internal Link Dist(ft) 378 594 511 433
Turn Bay Length (ft) 70 125
Base Capacity(vph) 837 1517 622 1572 755 738
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.07 0.28 0.21 0.19 0.32 0.25
Intersection Summary 11111011.11111.1111.11111111111111
Cycle Length:90
Actuated Cycle Length: 65
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.51
Intersection Signal Delay: 13.0 Intersection LOS: B
Intersection Capacity Utilization 80.1% ICU Level of Service D
Analysis Period(min) 15
Splits and Phases: 100: East Ave&Excelsior Ave
0;2,2 illr 0
60s fiViCis
Iry
60s Kis•s Ict
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th AWSC
200: Excelsior Ave & Marion Ave 2020 Existing PM Peak Hour Conditions
Intersection
Intersection Delay,s/veh 21.6
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 614
Traffic Vol,veh/h 255 233 36 8 154 56 20 12 24 57 8 183
Future Vol,veh/h 255 233 36 8 154 56 20 12 24 57 8 183
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 0 2 0 0 3 0 0 0 0 0 0 0
Mvmt Flow 277 253 39 9 167 61 22 13 26 62 9 199
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 30.7 12.1 10.4 13.2
HCM LOS D B B B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, %36% 49% 4% 23%
Vol Thru, % 21% 44% 71% 3%
Vol Right, % 43% 7% 26% 74%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 56 524 218 248
LT Vol 20 255 8 57
Through Vol 12 233 154 8
RT Vol 24 36 56 183
Lane Flow Rate 61 570 237 270
Geometry Grp 1 1 1 1
Degree of Util(X)0.112 0.845 0.371 0.432
Departure Headway(Hd)6.595 5.341 5.642 5.765
Convergence,Y/N Yes Yes Yes Yes
Cap 547 672 633 620
Service Time 4.595 3.404 3.727 3.848
HCM Lane V/C Ratio 0.112 0.848 0.374 0.435
HCM Control Delay 10.4 30.7 12.1 13.2
HCM Lane LOS B D B B
HCM 95th-tile Q 0.4 9.4 1.7 2.2
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th TWSC
300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2020 Existing PM Peak Hour Conditions
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 0 257 58 31 176 0 42 1 40 0 0 2
Future Vol,veh/h 0 257 58 31 176 0 42 1 40 0 0 2
Conflicting Peds,#/hr 1 0 0 0 0 1 0 0 1 0 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized None - - None - - None - - None
Storage Length
Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 -
Grade, % 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 0 1 0 0 2 0 0 0 0 0 0 0
Mvmt Flow 0 271 61 33 185 0 44 1 42 0 0 2
Major/Minor Majorl Major2 Minorl Minor2
Conflicting Flow All 186 0 0 332 0 0 555 554 303 576 584 187
Stage 1 302 302 - 252 252 -
Stage 2 253 252 - 324 332 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
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 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1401 - - 1239 - - 445 443 741 431 426 860
Stage 1 712 668 - 757 702 -
Stage 2 756 702 - 692 648 -
Platoon blocked, %
Mov Cap-1 Maneuver 1400 - - 1239 - - 433 429 740 396 413 858
Mov Cap-2 Maneuver - - - - - - 433 429 - 396 413 -
Stage 1 712 668 - 756 680 -
Stage 2 731 680 - 651 648 -
Approach EB WB NB SB
HCM Control Delay,s 0 1.2 12.9 9.2
HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity(veh/h) 541 1400 - - 1239 - - 858
HCM Lane V/C Ratio 0.161 - - - 0.026 - - 0.002
HCM Control Delay(s) 12.9 0 - - 8 0 - 9.2
HCM Lane LOS B A - - A A - A
HCM 95th %tile Q(veh) 0.6 0 - - 0.1 - - 0
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th AWSC
400: Excelsior Ave & Veterans Way 2020 Existing PM Peak Hour Conditions
Intersection
Intersection Delay,s/veh 10.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 614
Traffic Vol,veh/h 248 49 0 0 42 31 2 2 0 48 0 163
Future Vol,veh/h 248 49 0 0 42 31 2 2 0 48 0 163
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Heavy Vehicles, % 1 0 0 0 5 0 0 0 0 3 0 2
Mvmt Flow 273 54 0 0 46 34 2 2 0 53 0 179
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 11.3 8.3 8.4 9.4
HCM LOS B A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, %50% 84% 0% 23%
Vol Thru, % 50% 16% 58% 0%
Vol Right, %0% 0% 42% 77%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 4 297 73 211
LT Vol 2 248 0 48
Through Vol 2 49 42 0
RT Vol 0 0 31 163
Lane Flow Rate 4 326 80 232
Geometry Grp 1 1 1 1
Degree of Util(X)0.006 0.428 0.104 0.29
Departure Headway(Hd)5.273 4.722 4.667 4.51
Convergence,Y/N Yes Yes Yes Yes
Cap 675 760 764 795
Service Time 3.334 2.764 2.72 2.548
HCM Lane V/C Ratio 0.006 0.429 0.105 0.292
HCM Control Delay 8.4 11.3 8.3 9.4
HCM Lane LOS A B A A
HCM 95th-tile Q 0 2.2 0.3 1.2
Excelsior Park Traffic Study Synchro 10 Report
Lanes, Volumes, Timings
500: Veterans Way/Gick Rd & Route 50 2020 Existing PM Peak Hour Conditions
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 11 li
Traffic Volume(vph) 38 1108 14 147 937 138 12 60 209 90 50 50
Future Volume(vph) 38 1108 14 147 937 138 12 60 209 90 50 50
Satd. Flow(prot)1728 3448 0 1728 3389 0 0 1633 0 0 1705 0
Flt Permitted 0.950 0.950 0.984 0.582
Satd. Flow(perm) 1728 3448 0 1728 3389 0 0 1610 0 0 1016 0
Satd. Flow(RTOR) 1 14 95 15
Confl. Peds.(#/hr) 3 3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Shared Lane Traffic(%)
Lane Group Flow(vph) 40 1181 0 155 1131 0 0 296 0 0 201 0
Turn Type Prot NA Prot NA Perm NA pm+pt NA
Protected Phases 5 2 1 6 4 3 8
Permitted Phases 4 8
Total Split(s) 20.0 62.0 20.0 62.0 35.0 35.0 23.0 58.0
Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0
Act Effct Green (s) 10.5 45.1 14.1 55.5 33.1 33.1
Actuated g/C Ratio 0.10 0.42 0.13 0.52 0.31 0.31
v/c Ratio 0.24 0.82 0.69 0.64 0.53 0.62
Control Delay 54.0 34.0 63.3 23.3 24.5 39.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.0 34.0 63.3 23.3 24.5 39.7
LOS D C E C C D
Approach Delay 34.6 28.1 24.5 39.7
Approach LOS C C C D
Queue Length 50th(ft) 24 346 92 292 105 102
Queue Length 95th(ft) 73 565 252 504 221 216
Internal Link Dist(ft) 668 783 627 280
Turn Bay Length (ft) 100 100
Base Capacity(vph) 246 1864 246 1870 583 518
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.16 0.63 0.63 0.60 0.51 0.39
Intersection Summary
Cycle Length: 140
Actuated Cycle Length: 107.5
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.82
Intersection Signal Delay:31.2 Intersection LOS: C
Intersection Capacity Utilization 103.3% ICU Level of Service G
Analysis Period(min) 15
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 500:Veterans Way/Gick Rd&Route 50
CC'_
li.
