HomeMy WebLinkAbout20230233 Station Lane Site Plan VHB Response to Comments 2025 01 07
Engineers Scientists Planners Designers
100 Great Oaks Boulevard, Suite 118, Albany, New York 12203
P 518.389.3600 F 518.452.0324 www.vhb.com
January 7, 2025
Ref: 20406.00
Mr. Michael Vaillant, PE
Lansing Engineering
2452 State Route 9, Suite 301
Malta, NY 12020
Re: Responses to Comments, Faden-West Avenue at Station Lane, Technical Review #2, City of Saratoga
Springs, NY
Dear Mr. Vaillant:
VHB Engineering, Surveying, Landscape Architecture and Geology, PC (VHB) is in receipt of the Technical Review #2
from Creighton Manning Engineering, LLP dated February 14, 2024 for the proposed Faden-West Avenue Mixed
Use development located on Station Lane in the City of Saratoga Springs, New York. Below is a summary of the
traffic related comments and our responses.
Comment 1: A crash assessment should be conducted at the West Avenue/Station Lane intersection to determine if
there are any existing crash patterns.
Response: Crash data for the West Avenue at Station Lane intersection was obtained from NYSDOT for the latest
three-year period prior to the onset of the Covid pandemic from March 1, 2017, to February 28, 2020.
Review of the data shows that during the three-year period, a total of seven crashes occurred at the study intersection.
Table 1 summarizes the intersection crashes. Detailed crash data is attached to this letter.
Table 1 Summary of Three-Year Crash History
Intersection Total Crashes
Severity
Fatal INJ 1 PDO 2 NR 3
West Avenue at Station Lane 7 0 4 2 1
Source: NYSDOT crash data dated March 2017 through February 2020. 1 Personal Injury 2 Property Damage Only
3 Non-Reportable (no injury and less than $1,000 in property damage)
As shown in Table 1, of the seven total intersection crashes, there were four injury crashes, two property-damage
crashes, and one non-reportable crash. There were no fatalities reported in the three-year study period. The following
is noted regarding the crashes at the West Avenue at Station Lane intersection:
There were three rear-end crashes due to following too closely and driver inattention.
Mr. Michael Vaillant, PE Ref: 20406.00
January 7, 2025
Page 2
\\vhb.com\gbl\proj\Albany\20406.00 Lansing Faden Saratoga\docs\letters\February 2024 Comment Response\20406.00 Comment Response.docx
There were three “other” crashes including a collision with a sign post, a collision with a tree, and a collision with
another motor vehicle. These crashes were due to slippery pavement, following too closely, driver inattention and
unknown causes.
There was a single overtaking crash due to driver inattention.
The level of crashes experienced during the three-year period equates to approximately 2.5 crashes annually. The
introduction of traffic due to the development of the project site is not expected to significantly impact the surrounding
roadways.
Comment 2: It is noted that the 100-trip threshold provided by ITE is a general guideline and that a more detailed
analysis can be requested based on engineering judgement in jurisdictions with more densely populated areas
where a capacity deficiency may exist. It is acknowledged that turning movement counts were conducted at the
study area intersections as requested during the AM and PM peak hours; however, the signalized intersections on
West Avenue at Washington Street and Church Street were not provided during the Saturday peak hour. That being
said, it is apparent that the PM peak hour represents worst-case conditions at these intersections and that a more
detailed assessment of the Saturday peak hour to observe traffic queueing is not necessary. See response to
Comment 3.
Response: Comment noted - no response is required.
Comment 3: Based on the results presented in the Tables included in the December 29, 2023 letter, the SimTraffic
models indicate that queuing on West Avenue will not extend back from the signalized Church Street and
Washington Street intersections and block/impact operations of unsignalized Station Lane intersection. That being said, the PM peak hour level of service analysis indicates that the eastbound Station Lane approach will increase
from LOS C (16.1 seconds) during No-Build conditions to LOS D (33.6 seconds) after build-out of the proposed
development. That is an approximate 110% increase in vehicle delay on the eastbound Station Lane approach. In
addition, the City of Saratoga Springs typically requests that traffic volumes include a seasonal factor if done during
off peak conditions. It is anticipated that vehicle delay in the study area and on Station Lane would increase if
mainline traffic was factored up to June or even average conditions. Table A provides a traffic volume comparison
on Station Lane based on the figures included in the December 29, 2023 letter.
