Traffic Study
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
December 8, 2021
Ref: 20820.00
Mr. Frank Palumbo
C.T. Male Associates
50 Century Hill Drive
Latham, NY 12110
Re: Traffic Impact and Access Study, Hoffman Car Wash, US Route 9, Town of Queensbury, NY
Dear Mr. Palumbo:
VHB Engineering, Surveying, Landscape Architecture and Geology, PC (VHB) has conducted a traffic impact and
access study to assess the potential traffic impacts associated with the construction of the proposed Hoffman Car
Wash located at 919 US Route 9 in the Town of Queensbury, New York. The proposed Site Plan prepared by C.T.
Male Associates, dated July 7, 2021 is included in Attachment A.
This letter includes an evaluation of the existing traffic operations and future conditions with and without
construction of the proposed project. As detailed herein, the proposed project is expected to have minimal impact
on local traffic operations.
Site Location and Proposed Development
The 2.01-acre project site is located on the northwest quadrant of the unsignalized US Route 9/Weeks Road
intersection in the Town of Queensbury (Figure 1). The site is currently occupied by a vacant building that previously
operated as a car wash with two full access driveways on Weeks Road. The proposed project includes removal of
the vacant building, closure of the two existing driveways, and construction of a 6,400 square foot (SF) automated
car wash with a single wash tunnel. Access to the site is proposed via a new, full access driveway on Weeks Road
located approximately 350-feet from US Route 9, and a connection to the existing driveway that makes up the west
leg of the US Route 9/Sweet Road signalized intersection just north of the site. The project is anticipated to be fully
constructed in 2022.
Existing Conditions
Based on a review of the study area and magnitude of traffic generated by the project, the traffic study includes an
evaluation of the US Route 9/Sweet Road signalized intersection and the US Route 9/Weeks Road unsignalized
intersection during the weekday PM and Saturday midday peak hours to correspond to the peak operations at the
site and the adjacent roadway network. The following sections provide a description of the existing study area
roadways and intersections.
Mr. Frank Palumbo Ref: 20820.00 December 8, 2021
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US Route 9 (Lake George Road)
US Route 9 is classified as an urban principal arterial-other and provides north-south travel through the Town of
Queensbury and Warren County. Along the project frontage, US Route 9 is a four-lane roadway with two 11-foot-
wide northbound travel lanes, one 13-foot-wide southbound travel lane, and a 12-foot-wide center two-way left-
turn lane that transitions to exclusive northbound and southbound left-turn lanes at the signalized US Route
9/Sweet Road intersection. The roadway has no shoulders. US Route 9 has a posted speed limit of 40-mph near the
project site. Sidewalks are provided on both sides of US Route 9 in the vicinity of the project site. Land uses on US
Route 9 near the project site are primarily commercial.
Sweet Road
Sweet Road is classified as an urban local road and provides east-west travel from US Route 9 to Country Club Road
(County Road 66) in the Town of Queensbury. Near the project site, Sweet Road is a two-lane roadway with 11-foot-
wide travel lanes and no shoulders. Sweet Road has a posted speed limit of 35-mph. There are no sidewalks
provided on Sweet Road, so pedestrians use the edge of the roadway and bicyclists share the roadway with
motorized vehicles. Land uses on Sweet Road near the project site are primarily commercial and residential.
Weeks Road
Weeks Road is classified as an urban local road and provides east-west travel from US Route 9 to a dead-end at the
Adirondack Northway (Interstate 87) in the Town of Queensbury. Near the project site, Weeks Road is a two-lane
roadway with 10-foot-wide travel lanes, no shoulders, and a posted speed limit of 30-mph. There is a small section
of sidewalk located west of the project site on the south side of Weeks Road along the Walmart frontage.
Otherwise, pedestrians use the edge of the roadway and bicyclists share the roadway with motorized vehicles. Land
uses on Weeks Road near the project site are primarily commercial and residential.
US Route 9 (Lake George Road)/Sweet Road
The US Route 9/Sweet Road intersection is a four-leg intersection operating under traffic signal control. The US
Route 9 northbound approach provides a left-turn lane, a through lane and a shared through/right-turn lane. The
US Route 9 southbound approach provides a left-turn lane and a shared through/right-turn lane. The eastbound
driveway approach and the Sweet Road westbound approach each provide single lanes for shared left-
turn/through/right-turn movements. There are sidewalks provided on both sides of US Route 9. Marked crosswalks
with push buttons, indicators, and countdown timers are provided on all approaches to the intersection.