C.4 y.3
20s 152s F¢35s 23s ir
fir Cv
Lanes, Volumes, Timings
100: East Ave & Excelsior Ave 2030 No-Build PM Peak Hour Conditions
I
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume(vph) 62 411 39 140 293 29 18 74 161 35 114 43
Future Volume(vph) 62 411 39 140 293 29 18 74 161 35 114 43
Satd. Flow(prot)1745 1792 0 1678 1857 0 0 1846 0 0 2047 0
Flt Permitted 0.499 0.369 0.973 0.911
Satd. Flow(perm)916 1792 0 650 1857 0 0 1804 0 0 1878 0
Satd. Flow(RTOR) 10 10 96 16
Confl. Peds.(#/hr) 3 3 1 9 9 1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles(%) 0% 1% 0% 4% 1% 0% 0% 1% 0% 0% 1% 0%
Shared Lane Traffic(%)
Lane Group Flow(vph) 65 474 0 147 339 0 0 266 0 0 202 0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 6 8 4
Permitted Phases 2 6 8 4
Total Split(s) 60.0 60.0 60.0 60.0 30.0 30.0 30.0 30.0
Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0
Act Effct Green (s) 30.0 30.0 30.0 30.0 25.0 25.0
Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.38 0.38
v/c Ratio 0.15 0.57 0.49 0.39 0.35 0.28
Control Delay 11.4 15.8 19.2 12.9 10.5 13.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.4 15.8 19.2 12.9 10.5 13.9
LOS B B B B B B
Approach Delay 15.3 14.8 10.5 13.9
Approach LOS B B B B
Queue Length 50th(ft) 14 127 38 81 44 49
Queue Length 95th(ft) 36 210 91 138 94 92
Internal Link Dist(ft) 378 594 511 433
Turn Bay Length (ft) 70 125
Base Capacity(vph) 775 1517 550 1572 752 732
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.31 0.27 0.22 0.35 0.28
Intersection Summary 11111116
Cycle Length:90
Actuated Cycle Length: 65
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.57
Intersection Signal Delay: 14.1 Intersection LOS: B
Intersection Capacity Utilization 82.2% ICU Level of Service E
Analysis Period(min) 15
Splits and Phases: 100: East Ave&Excelsior Ave
0;2,2 illr 0
60s fiViCis
Iry
60s Kis•s Ict
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th AWSC
200: Excelsior Ave & Marion Ave 2030 No-Build PM Peak Hour Conditions
Intersection
Intersection Delay,s/veh 36.9
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 614
Traffic Vol,veh/h 282 267 40 9 180 64 22 13 27 65 9 202
Future Vol,veh/h 282 267 40 9 180 64 22 13 27 65 9 202
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 0 2 0 0 3 0 0 0 0 0 0 0
Mvmt Flow 307 290 43 10 196 70 24 14 29 71 10 220
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 59.4 14.1 11.2 15.6
HCM LOS F B B C
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, %35% 48% 4% 24%
Vol Thru, % 21% 45% 71% 3%
Vol Right, % 44% 7% 25% 73%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 62 589 253 276
LT Vol 22 282 9 65
Through Vol 13 267 180 9
RT Vol 27 40 64 202
Lane Flow Rate 67 640 275 300
Geometry Grp 1 1 1 1
Degree of Util(X)0.132 1 0.46 0.514
Departure Headway(Hd)7.044 5.621 6.019 6.167
Convergence,Y/N Yes Yes Yes Yes
Cap 507 640 597 585
Service Time 5.107 3.718 4.064 4.198
HCM Lane V/C Ratio 0.132 1 0.461 0.513
HCM Control Delay 11.2 59.4 14.1 15.6
HCM Lane LOS B F B C
HCM 95th-tile Q 0.5 15.4 2.4 2.9
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th TWSC
300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2030 No-Build PM Peak Hour Conditions
Intersection
Int Delay,s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol,veh/h 0 292 64 34 208 0 46 1 44 0 0 2
Future Vol,veh/h 0 292 64 34 208 0 46 1 44 0 0 2
Conflicting Peds,#/hr 1 0 0 0 0 1 0 0 1 0 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized None - - None - - None - - None
Storage Length
Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 -
Grade, % 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 0 1 0 0 2 0 0 0 0 0 0 0
Mvmt Flow 0 307 67 36 219 0 48 1 46 0 0 2
Major/Minor Majorl Major2 Minorl Minor2
Conflicting Flow All 220 0 0 374 0 0 634 633 342 657 666 221
Stage 1 341 341 - 292 292 -
Stage 2 293 292 - 365 374 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
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 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1361 - - 1196 - - 395 400 705 381 383 824
Stage 1 678 642 - 720 675 -
Stage 2 719 675 - 658 621 -
Platoon blocked, %
Mov Cap-1 Maneuver 1360 - - 1196 - - 384 386 704 345 370 822
Mov Cap-2 Maneuver - - - - - - 384 386 - 345 370 -
Stage 1 678 642 - 719 651 -
Stage 2 692 651 - 613 621 -
Approach EB WB NB SB
HCM Control Delay,s 0 1.1 14.1 9.4
HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity(veh/h) 492 1360 - - 1196 - - 822
HCM Lane V/C Ratio 0.195 - - - 0.03 - - 0.003
HCM Control Delay(s) 14.1 0 - - 8.1 0 - 9.4
HCM Lane LOS B A - - A A - A
HCM 95th %tile Q(veh) 0.7 0 - - 0.1 - - 0
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th AWSC
400: Excelsior Ave & Veterans Way 2030 No-Build PM Peak Hour Conditions
Intersection