Table A – Station Lane Traffic Volume Comparison
West
Avenue/Station Lane Intersection
Existing No-Build Build
No-Build
Traffic Volumes
Increase from
Existing Total (%)
Build Traffic
Volumes
Increase from
No-Build Total (%)
Station Lane EB
AM Peak Hour 9 102 93 (1,033%) 129 27 (26%)
PM Peak Hour 17 76 59 (347%) 133 57 (75%)
Saturday Peak Hour 32 102 70 (218%) 174 72 (71%)
Mr. Michael Vaillant, PE Ref: 20406.00
January 7, 2025
Page 3
\\vhb.com\gbl\proj\Albany\20406.00 Lansing Faden Saratoga\docs\letters\February 2024 Comment Response\20406.00 Comment Response.docx
Table A indicates that traffic on Station Lane will increase between Existing and No-Build conditions and again
between No-Build and Build conditions. The total traffic volume increase with all known developments will be well
above the 100-trip threshold on the eastbound approach which confirms that a detailed assessment should be
conducted at this intersection to determine impacts associated with multiple developments. Traffic improvements
are typically considered to mitigate impacts associated with build-out of a development. As noted above, the
construction of the proposed project will cause a level of service degradation on the eastbound Station Lane
approach (LOS C to LOS D) during the PM peak hour. Would the construction of a separate eastbound right turn
lane mitigate delay for the total combined approach? This geometric improvement would allow vehicles turning
right from Station Lane to avoid vehicles waiting to make a left-turn onto West Avenue and should be considered
to mitigate overall vehicle approach delay. It is noted that the approved Station Park Mixed-Use Development agreed to conduct a Monitoring and Mitigation Implementation Plan (MMIP) assessment approximately two years
after full build-out of this project in order to ensure that adequate operations would be provided in the project area. One of these improvements included the possible installation of a traffic signal at the West Avenue/Station Lane intersection. This suggests that a previous review of development in the project area had already identified
potential impacts to this study area intersection. It is noted that the construction of a separate eastbound right-turn lane on Station Lane could reduce the need for a traffic signal on West Avenue. The installation of a traffic signal
would introduce additional delay to the general public traveling on West Avenue.
Response: As requested, the West Avenue at Station Lane intersection was reevaluated with separate left-turn and
right-turn lanes on the eastbound approach. Tables 2, 3, and 4 illustrate the average vehicle delay and vehicle queues
at the intersection for the 2025 Build conditions with and without the additional lane on Station Lane.
Table 2 Weekday AM Peak Hour Delay and Queueing by Lane Group (SimTraffic)
Location/Movement 2025 Build 2025 Build Mitigation
Delay a Queue (ft) Delay Queue (ft)
50th 95th 50th 95th
West Avenue at Station Lane
Station Lane EB LR/L* 11.7 53 93 13.1 40 68
Station Lane EB R -- -- -- 4.1 29 65
West Avenue NB L 1.2 7 29 1.3 8 30
NB, SB, EB, WB = Northbound, Southbound, Eastbound, and Westbound intersection approaches L, T, R = Left-turn, Through, and Right-turn movements a Average total delay in seconds per vehicle -- Not Applicable *Build/Build Mitigation
Mr. Michael Vaillant, PE Ref: 20406.00
January 7, 2025
Page 4
\\vhb.com\gbl\proj\Albany\20406.00 Lansing Faden Saratoga\docs\letters\February 2024 Comment Response\20406.00 Comment Response.docx