US Route 9 (Lake George Road)/Weeks Road
The US Route 9/Weeks Road intersection is a three-leg intersection operating under stop sign control on the
eastbound Weeks Road approach. The US Route 9 northbound approach provides two through lanes and the US
Route 9 southbound approach provides a shared through/right-turn lane. The northbound and southbound
approaches are separated by a center two-way left-turn lane. The center turn lane is used by vehicles traveling
north on US Route 9 turning left into Weeks Road. The eastbound Weeks Road approach provides a single lane for
shared left-turn/right-turn movements. Sidewalks are provided on both sides of US Route 9 and a marked crosswalk
is provided on the eastbound approach to the intersection.
Mr. Frank Palumbo Ref: 20820.00 December 8, 2021
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Traffic Volumes
Automatic traffic recorder (ATR) data collected by the New York State Department of Transportation (NYSDOT) in
August 2019 illustrates general traffic volumes on US Route 9 near the project site and is summarized in Table 1.
The traffic volume data is included in Attachment B.
Table 1 Existing Traffic Volume Summary
Location Weekday Daily Volume a
Weekday Evening Peak Hour
Vol b K Factor c Dir. Dist.
US Route 9 (North of project site) d 12,543 1,131 9.0% 52% SB
a Daily traffic expressed in vehicles per day (vpd). b Peak hour volumes expressed in vehicles per hour. c Percent of daily traffic which occurs during the peak hour. d Source: NYSDOT data dated August 2019.
As shown in Table 1, US Route 9 (north of the project site) carries 12,543 vehicles per day (vpd) on a typical
weekday, with 9.0% of the daily traffic occurring during the weekday evening peak hour. US Route 9 traffic is slightly
heavier in the southbound direction during the evening peak hour.
Turning movement counts (TMCs) were conducted at the US Route 9/Sweet Road and the US Route 9/Weeks Road
intersections on Wednesday, October 20, 2021 during the weekday evening peak period from 4:00 to 6:00 PM and
on Saturday, October 23, 2021 during the midday peak period from 11:00 AM to 2:00 PM. Based on the collected
data, the weekday evening peak hour occurred from 4:30 to 5:30 PM and the Saturday midday peak hour occurred
from 1:00 to 2:00 PM.
Due to the seasonal nature of the study area, historical seasonal factors published by NYSDOT were reviewed to
determine the need to seasonally adjust the data. The comparison showed that higher traffic volumes generally
occur during the summer months of July/August. The TMC data collected in October was adjusted by 15% during
the PM peak hour and 23% during the Saturday midday peak hour to reflect the higher seasonal volumes
experienced in the study area. This adjustment provides a worst case base volume condition representing volumes
that are higher than what would be anticipated in the study area outside of the summer months.
The traffic volume count data for the weekday evening and Saturday midday peak periods are provided in
Attachment C. The 2021 Existing PM and Saturday midday peak hour traffic volumes are illustrated on Figure 2.
Multi-Modal Accommodations
Transit service in the study area is provided by Greater Glens Falls Transit (GGFT). According to the GGFT website,
the nearest bus stop (GGFT Route 11/12 – Glen-Aviation Mall Services) is provided at the Walmart store located
approximately 0.1 miles south of Weeks Road on US Route 9. Route 11/12 provides service six days a week
(Monday through Saturday) between the Ridge Street Terminal in South Glens Falls and Walmart in the Town of
Queensbury via US Route 9. Route 11/12 also stops on Burke Drive, west of I-87 via Aviation Rd. Two other routes
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also pass by the site on US Route 9 (Route 19 – Warren Co. Mun. Ctr./ Lake George and the GGFT Summer Trolley).
The Summer Trolley runs seasonally between June and Labor Day.
As noted, there are sidewalks provided on both sides of US Route 9 in the project area. Bicyclists in the study area
share the roadway with vehicles.
Future Conditions
To determine the impacts of the site-generated traffic volumes near the site, future traffic conditions were
evaluated. The project is expected to be fully built and occupied in 2022.
Traffic growth on area roadways is a function of the expected land development, environmental activity, and
changes in demographics. A frequently used procedure is to identify estimated traffic generated by planned
developments that would be expected to affect the project study area roadways. An alternative procedure is to
estimate an annual percentage increase and apply that increase to study area traffic volumes. For this evaluation,
both procedures were used. The following summarizes this traffic forecasting process.
Historic Growth
Regression analyses performed using data published by the NYSDOT shows that traffic growth in the study area
ranges from -1.22% to 0.89% per year and an average growth rate of -0.06%. To provide a conservative evaluation
of the potential growth in the study area, a growth rate of 0.25% for one year was used for this project.
Site Specific Growth
Based on information provided by the Town of Queensbury, trips associated with the following project was added
to the study area intersections as appropriate.