Intersection Delay,s/veh 11.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 614
Traffic Vol,veh/h 281 55 0 0 48 34 2 2 0 53 0 192
Future Vol,veh/h 281 55 0 0 48 34 2 2 0 53 0 192
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Heavy Vehicles, % 1 0 0 0 5 0 0 0 0 3 0 2
Mvmt Flow 309 60 0 0 53 37 2 2 0 58 0 211
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 12.6 8.6 8.6 10.2
HCM LOS B A A B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, %50% 84% 0% 22%
Vol Thru, % 50% 16% 59% 0%
Vol Right, %0% 0% 41% 78%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 4 336 82 245
LT Vol 2 281 0 53
Through Vol 2 55 48 0
RT Vol 0 0 34 192
Lane Flow Rate 4 369 90 269
Geometry Grp 1 1 1 1
Degree of Util(X)0.007 0.496 0.121 0.347
Departure Headway(Hd)5.484 4.838 4.84 4.642
Convergence,Y/N Yes Yes Yes Yes
Cap 646 742 733 770
Service Time 3.572 2.897 2.917 2.696
HCM Lane V/C Ratio 0.006 0.497 0.123 0.349
HCM Control Delay 8.6 12.6 8.6 10.2
HCM Lane LOS A B A B
HCM 95th-tile Q 0 2.8 0.4 1.6
Excelsior Park Traffic Study Synchro 10 Report
Lanes, Volumes, Timings
500: Veterans Way/Gick Rd & Route 50 2030 No-Build PM Peak Hour Conditions
I
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 11 I lit
Traffic Volume(vph) 42 1224 15 175 1035 152 13 66 238 99 55 55
Future Volume(vph) 42 1224 15 175 1035 152 13 66 238 99 55 55
Satd. Flow(prot)1728 3448 0 1728 3389 0 0 1632 0 0 1705 0
Flt Permitted 0.950 0.950 0.984 0.543
Satd. Flow(perm) 1728 3448 0 1728 3389 0 0 1608 0 0 948 0
Satd. Flow(RTOR) 1 14 99 15
Confl. Peds.(#/hr) 3 3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Shared Lane Traffic(%)
Lane Group Flow(vph) 44 1304 0 184 1249 0 0 334 0 0 220 0
Turn Type Prot NA Prot NA Perm NA pm+pt NA
Protected Phases 5 2 1 6 4 3 8
Permitted Phases 4 8
Total Split(s) 20.0 62.0 20.0 62.0 35.0 35.0 23.0 58.0
Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0
Act Effct Green (s) 10.6 50.8 15.3 59.1 39.4 39.4
Actuated g/C Ratio 0.09 0.42 0.13 0.49 0.33 0.33
v/c Ratio 0.29 0.90 0.84 0.75 0.57 0.69
Control Delay 62.4 43.0 85.2 30.9 27.1 45.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.4 43.0 85.2 30.9 27.1 45.4
LOS E D F C C D
Approach Delay 43.7 37.9 27.1 45.4
Approach LOS D D C D
Queue Length 50th(ft) 34 487 148 418 157 145
Queue Length 95th(ft) 79 #738 330 634 256 246
Internal Link Dist(ft) 668 783 627 280
Turn Bay Length (ft) 100 100
Base Capacity(vph) 219 1659 219 1709 600 432
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.20 0.79 0.84 0.73 0.56 0.51
Intersection Summary
Cycle Length: 140
Actuated Cycle Length: 120.8
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.90
Intersection Signal Delay:39.6 Intersection LOS: D
Intersection Capacity Utilization 105.7% ICU Level of Service G
Analysis Period(min) 15
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 500:Veterans Way/Gick Rd&Route 50
CC'_ n2
li.
C.-y.3
20s 152s 3,335syir
fir 0.E.
Lanes, Volumes, Timings
100: East Ave & Excelsior Ave 2030 Build Condition PMPeak Hour
I
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume(vph) 62 435 39 151 314 34 18 74 173 41 114 43
Future Volume(vph) 62 435 39 151 314 34 18 74 173 41 114 43
Satd. Flow(prot)1745 1794 0 1678 1855 0 0 1843 0 0 2048 0
Flt Permitted 0.471 0.346 0.974 0.893
Satd. Flow(perm)865 1794 0 609 1855 0 0 1800 0 0 1843 0
Satd. Flow(RTOR) 9 11 104 15
Confl. Peds.(#/hr) 3 3 1 9 9 1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles(%) 0% 1% 0% 4% 1% 0% 0% 1% 0% 0% 1% 0%
Shared Lane Traffic(%)
Lane Group Flow(vph) 65 499 0 159 367 0 0 279 0 0 208 0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 6 8 4
Permitted Phases 2 6 8 4
Total Split(s) 60.0 60.0 60.0 60.0 30.0 30.0 30.0 30.0
Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0
Act Effct Green (s) 30.0 30.0 30.0 30.0 25.0 25.0
Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.38 0.38
v/c Ratio 0.16 0.60 0.57 0.43 0.37 0.29
Control Delay 11.6 16.5 22.5 13.3 10.4 14.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.6 16.5 22.5 13.3 10.4 14.2
LOS B B C B B B
Approach Delay 16.0 16.1 10.4 14.2
Approach LOS B B B B
Queue Length 50th(ft) 14 136 43 89 46 51
Queue Length 95th(ft) 36 225 107 151 97 96
Internal Link Dist(ft) 378 594 511 433
Turn Bay Length (ft) 70 125
Base Capacity(vph) 731 1519 515 1571 756 718
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.09 0.33 0.31 0.23 0.37 0.29
Intersection Summary
Cycle Length:90
Actuated Cycle Length: 65
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.60
Intersection Signal Delay: 14.8 Intersection LOS: B
Intersection Capacity Utilization 85.0% ICU Level of Service E
Analysis Period(min) 15
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: East Ave&Excelsior Ave
0;2,2 illr 0
60 s fiViCi s I.