Table 3 Weekday PM Peak Hour Delay and Queueing by Lane Group (SimTraffic)
Location/Movement
2025 Build 2025 Build Mitigation
Delay a Queue (ft) Delay Queue (ft)
50th 95th 50th 95th
West Avenue at Station Lane
Station Lane EB LR/L* 33.6 93 167 36.7 65 143
Station Lane EB R -- -- -- 4.8 43 103
West Avenue NB L 4.2 15 39 3.8 18 40
NB, SB, EB, WB = Northbound, Southbound, Eastbound, and Westbound intersection approaches L, T, R = Left-turn, Through, and Right-turn movements a Average total delay in seconds per vehicle -- Not Applicable *Build/Build Mitigation
Table 4 Saturday Midday Peak Hour Delay and Queueing by Lane Group (SimTraffic)
Location/Movement
2025 Build 2025 Build
Delay a Queue (ft) Delay Queue (ft)
50th 95th 50th 95th
West Avenue at Station Lane
Station Lane EB LR/L* 18.6 76 135 21 52 111
Station Lane EB R -- -- -- 4.8 39 77
West Avenue NB L 3.1 27 56 3.3 22 52
NB, SB, EB, WB = Northbound, Southbound, Eastbound, and Westbound intersection approaches L, T, R = Left-turn, Through, and Right-turn movements a Average total delay in seconds per vehicle -- Not Applicable
*Build/Build Mitigation
As shown in Tables 2, 3, and 4 modifying the Station Lane eastbound approach with two lanes results in a slightly
higher average vehicle delay for the left-turn movement and short vehicle delays for the right-turn movement. Based
on our review of the intersection operations and analysis, construction of a two-lane approach on Station Lane at West
Avenue is not recommended as a result of the proposed project based on the following:
The noted LOS D on the Station Lane approach is limited to a single peak period and is represented by an average
vehicle delay of 33.6 seconds, which is not a significant delay for vehicles exiting onto West Avenue. During the
other peak periods (AM and Saturday) the average vehicle delay is 19 seconds or less.
Mr. Michael Vaillant, PE Ref: 20406.00
January 7, 2025
Page 5
\\vhb.com\gbl\proj\Albany\20406.00 Lansing Faden Saratoga\docs\letters\February 2024 Comment Response\20406.00 Comment Response.docx
The construction of a two-lane approach to minimize delays for right-turning vehicles will increase the crossing
distance for pedestrians crossing the street, which is not recommended at this location due to the relatively short
vehicle delays and vehicle queues.
Comment 4: A review of the turning movement count data indicates that the traffic during the Saturday peak hour
on West Avenue is higher than the AM peak hour of the adjacent street which confirms that both commuter peaks
do not dictate worst-case conditions, especially when the proposed site will generate 153 total trips during the
Saturday peak hour when compared to 49 total trips during the AM peak hour. That being said, the PM peak hour
has been identified as the worst-case condition and a detailed assessment of the adjacent intersections is not
required for the Saturday peak as noted in response to Comment 2
Response: Comment noted - a response is not required.
Comment 5: The Saturday turning movement count indicates that existing traffic on Station Lane is higher than the
AM and PM peak hour and is likely related to activity at the Amtrak station; however, the level of service analysis
suggests that acceptable delay will be provided at the unsignalized West Avenue/Station Lane intersection during
this peak hour since mainline traffic is lower when compared to the PM peak hour. No mitigation would be required
based on Saturday conditions.
Response: Comment noted - a response is not required.
Please call with any questions regarding the above.