Queensbury Square – a 5,460 SF retail plaza with 6 tenants located on the south side of Weeks Road with
primary access via US Route 9
No-Build Traffic Volumes
The 2022 No-Build traffic volumes were generated with consideration of the general and site-specific growth
described above. The resulting 2022 No-Build peak hour traffic volumes are provided on Figure 2 and represent
future traffic volumes in the study area prior to development of the proposed project.
Site Generated Traffic Volumes
To estimate the site-generated traffic anticipated at the project site, the Institute of Transportation Engineers’ (ITE)
publication Trip Generation,11th Edition 1 was utilized. The number of vehicle trips generated by the proposed project
during the weekday PM and Saturday midday peak hours was estimated based on ITE land use code (LUC) 948 –
Automated Car Wash. The peak hour trip generation estimate for the proposed project is summarized in Table 2.
1 Trip Generation Manual, 11th Edition, Institute of Transportation Engineers, Washington D.C., September 2021
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It can be expected that some of the trips to the site will originate from traffic that is already on the adjacent
roadway network. These trips, known as pass-by or diverted link trips, contribute to the site driveway volumes, but
do not add traffic volumes on the adjacent roadway network or intersections. Pass-by data for LUC 948 is
unavailable from ITE; therefore, no pass-by rate was applied. Since it is likely that some trips to the site will originate
from traffic already on the adjacent roadway system, the trip generation estimate summarized in Table 2 provides a
conservative analysis of new trips at the study intersection.
Table 2 Trip Generation Summary
Weekday Time Period Movement Automated Car Wash a
Evening Peak Hour Enter 39
Exit 39
Total 78
Saturday Peak Hour Enter 19
Exit 22
Total 41
a Trip generation estimate based on ITE LUC 948 – Automated Car Wash for 1 car wash tunnel.
Based on the projections outlined above, the proposed project is expected to generate 78 new vehicle trips during
the weekday evening peak hour (39 entering and 39 exiting) and 41 new vehicle trips during the Saturday peak
hour (19 entering and 22 exiting). The magnitude of site generated trips results in less than the NYSDOT and ITE trip
thresholds of the generation of 100 vehicle trips on a single intersection approach for determining the need for
detailed off-site intersection analysis. These agency thresholds were developed as a tool to identify locations where
the magnitude of traffic generated has the potential to impact operations at off-site intersections and screen out
locations that do not meet the threshold and are therefore unlikely to require mitigation. With access to the site
provided via the eastbound approach to the signalized US Route 9/Sweet Road intersection and via a new driveway
with Weeks Road, a detailed evaluation of the US Route 9/Sweet Road and US Route 9/Weeks Road intersections
were included in this study.
Trip Distribution
The directional distribution of traffic approaching and departing the site is a function of several variables including
population densities, existing travel patterns, and the efficiency of the roadways leading to and from the site. Based
on a review of the existing travel patterns and population centers in the area it is estimated that 40% of the site
generated traffic will travel to and from the north on US Route 9, 40% will travel to and from the south on US Route
9, 15% will travel to and from the east on Sweet Road, and 5% will travel to and from the west on Weeks Road.
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Build Traffic Volumes
The project-related traffic volumes shown in Table 2 were assigned to the study area roadway network based on the
trip distribution patterns and are summarized on Figure 2. These assigned volumes were then added to the 2022
No-Build peak hour traffic volumes to develop the 2022 Build peak hour traffic volumes. The 2022 Build traffic
volumes are summarized on Figure 2.
Traffic Operations Analysis
To assess quality of flow, intersection capacity analyses were conducted with respect to 2021 Existing, 2022 No-
Build, and 2022 Build traffic volume conditions. Capacity analyses provide an indication of how well the roadway
facilities serve the traffic demands placed upon them. Roadway operating conditions are classified by calculated
levels of service.
The evaluation criteria used to analyze the study area intersections is based on the procedures set forth in the latest
version of the Highway Capacity Manual (HCM)2. Level of service (LOS) is a measure that considers a number of
factors including roadway geometry, speed, and travel delay. Levels of service range from A to F, with LOS A
representing short vehicle delays and LOS F representing longer vehicle delays.
Intersection Capacity Analysis
Levels of service analyses were conducted for the 2021 Existing, 2022 No-Build, and 2022 Build conditions for the
US Route 9/Sweet Road and US Route 9/Weeks Road intersections and for the Weeks Road/Site Access intersection
for the 2022 Build condition. Table 3 summarizes the capacity analysis results for the study area intersection. The
capacity analyses worksheets are included in Attachment D.