At0:3
i51 s rt 3s.s I
HCM 6th AWSC
200: Excelsior Ave & Marion Ave 2030 Build Condition PM Peak Hour
Intersection
Intersection Delay,s/veh 53.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 614
Traffic Vol,veh/h 282 309 40 9 217 69 22 13 27 71 9 202
Future Vol,veh/h 282 309 40 9 217 69 22 13 27 71 9 202
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 0 2 0 0 3 0 0 0 0 0 0 0
Mvmt Flow 307 336 43 10 236 75 24 14 29 77 10 220
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 91.1 16.6 11.8 17
HCM LOS F C B C
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, %35% 45% 3% 25%
Vol Thru, % 21% 49% 74% 3%
Vol Right, % 44% 6% 23% 72%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 62 631 295 282
LT Vol 22 282 9 71
Through Vol 13 309 217 9
RT Vol 27 40 69 202
Lane Flow Rate 67 686 321 307
Geometry Grp 1 1 1 1
Degree of Util(X)0.135 1.104 0.542 0.536
Departure Headway(Hd)7.654 5.797 6.347 6.609
Convergence,Y/N Yes Yes Yes Yes
Cap 471 624 571 549
Service Time 5.654 3.865 4.347 4.609
HCM Lane V/C Ratio 0.142 1.099 0.562 0.559
HCM Control Delay 11.8 91.1 16.6 17
HCM Lane LOS B F C C
HCM 95th-tile Q 0.5 20.4 3.2 3.2
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th TWSC
300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2030 Build Condition PM Peak Hour
Intersection
Int Delay,s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol,veh/h 0 340 64 39 250 0 46 1 50 0 0 2
Future Vol,veh/h 0 340 64 39 250 0 46 1 50 0 0 2
Conflicting Peds,#/hr 1 0 0 0 0 1 0 0 1 0 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized None - - None - - None - - None
Storage Length
Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 -
Grade, % 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 0 1 0 0 2 0 0 0 0 0 0 0
Mvmt Flow 0 358 67 41 263 0 48 1 53 0 0 2
Major/Minor Majorl Major2 Minorl Minor2
Conflicting Flow All 264 0 0 425 0 0 739 738 393 766 771 265
Stage 1 392 392 - 346 346 -
Stage 2 347 346 - 420 425 -
Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2
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 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 1312 - - 1145 - - 336 348 660 322 333 779
Stage 1 637 610 - 674 639 -
Stage 2 673 639 - 615 590 -
Platoon blocked, %
Mov Cap-1 Maneuver 1311 - - 1145 - - 324 333 659 286 319 778
Mov Cap-2 Maneuver - - - - - - 324 333 - 286 319 -
Stage 1 637 610 - 673 612 -
Stage 2 642 612 - 564 590 -
Approach EB WB NB SB
HCM Control Delay,s 0 1.1 15.7 9.6
HCM LOS C A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity(veh/h) 439 1311 - - 1145 - - 778
HCM Lane V/C Ratio 0.233 - - - 0.036 - - 0.003
HCM Control Delay(s) 15.7 0 - - 8.3 0 - 9.6
HCM Lane LOS C A - - A A - A
HCM 95th %tile Q(veh) 0.9 0 - - 0.1 - - 0
Excelsior Park Traffic Study Synchro 10 Report
HCM 6th AWSC
400: Excelsior Ave & Veterans Way 2030 Build Condition PM Peak Hour
Intersection
Intersection Delay,s/veh 14.7
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 614
Traffic Vol,veh/h 281 109 0 0 95 92 2 2 0 120 0 192
Future Vol,veh/h 281 109 0 0 95 92 2 2 0 120 0 192
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Heavy Vehicles, % 1 0 0 0 5 0 0 0 0 3 0 2
Mvmt Flow 309 120 0 0 104 101 2 2 0 132 0 211
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 17.4 10.7 9.5 13.8
HCM LOS C B A B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, %50% 72% 0% 38%
Vol Thru, % 50% 28% 51% 0%
Vol Right, %0% 0% 49% 62%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 4 390 187 312
LT Vol 2 281 0 120
Through Vol 2 109 95 0
RT Vol 0 0 92 192
Lane Flow Rate 4 429 205 343
Geometry Grp 1 1 1 1
Degree of Util(X)0.008 0.638 0.304 0.508
Departure Headway(Hd)6.374 5.36 5.33 5.339
Convergence,Y/N Yes Yes Yes Yes
Cap 559 673 674 675
Service Time 4.441 3.395 3.372 3.379
HCM Lane V/C Ratio 0.007 0.637 0.304 0.508
HCM Control Delay 9.5 17.4 10.7 13.8
HCM Lane LOS A C B B
HCM 95th-tile Q 0 4.6 1.3 2.9
Excelsior Park Traffic Study Synchro 10 Report
Lanes, Volumes, Timings
500: Veterans Way/Gick Rd & Route 50 2030 Build Condition PMPeak Hour
I
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 11 I lit
Traffic Volume(vph) 42 1224 21 236 1035 152 18 66 291 99 55 55
Future Volume(vph) 42 1224 21 236 1035 152 18 66 291 99 55 55
Satd. Flow(prot)1728 3445 0 1728 3389 0 0 1624 0 0 1705 0
Flt Permitted 0.950 0.950 0.979 0.508
Satd. Flow(perm) 1728 3445 0 1728 3389 0 0 1593 0 0 887 0
Satd. Flow(RTOR) 1 14 114 15
Confl. Peds.(#/hr) 3 3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Shared Lane Traffic(%)
Lane Group Flow(vph) 44 1310 0 248 1249 0 0 394 0 0 220 0
Turn Type Prot NA Prot NA Perm NA pm+pt NA
Protected Phases 5 2 1 6 4 3 8
Permitted Phases 4 8
Total Split(s) 20.0 62.0 20.0 62.0 35.0 35.0 23.0 58.0
Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0
Act Effct Green (s) 10.7 52.1 15.3 60.6 43.4 43.4
Actuated g/C Ratio 0.08 0.41 0.12 0.48 0.34 0.34
v/c Ratio 0.30 0.92 1.19 0.76 0.63 0.70
Control Delay 65.1 47.3 168.9 33.4 29.0 46.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.1 47.3 168.9 33.4 29.0 46.4
LOS E D F C C D
Approach Delay 47.9 55.8 29.0 46.4
Approach LOS D E C D
Queue Length 50th(ft) 38 566 281 488 203 153
Queue Length 95th(ft) 79 #745 469 634 314 254
Internal Link Dist(ft) 668 783 627 280