Sincerely,
VHB
Alanna Moran, PE John Donnan, IE
Senior Project Manager Traffic Designer
Attachments
Attachments
A. Crash Data
B. SimTraffic Analysis Worksheets
Attachment A – Crash Data
Intersection ID Intersection Name Fatal INJ PDO NR Total Rear-End Overtaking Right-Angle Left-Turn Right-Turn Fixed Object Sideswipe Bicycle Pedestrian Head On Animal Other Unknown/Not Entered1 West Ave at Station Ln 042173 1 0 00 2 000001 02017-2020
Case Number Max Injury in Crash Crash Severity Access Control Case Year Collision Type Crash Date Crash Time36707720 PROPERTY DAMAGE 999 2017 OVERTAKING 2017‐04‐30T00:00:00 8:56 PM36924125 PROPERTY DAMAGE 999 2017 REAR END 2017‐09‐27T00:00:00 3:50 PM37035707 C ‐ POSSIBLE INJURY INJURY 888 2017 OTHER 2017‐12‐04T00:00:00 5:13 PM37140802 PROPERTY DAMAGE 999 2018 OTHER 2018‐01‐27T00:00:00 7:22 PM37205794 B ‐ INJURY INJURY 999 2018 OTHER 2018‐03‐23T00:00:00 10:13 PM37205822 C ‐ POSSIBLE INJURY INJURY 999 2018 REAR END 2018‐03‐23T00:00:00 4:38 PM37355524 C ‐ POSSIBLE INJURY INJURY 999 2018 REAR END 2018‐06‐27T00:00:00 2:47 PM
Crash Type Light Conditions Road Characteristics Road Surface Conditions Traffic ControlCOLLISION WITH MOTOR VEHICLE DARK‐ROAD LIGHTED STRAIGHT AND LEVEL DRY NONECOLLISION WITH MOTOR VEHICLE DAYLIGHT STRAIGHT AND LEVEL DRY NONECOLLISION WITH MOTOR VEHICLE DARK‐ROAD LIGHTED STRAIGHT AND LEVEL DRY NONECOLLISION WITH SIGN POST DARK‐ROAD UNLIGHTED CURVE AND LEVEL SNOW/ICE STOP SIGNCOLLISION WITH TREE DARK‐ROAD LIGHTED STRAIGHT AND LEVEL DRY NONECOLLISION WITH MOTOR VEHICLE DAYLIGHT STRAIGHT AND LEVEL DRY NONECOLLISION WITH MOTOR VEHICLE DAYLIGHT STRAIGHT AND LEVEL WET NONE
Traffic Way Weather Conditions Commercial Vehicle Crash Indicator DMV Insert Date # of Fatalities # of InjuriesNOT ENTERED CLEAR 0 1970‐01‐01T00:00:00 0 0NOT ENTERED CLEAR 0 1970‐01‐01T00:00:00 0 0NOT ENTERED CLOUDY 0 1970‐01‐01T00:00:00 0 1NOT ENTERED RAIN 1 1970‐01‐01T00:00:00 0 0TWO‐WAY,DIVIDED,UNPROTECTED MEDIA CLEAR 0 1970‐01‐01T00:00:00 0 1NOT ENTERED CLEAR 0 1970‐01‐01T00:00:00 0 1NOT ENTERED CLOUDY 0 1970‐01‐01T00:00:00 0 2
# of Other Injuries # of Serious Injuries # of Vehicles Police Department Non Reportable Reporting Agency Non‐Public Way0 0 2 4501 0 SARATOGA SPRINGS CITY PD No0 0 2 4501 0 SARATOGA SPRINGS CITY PD No1 0 3 4501 0 SARATOGA SPRINGS CITY PD No0 0 1 4501 1 SARATOGA SPRINGS CITY PD No1 0 1 4501 0 SARATOGA SPRINGS CITY PD No1 0 2 4501 0 SARATOGA SPRINGS CITY PD No2 0 2 4501 0 SARATOGA SPRINGS CITY PD NoCrash Level Details
X Coordinate Y Coordinate Intersection Indicator Closest Cross Street County Direction From Distance From (Meters) Intersection ID597323.309 4770724.3 INTERSECTION‐RELATED WEST AVE Saratoga NORTH‐WEST 0 6004097597323.46 4770724.32 AT‐INTERSECTION STATION LN Saratoga NORTH 0 6004097597325.357 4770709.199 INTERSECTION‐RELATED STATION LN Saratoga SOUTH‐EAST15 6004097596941.56 4770676.68 INTERSECTION‐RELATED Saratoga NORTH‐WEST 183 6004096597325.2681 4770709.907 INTERSECTION‐RELATED Station Ln Saratoga SOUTH‐EAST15 6004097597323.46 4770724.32 AT‐INTERSECTION STATION LN Saratoga NORTH 0 6004097597322.1142 4770735.249 INTERSECTION‐RELATED Station Ln Saratoga NORTH 11 6004097