The analysis shows that the signalized US Route 9/Sweet Road intersection will experience minimal increases in
delay of one second or less on any lane movement with construction of the proposed project. The intersection will
operate at overall level of service B conditions during both peak hours with overall average vehicle delays of 10
seconds or less with all intersection approaches operating at level of service B or better. With construction of the
project, the unsignalized US Route 9/Weeks Road intersection will operate at level of service C conditions or better
on all movements/approaches during both peak hours with average vehicle delays of 18 seconds or less. The
proposed Weeks Road/Site Driveway intersection will operate at level of service A conditions on all
movements/approaches with single lanes entering/exiting the site as an unsignalized intersection.
2 Highway Capacity Manual, 6th Edition, Transportation Research Board, Washington D.C., 2016.
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Table 3 Intersection Levels of Service Summary
2021 Existing 2022 No-Build 2022 Build
Location/Movement LOS a Delay b LOS Delay LOS Delay
US Route 9/Sweet Road
PM Peak Hour
Site Drwy EB LTR
Sweet Road WB LTR
US Route 9 NB L
TR
US Route 9 SB L
TR
B
B
A
A
A
A
14
16
7
8
6
10
B
B
A
A
A
A
14
16
7
8
6
10
B
B
A
A
A
B
15
16
7
8
6
10
Overall A 10 A 10 B 10
Saturday Peak Hour
Site Drwy EB LTR
Sweet Road WB LTR
US Route 9 NB L
TR
US Route 9 SB L
TR
B
B
A
A
A
B
16
18
8
9
6
10
B
B
A
A
A
B
16
18
8
9
6
10
B
B
A
A
A
B
16
19
8
9
6
11
Overall B 10 B 10 B 10
US Route 9/Weeks Road
PM Peak Hour
Weeks Road EB LR
US Route 9 NB L
B
A
14
9
B
A
15
9
C
A
15
9
Saturday Peak Hour
Weeks Road EB LR
US Route 9 NB L
C
A
17
10
C
A
18
10
C
A
18
10
Weeks Road/Site Drwy
PM Peak Hour
Weeks Road EB L
Site Drwy SB LR
---
---
---
---
---
---
---
---
A
A
8
10
Saturday Peak Hour
Weeks Road EB L
Site Drwy SB LR
---
---
---
---
---
---
---
---
A
A
7
10
a Level of service b Average total delay in seconds per vehicle
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Weeks Road provides access to the proposed site driveway into the car wash parking lot and site. As proposed, the
entrance to the automatic pay station that leads to the entrance of the car wash building will be located about 25
feet north of Weeks Road. This provides space for at least one vehicle to queue on the southbound driveway
approach to Weeks Road before a vehicle on the site access driveway will need to wait for the queue at Weeks Road
to dissipate before entering the car wash pay aisle. Review of the capacity analysis shows that the average queue on
the southbound driveway approach is expected to be less than one vehicle during both peak hours indicating car
wash vehicles traveling south to the car wash pay aisle will not be impacted by vehicle queues exiting the site to
Weeks Road. The available storage length will accommodate the anticipated vehicle queue.
Conclusions
VHB has conducted a traffic impact and access study to assess the potential traffic impacts associated with the
proposed Hoffman Car Wash located on the northwest quadrant of the US Route 9/Weeks Road intersection in the
Town of Queensbury. The project includes removal of the vacant building, closure of the two existing driveways on
Weeks Road, and construction of a 6,400 SF automated car wash with a single wash tunnel. Access to the site is
proposed via a new, full access driveway on Weeks Road, as well as a connection to the existing driveway that
makes up the west leg of the US Route 9/Sweet Road signalized intersection just north of the site. The project is
anticipated to be fully constructed in 2022.
The proposed project is expected to generate 78 new vehicle trips during the weekday evening peak hour (39
entering and 39 exiting) and 41 new vehicle trips during the Saturday peak hour (19 entering and 22 exiting).
The analysis shows that with construction of the proposed project, the signalized US Route 9/Sweet Road
intersection will operate at overall level of service B conditions with average vehicle delays of 10 seconds or less.
The analysis shows that the unsignalized US Route 9/Weeks Road intersection will operate at level of service C
conditions or better on all movements/approaches during both peak hours with average vehicle delays of 18
seconds or less.
The analysis shows that the proposed Weeks Road/Site Driveway unsignalized intersection will operate at level
of service A conditions on all movements/approaches with single lanes entering and exiting the site.
As proposed, the entrance to the automatic pay station that leads to the entrance of the car wash building will
be located about 25 feet north of Weeks Road, providing space for at least one vehicle to queue on the
southbound driveway approach to Weeks Road. The available storage length will accommodate the anticipated
vehicle queue during both peak hours.