Turn Bay Length (ft) 100 100
Base Capacity(vph) 209 1589 209 1650 632 388
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.21 0.82 1.19 0.76 0.62 0.57
Intersection Summary 1111.11.11111111116
Cycle Length: 140
Actuated Cycle Length: 126.1
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio: 1.19
Intersection Signal Delay: 49.1 Intersection LOS: D
Intersection Capacity Utilization 109.2% ICU Level of Service H
Analysis Period(min) 15
Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Excelsior Park Traffic Study Synchro 10 Report
Lanes, Volumes, Timings
500: Veterans Way/Gick Rd & Route 50 2030 Build Condition PM Peak Hour
Splits and Phases: 500:Veterans Way/Gick Rd&Route 50
N_ I C.3
20 152s 1 35 s I 23s 1
c5 f...:
s F62 s L585 a
Excelsior Park Traffic Study Synchro 10 Report
Lanes, Volumes, Timings
200: Excelsior Ave & Marion Ave 2030 Build Condition PM Peak Hour(with Improvements)
lI
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume(vph) 282 309 40 9 217 69 22 13 27 71 9 202
Future Volume(vph) 282 309 40 9 217 69 22 13 27 71 9 202
Satd. Flow(prot) 0 1944 0 0 1902 0 0 1915 0 0 1831 0
Flt Permitted 0.724 0.980 0.794 0.893
Satd. Flow(perm) 0 1436 0 0 1868 0 0 1547 0 0 1654 0
Satd. Flow(RTOR) 8 37 29 130
Confl. Peds.(#/hr) 4 1 1 4 2 1 1 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles(%) 0% 2% 0% 0% 3% 0% 0% 0% 0% 0% 0% 0%
Shared Lane Traffic(%)
Lane Group Flow(vph) 0 686 0 0 321 0 0 67 0 0 307 0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 6 8 4
Permitted Phases 2 6 8 4
Total Split(s) 65.0 65.0 65.0 65.0 25.0 25.0 25.0 25.0
Total Lost Time(s) 5.0 5.0 5.0 5.0
Act Effct Green (s)39.0 39.0 13.5 13.5
Actuated g/C Ratio 0.62 0.62 0.21 0.21
v/c Ratio 0.77 0.27 0.19 0.67
Control Delay 15.8 5.5 17.1 22.7
Queue Delay 0.6 0.0 0.0 0.0
Total Delay 16.4 5.5 17.1 22.7
LOS B A B C
Approach Delay 16.4 5.5 17.1 22.7
Approach LOS B A B C
Queue Length 50th(ft) 144 37 10 51
Queue Length 95th(ft) 356 91 52 180
Internal Link Dist(ft) 594 1823 127 377
Turn Bay Length (ft)
Base Capacity(vph) 1299 1692 536 639
Starvation Cap Reductn 277 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.67 0.19 0.13 0.48
Intersection Summary 11111111.
Cycle Length:90
Actuated Cycle Length: 63
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.77
Intersection Signal Delay: 15.3 Intersection LOS: B
Intersection Capacity Utilization 91.9% ICU Level of Service F
Analysis Period(min) 15
Splits and Phases: 200: Excelsior Ave&Marion Ave
0:2,
2 1 0-
65s 1z5s
411-
v D
665s r2Ss Ict
Excelsior Park Traffic Study Synchro 10 Report
Lanes, Volumes, Timings
500: Veterans Way/Gick Rd & Route 50 2030 Build Condition PM Peak Hour(with Improvements)
lI
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 11 I lit 4 F 43,
Traffic Volume(vph) 42 1224 21 236 1035 152 18 66 291 99 55 55
Future Volume(vph) 42 1224 21 236 1035 152 18 66 291 99 55 55
Satd. Flow(prot)1728 3445 0 1728 3389 0 0 1798 1546 0 1705 0
Flt Permitted 0.950 0.950 0.921 0.806
Satd. Flow(perm) 1728 3445 0 1728 3389 0 0 1674 1546 0 1407 0
Satd. Flow(RTOR) 1 17 306 13
Confl. Peds.(#/hr) 3 3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Shared Lane Traffic(%)
Lane Group Flow(vph) 44 1310 0 248 1249 0 0 88 306 0 220 0
Turn Type Prot NA Prot NA Perm NA Perm pm+pt NA
Protected Phases 5 2 1 6 4 3 8
Permitted Phases 4 4 8
Total Split(s) 15.0 63.0 30.0 78.0 32.0 32.0 32.0 15.0 47.0
Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Act Effct Green (s) 10.1 51.0 21.6 66.1 28.6 28.6 28.6
Actuated g/C Ratio 0.09 0.44 0.19 0.57 0.25 0.25 0.25
v/c Ratio 0.29 0.87 0.78 0.65 0.21 0.50 0.62
Control Delay 59.9 37.2 63.6 19.6 39.3 7.3 47.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 59.9 37.2 63.6 19.6 39.3 7.3 47.3
LOS E D E B D A D
Approach Delay 37.9 26.9 14.5 47.3
Approach LOS D C B D
Queue Length 50th(ft) 32 460 179 327 55 0 146
Queue Length 95th(ft) 77 627 322 454 107 73 245
Internal Link Dist(ft) 668 783 627 280
Turn Bay Length (ft) 100 325 100
Base Capacity(vph) 150 1737 375 2157 411 610 521
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.29 0.75 0.66 0.58 0.21 0.50 0.42
Intersection Summary
Cycle Length: 140
Actuated Cycle Length: 116.4
Control Type:Actuated-Uncoordinated
Maximum v/c Ratio:0.87
Intersection Signal Delay:31.1 Intersection LOS: C
Intersection Capacity Utilization 92.0% ICU Level of Service F
Analysis Period(min) 15
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 500:Veterans Way/Gick Rd&Route 50
s
N-
f41I-1 0ire
1.5s g78 47s a
TRAFFIC SIGNAL WARRANT SUMMARY
Project: Excelsior Ave and Marion Ave Condition: 2020 Estimated Condition(w/recent development)
Location: Saratoga Springs,New York Date: October 5,2020
Major Street: Excelsior Ave Lanes: 1 Critical Approach Speed: 30 mph
Minor Street: Marion Ave Lanes: 1
Volume Level Criteria
1. Is the critical speed of major street traffic greater than 40 mph? No
2. Is the intersection in a built-up area of an isolated community with population less than 10,000? No
If either Question 1 or Question 2 is answered"Yes",then use the 70%volume level. Criteria used: 100%
WARRANT 1-EIGHT HOUR VEHICULAR VOLUME Warrant 1 Satisfied: NO
Warrant 1 is satisfied if EITHER Condition AOR Condition B is 100%satisfied.