Municipality On Street Reference Marker Access Control Divided Functional Maintenance Jurisdiction Owning Jurisdiction Road NameSaratoga Springs STATION LN 0 F Unknown Unknown Unknown STATION LASaratoga Springs WEST AVE 0 F Unknown Unknown Unknown WEST AVESaratoga Springs WEST AVE 0 F Unknown Unknown Unknown WEST AVESaratoga Springs STATION LN 0 F Unknown Unknown Unknown STATION LASaratoga Springs WEST AVE 0 F Unknown Unknown Unknown WEST AVESaratoga Springs WEST AVE 0 F Unknown Unknown Unknown WEST AVESaratoga Springs WEST AVE 0 F Unknown Unknown Unknown WEST AVE
Posted Speed V1 Apparent Contributing Factor V2 Apparent Contributing FactorDRIVER INATTENTION,NOT APPLICABLE NOT APPLICABLE,NOT APPLICABLE30 FOLLOWING TOO CLOSELY,NOT APPLICABLE NOT APPLICABLE,NOT APPLICABLE30 NOT ENTERED,NOT ENTERED NOT ENTERED,NOT ENTEREDPAVEMENT SLIPPERY,NOT APPLICABLE NOT APPLICABLE,NOT APPLICABLE30 UNKNOWN,NOT APPLICABLE NOT APPLICABLE,NOT APPLICABLE30 FOLLOWING TOO CLOSELY,NOT APPLICABLE NOT APPLICABLE,NOT APPLICABLE30 NOT APPLICABLE,NOT APPLICABLE FOLLOWING TOO CLOSELY,DRIVER INATTENTION
V3 Apparent Contributing FactorNOT APPLICABLE,NOT APPLICABLENOT APPLICABLE,NOT APPLICABLEFOLLOWING TOO CLOSELY,DRIVER INATTENTIONNOT APPLICABLE,NOT APPLICABLENOT APPLICABLE,NOT APPLICABLENOT APPLICABLE,NOT APPLICABLENOT APPLICABLE,NOT APPLICABLE
Attachment B – SimTraffic Analysis Worksheets
SimTraffic Performance Report 2025 Build
20406.00 - Faden AM Peak Hour
\\vhb\gbl\proj\Albany\20406.00 Lansing Faden Saratoga\tech\Synchro\20406_00 B.syn SimTraffic Report
VHB EA 01/07/2025
1: West Ave/Adk Trust Co Entrance & Church St (NY Route 9N) Performance by lane
Lane EB EB WB WB NB NB All
Movements Served LT R L TR L TR
Denied Del/Veh (s) 1.4
Total Del/Veh (s) 16.8 2.6 14.5 7.0 18.8 9.1 11.4
2: West Ave & Station Ln Performance by lane
Lane EB NB NB SB All
Movements Served LR L T TR
Denied Del/Veh (s) 0.0
Total Del/Veh (s) 11.7 1.2 1.3 0.5 2.1
3: West Ave & Washington St (NY Route 29) Performance by lane
Lane EB EB WB WB NB NB SB SB All
Movements Served L TR L TR L TR L TR
Denied Del/Veh (s)1.0
Total Del/Veh (s) 15.8 20.3 18.3 21.5 16.5 18.2 15.6 19.6 18.9
4: Station Ln Performance by lane
Lane EB WB SB All
Movements Served LT TR LR
Denied Del/Veh (s) 0.1
Total Del/Veh (s) 0.2 0.2 6.5 1.2
Total Network Performance
Denied Del/Veh (s) 1.7
Total Del/Veh (s) 22.4
Queuing and Blocking Report 2025 Build
20406.00 - Faden AM Peak Hour
\\vhb\gbl\proj\Albany\20406.00 Lansing Faden Saratoga\tech\Synchro\20406_00 B.syn SimTraffic Report
VHB EA 01/07/2025
Intersection: 1: West Ave/Adk Trust Co Entrance & Church St (NY Route 9N)
Movement EB EB WB WB NB NB
Directions Served LT R L TR L TR
Maximum Queue (ft) 225 145 138 121 114 171
Average Queue (ft) 143 70 87 66 77 101
95th Queue (ft) 252 189 142 126 118 169
Link Distance (ft) 427 471 462
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 160 220 140
Storage Blk Time (%) 5 0 1