Warrant 1 is also satisfied if BOTH Condition A AND Condition B are satisfied to the 80%volume level.
Condition 1A-Minimum Vehicular Volume Condition 1B-Interuption of Continuous Traffic Total Satisfied Hours(8 required)
X indicates that criteria is met for specified condition) (X indicates that criteria is met for specified condition) 4 0 2
Minimum Volume Criteria: 500 150 400 120 750 75 600 60 Condition Condition 80%for
Start Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. 1A 1B Both
Time Volume' Volume2
100% 100% 80% 80% 100% 100% 80% 80% Satisfied Satisfied Satisfied
12:00 AM
1:00 AM
2:00 AM
3:00 AM
4:00 AM
5:00 AM
6:00 AM 401 170 X X X X X
7:00 AM 427 176 X X X X X
8:00 AM 433 210 X X X X X
9:00 AM 383 180 X X X X
10:00 AM 426 218 X X X X X
11:00 AM 492 237 X X X X X
12:00 PM 470 183 X X X X X
1:00 PM 534 227 X X X X X X 1
2:00 PM 582 235 X X X X X X 1
3:00 PM 607 249 X X X X X X X 1 1
4:00 PM 641 233 X X X X X X X 1 1
5:00 PM 439 206 X X X X X
6:00PM 316 110 X X
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
1 Major Street Volume is the total combined volume of both mainline approaches.
2 Minor Street volumes is the highest single side street approach volume.
WARRANT 2-FOUR HOUR VEHICULAR VOLUME Warrant 2 Satisfied: NO
Warrant is satisfied if four(4)or more hours satisfy the volume requirements
depicted on the four hour warranting graph(see page 2). No.of Points Above Criteria Curve: 3
WARRANT 3-PEAK HOUR VEHICULAR VOLUME Warrant 3 Satisfied: NO
Warrant is satisfied if any hour satisfy the volume requirements depicted on the
peak hour warranting graph(see page 3),and ALL three of the following requirement are met. No.of Points Above Criteria Curve: 0
1. Total stopped time delay on Minor Street equals or exceeds 4 VHD(single lane)or 5 VHD(two lanes): n/a VHD Max. n/a
2. Volume on Minor Street equals or exceeds 100 vehicles(single lane)or 150 vehicles(two lanes): n/a
3. Total intersection volume serviced during the hour equals or exceeds 650 veh.(3-leg)or 800 veh.(4-leg or more): n/a
Criteria Source:Manual on Uniform Traffic Control Devices,2009 Page 1 of 3
r
Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume
500 -
N
N
400
s N
N
v
cv 300 -
a) 2
L Q'
a
lr sem__
100
0
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
Major Street
Total volume of both approaches, vph
Note: Points on graph represent hourly volumes. Points above the
respective curve satisfy warrant, points below do not satisfy warrant.
Criteria Source: Manual on Uniform traffic Control Devices, 2009
r
Figure 4C-3. Warrant 3, Peak Hour
600
500 -
400 -
wo
300 -
200 - •
100 -
0
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street
Total volume of both approaches,vph
Note:Points on graph represent hourly volumes. Points above the
respective curve satisfy warrant,points below do not satisfy warrant.
Criteria Source: Manual on Uniform traffic Control Devices,2009
TRAFFIC SIGNAL WARRANT SUMMARY
Project: Excelsior Ave and Marion Ave Condition: 2030 Projected No-Build Conditions
Location: Saratoga Springs,New York Date: October 5,2020
Major Street: Excelsior Ave Lanes: 1 Critical Approach Speed: 30 mph
Minor Street: Marion Ave Lanes: 1
Volume Level Criteria
1. Is the critical speed of major street traffic greater than 40 mph? No
2. Is the intersection in a built-up area of an isolated community with population less than 10,000? No
If either Question 1 or Question 2 is answered"Yes",then use the 70%volume level. Criteria used: 100%
WARRANT 1-EIGHT HOUR VEHICULAR VOLUME Warrant 1 Satisfied: NO
Warrant 1 is satisfied if EITHER Condition AOR Condition B is 100%satisfied.
Warrant 1 is also satisfied if BOTH Condition A AND Condition B are satisfied to the 80%volume level.
Condition 1A-Minimum Vehicular Volume Condition 1B-Interuption of Continuous Traffic Total Satisfied Hours(8 required)
X indicates that criteria is met for specified condition) (X indicates that criteria is met for specified condition) 6 1 4
Minimum Volume Criteria: 500 150 400 120 750 75 600 60 Condition Condition 80%for
Start Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. 1A 1B Both
Time Volume' Volume2
100% 100% 80% 80% 100% 100% 80% 80% Satisfied Satisfied Satisfied
12:00 AM
1:00 AM
2:00 AM
3:00 AM
4:00 AM
5:00 AM
6:00 AM 453 189 X X X X X
7:00 AM 483 195 X X X X X
8:00 AM 489 233 X X X X X
9:00 AM 433 200 X X X X X
10:00 AM 481 242 X X X X X
11:00 AM 556 263 X X X X X X 1
12:00 PM 531 203 X X X X X X 1
1:00 PM 603 252 X X X X X X X 1 1
2:00 PM 658 261 X X X X X X X 1 1
3:00 PM 686 276 X X X X X X X 1 1
4:00 PM 842 276 X X X X X X X X 1 1 1
5:00 PM 496 229 X X X X X
6:00 PM 357 122 X X X
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
1 Major Street Volume is the total combined volume of both mainline approaches.
2 Minor Street volumes is the highest single side street approach volume.
WARRANT 2-FOUR HOUR VEHICULAR VOLUME Warrant 2 Satisfied: YES
Warrant is satisfied if four(4)or more hours satisfy the volume requirements
depicted on the four hour warranting graph(see page 2). No.of Points Above Criteria Curve: 5
WARRANT 3-PEAK HOUR VEHICULAR VOLUME Warrant 3 Satisfied: YES
Warrant is satisfied if any hour satisfy the volume requirements depicted on the
peak hour warranting graph(see page 3),and ALL three of the following requirement are met. No.of Points Above Criteria Curve: 1
1. Total stopped time delay on Minor Street equals or exceeds 4 VHD(single lane)or 5 VHD(two lanes): 8.0 VHD Max. Yes
2. Volume on Minor Street equals or exceeds 100 vehicles(single lane)or 150 vehicles(two lanes): If TWSC Yes
3. Total intersection volume serviced during the hour equals or exceeds 650 veh.(3-leg)or 800 veh.(4-leg or more): Yes
Criteria Source:Manual on Uniform Traffic Control Devices,2009 Page 1 of 3
r
Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume
500 -
N
N
400
s N
N
ccv300 -
a) 222Q.
LO N 4
C
ft.``
lr sem__
100 -
0
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
Major Street
Total volume of both approaches, vph
Note: Points on graph represent hourly volumes. Points above the
respective curve satisfy warrant, points below do not satisfy warrant.
Criteria Source: Manual on Uniform traffic Control Devices, 2009
r
Figure 4C-3. Warrant 3, Peak Hour
600
500 -
400 -
wo
300 -
c E
200 - • .
sS z-------- a
100 -
0
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street
Total volume of both approaches,vph
Note:Points on graph represent hourly volumes. Points above the
respective curve satisfy warrant,points below do not satisfy warrant.
Criteria Source: Manual on Uniform traffic Control Devices,2009
TRAFFIC SIGNAL WARRANT SUMMARY
Project: Excelsior Ave and Marion Ave Condition: 2030 Projected Build Conditions
Location: Saratoga Springs,New York Date: October 5,2020
Major Street: Excelsior Ave Lanes: 1 Critical Approach Speed: 30 mph
Minor Street: Marion Ave Lanes: 1
Volume Level Criteria
1. Is the critical speed of major street traffic greater than 40 mph? No
2. Is the intersection in a built-up area of an isolated community with population less than 10,000? No
If either Question 1 or Question 2 is answered"Yes",then use the 70%volume level. Criteria used: 100%
WARRANT 1-EIGHT HOUR VEHICULAR VOLUME Warrant 1 Satisfied: YES
Warrant 1 is satisfied if EITHER Condition AOR Condition B is 100%satisfied.
Warrant 1 is also satisfied if BOTH Condition A AND Condition B are satisfied to the 80%volume level.
Condition 1A-Minimum Vehicular Volume Condition 1B-Interuption of Continuous Traffic Total Satisfied Hours(8 required)
X indicates that criteria is met for specified condition) (X indicates that criteria is met for specified condition) 10 2 5
Minimum Volume Criteria: 500 150 400 120 750 75 600 60 Condition Condition 80%for
Start Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. 1A 1B Both
Time Volume' Volume2
100% 100% 80% 80% 100% 100% 80% 80% Satisfied Satisfied Satisfied
12:00 AM
1:00 AM
2:00 AM
3:00 AM
4:00 AM
5:00 AM
6:00 AM 498 193 X X X X X
7:00 AM 531 199 X X X X X X 1
8:00 AM 538 238 X X X X X X 1
9:00 AM 476 204 X X X X X
10:00 AM 529 247 X X X X X X 1
11:00 AM 612 268 X X X X X X X 1 1
12:00 PM 584 207 X X X X X X 1
1:00 PM 663 257 X X X X X X X 1 1
2:00 PM 724 266 X X X X X X X 1 1
3:00 PM 755 282 X X X X X X X X 1 1 1
4:00 PM 926 282 X X X X X X X X 1 1 1
5:00 PM 546 234 X X X X X X 1
6:00 PM 393 124 X X X
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
1 Major Street Volume is the total combined volume of both mainline approaches.
2 Minor Street volumes is the highest single side street approach volume.
WARRANT 2-FOUR HOUR VEHICULAR VOLUME Warrant 2 Satisfied: YES
Warrant is satisfied if four(4)or more hours satisfy the volume requirements
depicted on the four hour warranting graph(see page 2). No.of Points Above Criteria Curve: 5
WARRANT 3-PEAK HOUR VEHICULAR VOLUME Warrant 3 Satisfied: YES
Warrant is satisfied if any hour satisfy the volume requirements depicted on the
peak hour warranting graph(see page 3),and ALL three of the following requirement are met. No.of Points Above Criteria Curve: 1
1. Total stopped time delay on Minor Street equals or exceeds 4 VHD(single lane)or 5 VHD(two lanes): 16.2 VHD Max. Yes
2. Volume on Minor Street equals or exceeds 100 vehicles(single lane)or 150 vehicles(two lanes): If TWSC Yes
3. Total intersection volume serviced during the hour equals or exceeds 650 veh.(3-leg)or 800 veh.(4-leg or more): Yes
Criteria Source:Manual on Uniform Traffic Control Devices,2009 Page 1 of 3
r
Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume
500 -
N
N
400
s N
c-
uv
cv300 -
N O
a i'...
a
100 -
0
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
Major Street
Total volume of both approaches, vph
Note: Points on graph represent hourly volumes. Points above the
respective curve satisfy warrant, points below do not satisfy warrant.
Criteria Source: Manual on Uniform traffic Control Devices, 2009
r
Figure 4C-3. Warrant 3, Peak Hour
600
500 -
400 -
wo
Q- 300 -
200 - + •
100 -
0
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street
Total volume of both approaches,vph
Note:Points on graph represent hourly volumes. Points above the
respective curve satisfy warrant,points below do not satisfy warrant.