Queuing Penalty (veh) 14 1 2
Intersection: 2: West Ave & Station Ln
Movement EB NB NB
Directions Served LR L T
Maximum Queue (ft) 94 29 31
Average Queue (ft) 53 7 8
95th Queue (ft) 93 29 30
Link Distance (ft) 179 750
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25
Storage Blk Time (%) 1 0
Queuing Penalty (veh) 4 0
Intersection: 3: West Ave & Washington St (NY Route 29)
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 141 214 72 160 62 196 92 311
Average Queue (ft) 81 116 40 85 37 130 36 163
95th Queue (ft) 137 199 80 158 75 205 59 288
Link Distance (ft) 305 326 367 429
Upstream Blk Time (%) 0
Queuing Penalty (veh) 1
Storage Bay Dist (ft) 90 100 75 80
Storage Blk Time (%) 5 12 0 7 1 22 0 25
Queuing Penalty (veh) 12 19 1 4 2 13 0 14
Queuing and Blocking Report 2025 Build
20406.00 - Faden AM Peak Hour
\\vhb\gbl\proj\Albany\20406.00 Lansing Faden Saratoga\tech\Synchro\20406_00 B.syn SimTraffic Report
VHB EA 01/07/2025
Intersection: 4: Station Ln
Movement SB
Directions Served LR
Maximum Queue (ft) 45
Average Queue (ft) 24
95th Queue (ft) 54
Link Distance (ft) 222
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 89
SimTraffic Performance Report 2025 Build
20406.00 - Faden PM Peak Hour
\\vhb\gbl\proj\Albany\20406.00 Lansing Faden Saratoga\tech\Synchro\20406_00 B.syn SimTraffic Report
VHB EA 01/07/2025
1: West Ave/Adk Trust Co Entrance & Church St (NY Route 9N) Performance by lane
Lane EB EB WB WB NB NB All
Movements Served LT R L TR L TR
Denied Del/Veh (s) 1.5
Total Del/Veh (s) 21.3 3.9 19.1 9.1 23.8 14.8 15.5
2: West Ave & Station Ln Performance by lane
Lane EB NB NB SB All
Movements Served LR L T TR
Denied Del/Veh (s) 0.2
Total Del/Veh (s) 33.6 4.2 2.7 1.2 5.3
3: West Ave & Washington St (NY Route 29) Performance by lane
Lane EB EB WB WB NB NB SB SB All
Movements Served L TR L TR L TR L TR
Denied Del/Veh (s)1.0
Total Del/Veh (s) 25.1 23.7 23.1 28.1 30.3 22.8 19.5 34.6 27.7
4: Station Ln Performance by lane
Lane EB WB SB All
Movements Served LT TR LR
Denied Del/Veh (s) 0.0
Total Del/Veh (s) 0.6 0.5 5.7 1.3
Total Network Performance
Denied Del/Veh (s) 1.8
Total Del/Veh (s) 32.2
Queuing and Blocking Report 2025 Build
20406.00 - Faden PM Peak Hour
\\vhb\gbl\proj\Albany\20406.00 Lansing Faden Saratoga\tech\Synchro\20406_00 B.syn SimTraffic Report
VHB EA 01/07/2025
Intersection: 1: West Ave/Adk Trust Co Entrance & Church St (NY Route 9N)
Movement EB EB WB WB NB NB
Directions Served LT R L TR L TR
Maximum Queue (ft) 203 99 219 146 230 255
Average Queue (ft) 130 51 133 94 165 134
95th Queue (ft) 213 100 227 161 254 267
Link Distance (ft) 427 471 462
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 160 220 140
Storage Blk Time (%) 4 0 1 17 3
Queuing Penalty (veh) 10 0 5 57 11
Intersection: 2: West Ave & Station Ln
Movement EB NB NB SB
Directions Served LR L T TR
Maximum Queue (ft) 134 29 103 10
Average Queue (ft) 93 15 31 1
95th Queue (ft) 167 39 103 15
Link Distance (ft) 179 750 189
Upstream Blk Time (%) 1
Queuing Penalty (veh) 2
Storage Bay Dist (ft) 25
Storage Blk Time (%) 7 1
Queuing Penalty (veh) 40 1
Intersection: 3: West Ave & Washington St (NY Route 29)
Movement EB EB WB WB NB NB SB SB B13
Directions Served L TR L TR L TR L TR T
Maximum Queue (ft) 151 234 126 245 169 278 187 434 22
Average Queue (ft) 97 130 54 146 82 183 67 311 6
95th Queue (ft) 168 231 123 266 171 300 191 497 48
Link Distance (ft) 305 326 367 429 750
Upstream Blk Time (%)0102
Queuing Penalty (veh) 0 0 0 14
Storage Bay Dist (ft) 90 100 75 80
Storage Blk Time (%) 10 20 1 24 12 35 1 44
Queuing Penalty (veh) 28 31 3 22 53 48 3 25
Queuing and Blocking Report 2025 Build
20406.00 - Faden PM Peak Hour
\\vhb\gbl\proj\Albany\20406.00 Lansing Faden Saratoga\tech\Synchro\20406_00 B.syn SimTraffic Report
VHB EA 01/07/2025
Intersection: 4: Station Ln
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 6 41
Average Queue (ft) 0 25
95th Queue (ft) 0 56
Link Distance (ft) 1004 222
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 351
SimTraffic Performance Report 2025 Build
20406.00 - Faden Saturday Midday Peak Hour
\\vhb\gbl\proj\Albany\20406.00 Lansing Faden Saratoga\tech\Synchro\20406_00 B.syn SimTraffic Report
VHB JWD 01/07/2025
1: West Ave/Adk Trust Co Entrance & Church St (NY Route 9N) Performance by lane
Lane EB EB WB WB NB NB All
Movements Served LT R L TR L TR
Denied Del/Veh (s) 1.6
Total Del/Veh (s) 20.7 3.7 17.2 9.8 22.6 12.4 14.5
2: West Ave & Station Ln Performance by lane
Lane EB NB NB SB All
Movements Served LR L T TR
Denied Del/Veh (s) 0.0
Total Del/Veh (s) 18.6 3.1 2.3 1.2 4.0
3: West Ave & Washington St (NY Route 29) Performance by lane
Lane EB EB WB WB NB NB SB SB All
Movements Served L TR L TR L TR L TR
Denied Del/Veh (s)1.8
Total Del/Veh (s) 26.3 34.4 26.1 30.9 27.6 23.6 20.3 36.5 30.1
4: Station Ln Performance by lane
Lane EB WB SB All
Movements Served LT TR LR
Denied Del/Veh (s) 0.0
Total Del/Veh (s) 0.4 0.5 4.5 1.2
Total Network Performance
Denied Del/Veh (s) 2.2
Total Del/Veh (s) 31.0
Queuing and Blocking Report 2025 Build
20406.00 - Faden Saturday Midday Peak Hour
\\vhb\gbl\proj\Albany\20406.00 Lansing Faden Saratoga\tech\Synchro\20406_00 B.syn SimTraffic Report
VHB JWD 01/07/2025
Intersection: 1: West Ave/Adk Trust Co Entrance & Church St (NY Route 9N)
Movement EB EB WB WB NB NB
Directions Served LT R L TR L TR
Maximum Queue (ft) 237 129 207 169 206 207
Average Queue (ft) 133 50 114 107 139 121
95th Queue (ft) 232 132 200 175 222 225
Link Distance (ft) 427 471 462
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 160 220 140
Storage Blk Time (%) 4 1 0 12 3
Queuing Penalty (veh) 10 3 0 41 12
Intersection: 2: West Ave & Station Ln
Movement EB NB NB SB
Directions Served LR L T TR
Maximum Queue (ft) 128 50 89 12
Average Queue (ft) 76 27 37 2
95th Queue (ft) 135 56 87 13
Link Distance (ft) 179 750 189
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25
Storage Blk Time (%) 7 1
Queuing Penalty (veh) 32 1
Intersection: 3: West Ave & Washington St (NY Route 29)
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 160 286 144 262 153 333 111 410
Average Queue (ft) 120 193 63 162 85 187 60 283