Criteria Source: Manual on Uniform traffic Control Devices,2009
GPI
Many Talents One Firm
in o 11 o WI
gpinet.com
PO Box 3207
Saratoga Springs | NY | 12866
518.504.7767 | greenspringscapitalgroup.com
Development |Property Management | Short Term Rentals | Brokerage
August 21, 2023
Reference: Area Variance Application – Green Springs Capital Group LLC
Dear Zoning Board of Appeals:
Please accept the attached financial summary for the prospective project at 182 Excelsior Ave in Saratoga Springs
NY. In support for the density variance request of 10 additional units on the subdivided parcel and at the request of
city staff we have prepared this financial summary.
Section A of the summary shows that the condominium portion of the project is most likely a break-even
investment. Due to the complicated nature of relocating and renovating the old structures there is a great deal of
risk associated with preserving these buildings. Despite that risk we have agreed to retain and renovate critical
portions of the buildings at the suggestion of city officials and the local preservation foundation. Please reference
the working agreement published by Susan Barden in the city’s planning department for details. This agreement
aligns with the overwhelming majority of the items included in the Design Review Boards advisory opinion but we
are unable to incorporate 100% of their recommendations as they will serve to place even more financial stress on
this portion of the project causing almost certain monetary loss.
Section B summarizes the apartment portion of the development. This section shows the total costs and projected
returns based on the lending requirements of local banks. The key component to review here is the debt service
coverage ratio (DSCR) which is highlighted in the attached letter from the Bank of Greene County who is our
preferred lender on this project. The DSCR is a metric used by lenders to ensure a property will generate enough
income to cover its expenses.
Our projections show that the project does not meet the DSCR of 1.2 required by lenders with any less than 36
apartments. Please keep in mind that we desire to keep rents attainable. Originally, we scheduled rents at
$2495/month per apartment, but with the additional risk and requirements that have been added over time we
have increased rents to $2595/month per apartment. Any further expense added to this project will cause us to
adopt market rate rents and lose the attainable element we are seeking.
The added density solves our DSCR problem because cost per apartment declines as density increases via
efficiencies of scale while revenue simultaneously increases with each additional apartment added. The
combination of reduced cost per unit and additional revenue per unit results in a projected DSCR of 1.2 with 36
units of density. A lower density configuration would not be eligible for bank financing and the project would not
be able to move forward.
PO Box 3207
Saratoga Springs | NY | 12866
518.504.7767 | greenspringscapitalgroup.com
Development |Property Management | Short Term Rentals | Brokerage
We thank you for your time and consideration in evaluating our variance request and ask that zoning board of
appeals approve our density variance so we may move forward and make this truly unique project a reality.
Sincerely,
Brian Green, Principal
Green Springs Capital Group LLC
PO Box 3207
Saratoga Springs NY 12866
O: 518-504-7767 ext. 3
C: 518-810-2895
brian@greenspringscapitalgroup.com
Section A
Scenarios Worst Case Most Likely Best Case
Condos 6 6 6
Condo Projected Sale Price $450,000 $500,000 $550,000
Total Projected Sales $2,700,000 $3,000,000 $3,300,000
Total Cost $3,009,037 $2,995,354 $2,981,670
Net Sale Proceeds -$309,037 $4,647 $318,330
Return on Investment (ROI)-10%0%11%
Section B
Apartments
Total Apatments 26 31 36
Apartment Hard Cost per Unit $258,500 $246,750 $235,000
Apartment Soft Cost per Unit $41,800 $39,900 $38,000
Apartment Rental Rate $2,595 $2,595 $2,595
Apartment Loan Rate 6.50%6.50%6.50%
Apartment Loan Amortization 25 25 25
Bank Loan To Value 75%75%75%
Apartment Vacancy 5%5%5%
Apartment Operating Expense Ratio 25%25%25%
Cash Flow
Total Cost $8,847,800 $9,926,150 $10,868,000
Amount Financed - Lender $6,635,850 $7,444,613 $8,151,000
Amount Invested - Green Springs $2,211,950 $2,481,538 $2,717,000
Gross Potential Rents $809,640 $965,340 $1,121,040
Vacancy ($40,482)($48,267)($56,052)
Net Rental Income $769,158 $917,073 $1,064,988
Operating Expenses ($192,290)($229,268)($266,247)
Net Operating Income $576,869 $687,805 $798,741
Debt Service ($544,017)($610,320)($668,231)
Excess Cash Flow $32,852 $77,484 $130,510
Cash on Cash Return (COC)1.49%3.12%4.80%
Debt Service Coverage Ratio 1.06 1.13 1.20
Bank Minimum Requiremenet is 1.20
Stormwater Management
The project area and associated soil disturbance is expected to be greater than one (1) acre, and therefore
is subject to the “New York State Department of Environmental Conserva&on (NYSDEC) State Pollu&on
Discharge Elimina&on System (SPDES) General Permit for Stormwater Discharges from Construc&on
Ac&vity,” GP-0-20-001, effec&ve January 29, 2020 through January 28, 2025.
The project will be designed utilizing the criteria outlined in Chapters 4, 6, and 9 of the New York State
Storm Water Management Design Manual (NYSSMDM). Storm water pollution controls planned include
bioretention areas to address water quality and underground detention to address water quantity.
The storm water pollution controls described above will treat 100% of the water quality volume (WQv)
for new development areas (new impervious) and a minimum of 25% of the WQv for the redevelopment
impervious areas.
Pre- and post-development surface runoff rates will be evaluated for the 1, 10, and 100-year 24-hour
storm event. Comparison of pre- and post-development watershed conditions will demonstrate that the
peak rate of runoff from the entire site will not increase when compared to the pre-development
condition for all storm scenarios. Therefore, the project will not have an adverse impact on the adjacent
and downstream properties or receiving water courses.
The post-construc&on storm water management prac&ce(s) will be owned by the applicant. Policies and
procedures will be put in place to ensure opera&on and maintenance of the prac&ce(s) in accordance
with the NYSSWDM and associated regula&ons.
Zoning Analysis Table Lot 1
Zoning Criteria Allowed Proposed
Maximum Building Coverage 40% (32,095 SF) 18% (14,492 SF)
Maximum Impervious Surface 75% (60,179 SF) 51% (40,921 SF)