95th Queue (ft) 193 320 146 280 158 315 178 439
Link Distance (ft) 305 326 367 429
Upstream Blk Time (%)4010
Queuing Penalty (veh)0002
Storage Bay Dist (ft) 90 100 75 80
Storage Blk Time (%) 12 33 1 25 17 35 0 43
Queuing Penalty (veh) 37 51 4 24 74 49 0 26
Queuing and Blocking Report 2025 Build
20406.00 - Faden Saturday Midday Peak Hour
\\vhb\gbl\proj\Albany\20406.00 Lansing Faden Saratoga\tech\Synchro\20406_00 B.syn SimTraffic Report
VHB JWD 01/07/2025
Intersection: 4: Station Ln
Movement SB
Directions Served LR
Maximum Queue (ft) 36
Average Queue (ft) 29
95th Queue (ft) 48
Link Distance (ft) 222
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 364
SimTraffic Performance Report
2025 Build Mitigation 01/07/2025
Build Mitigation AM Peak Hour 20406.00 - Faden SimTraffic Report
VHB EA Page 1
2: West Ave & Station Ln Performance by lane
Lane EB EB NB NB SB All
Movements Served L R L T TR
Denied Del/Veh (s) 0.0
Total Del/Veh (s) 13.1 4.1 1.3 1.2 0.5 1.9
Queuing and Blocking Report
2025 Build Mitigation 01/07/2025
Build Mitigation AM Peak Hour 20406.00 - Faden SimTraffic Report
VHB EA Page 2
Intersection: 2: West Ave & Station Ln
Movement EB EB NB NB
Directions Served L R L T
Maximum Queue (ft) 62 58 29 31
Average Queue (ft) 40 29 8 10
95th Queue (ft) 68 65 30 33
Link Distance (ft) 179 738
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 25
Storage Blk Time (%)6110
Queuing Penalty (veh)2140
SimTraffic Performance Report
2025 Build Mitigation 01/07/2025
Build Mitigation PM Peak Hour 20406.00 - Faden SimTraffic Report
VHB EA Page 1
2: West Ave & Station Ln Performance by lane
Lane EB EB NB NB SB All
Movements Served L R L T TR
Denied Del/Veh (s) 0.2
Total Del/Veh (s) 36.7 4.8 3.8 2.8 1.2 4.5
Queuing and Blocking Report
2025 Build Mitigation 01/07/2025
Build Mitigation PM Peak Hour 20406.00 - Faden SimTraffic Report
VHB EA Page 2
Intersection: 2: West Ave & Station Ln
Movement EB EB NB NB SB
Directions Served L R L T TR
Maximum Queue (ft) 135 91 29 128 16
Average Queue (ft) 65 43 18 35 3
95th Queue (ft) 143 103 40 132 20
Link Distance (ft) 179 738 189
Upstream Blk Time (%) 0
Queuing Penalty (veh) 1
Storage Bay Dist (ft) 50 25
Storage Blk Time (%) 30 1 5 1
Queuing Penalty (veh) 16 1 32 1
SimTraffic Performance Report
2025 Build Mitigation 01/07/2025
Build Mitigation Saturday Midday Peak Hour 20406.00 - Faden SimTraffic Report
VHB JWD Page 1
2: West Ave & Station Ln Performance by lane
Lane EB EB NB NB SB All
Movements Served L R L T TR
Denied Del/Veh (s) 0.0
Total Del/Veh (s) 21.0 4.8 3.3 1.8 1.1 3.2
Queuing and Blocking Report
2025 Build Mitigation 01/07/2025
Build Mitigation Saturday Midday Peak Hour 20406.00 - Faden SimTraffic Report
VHB JWD Page 2
Intersection: 2: West Ave & Station Ln
Movement EB EB NB NB SB
Directions Served L R L T TR
Maximum Queue (ft) 111 81 46 67 9
Average Queue (ft) 52 39 22 26 2
95th Queue (ft) 111 77 52 66 14
Link Distance (ft) 179 738 189
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 50 25
Storage Blk Time (%) 16 2 7 0
Queuing Penalty (veh) 11 2 32 0