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The proposed development will be adequately serviced by the existing roadway network and proposed site
driveways with single lanes entering and exiting. Please call with any questions regarding the above evaluation.
Sincerely,
VHB Engineering, Surveying, Landscape Architecture and Geology, P.C.
Alanna M. Moran, PE Denise D. Williams, PE
Project Manager Project Engineer
amoran@vhb.com denisewilliams@vhb.com
Attachments
U.S.Route 9SiteSweet RoadWeeks RoadProject \\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\cad\ts\planset\20820.00 Loc Figures.dwgFigure 1Project Location MapHoffman's Car Wash919 U.S. Route 9Queensbury, New YorkNot to ScaleStudy IntersectionLegend
Not to Scale\\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\cad\ts\planset\20820.00 Volume Figures.dwgFigure 2Traffic VolumesHoffman's Car Wash919 U.S. Route 9Queensbury, New York39 (66)(2) 17 (1)108 (101)(1) 1(6) 8(7) 17
(743) 437
(90) 99
6 (4)
499 (683)
43 (47)(20) 23 (63) 51(33) 63
(831) 530
53 (41)
562 (747)STOPSite Access/DinerDrivewaySweet RoadU.S.Route 9
U.S.Route 9 2021 Existing2022 No-BuildTrip Assignment2022 BuildKey: PM Peak (Saturday Midday Peak)(7) 116 (3)(3) 6(2) 4(2) 4
(2) 4
11 (5)
4 (2)16 (8)(1) 22 (1)
16 (9)(2) 4(7) 12(6) 12
(2) 4
4 (2)
4 (2)STOPSTOPSite Access/DinerDrivewaySweet RoadU.S.Route 9
Site AccessWeeks RoadU.S.Route 9
39 (66)(2) 17 (1)111 (104)(1) 1(6) 8(7) 17
(752) 445
(93) 102
6 (4)
507 (692)
43 (47)(20) 23 (63) 51(33) 63
(843) 541
53 (41)
573 (759)STOPSite Access/DinerDrivewaySweet RoadU.S.Route 9Weeks RoadU.S.Route 9 ProjectSiteProjectSiteProjectSite39 (66)(9) 1213 (4)111 (104)(4) 7(8) 12(9) 21
(754) 449
(93) 102
17 (9)
511 (694)
43 (47)16 (8)(1) 2116 (74)(83) 742 (1)
16 (9)(22) 27 (70) 63(39) 75
(845) 545
57 (43)
577 (761)STOPSTOPSite Access/DinerDrivewaySweet RoadU.S.Route 9
Site AccessWeeks RoadU.S.Route 9 ProjectSiteWeeks Road
Attachments
A. Proposed Site Plan
B. Automatic Traffic Recorder Data
C. Turning Movement Count Data
D. Capacity Analysis Worksheets
Attachment A – Proposed Site Plan
Attachment B – Automatic Traffic Recorder Data
STATION:170013 New York State Department of TransportationTraffic Count Hourly ReportPage 1 of 2ROUTE #:US 9ROAD NAME: FROM:JCT NY 254TO:START 9/149 OLAPCOUNTY:WarrenDIRECTION: Northbound FACTOR GROUP: 40 REC. SERIAL #: FR72 FUNC. CLASS: 14 TOWN:STATE DIR CODE: 6 WK OF YR: 32 PLACEMENT: 390' S of Round Pond Rd NHS: no LION#:DATE OF COUNT: 08/06/2019 @ REF MARKER: JURIS: City BIN:NOTES LANE 1: NB TRAVEL LANE ADDL DATA: CC Stn: RR CROSSING:COUNT TYPE: AXLE PAIRS BATCH ID: DOT-R01S32aTST5195HPMS SAMPLE: COUNT TAKEN BY: ORG CODE: TST INITIALS: AML PROCESSED BY: ORG CODE: DOT INITIALS: JLB12TO11TO22TO33TO44TO55TO66TO77TO88TO99TO1010TO1111TO1212TO11TO22TO33TO44TO55TO66TO77TO88TO99TO1010TO1111TO12DAILY DAILYDAILY HIGH HIGHAMPM DATE DAY TOTAL COUNT HOUR1T2F3S4S5M6T7W8T9F10 S11 S12 M13 T14 W15 T16 F17 S18 S19 M20 T21 W22 T23 F24 S25 S26 M27 T28 W29 T30 F31 S515 587 573 555 522 529 530 458 467 390 312 164 6039 23 15 8 11 37 89 187 303 318 448 508 562 561 539 567 562 564 486 443 393 281 157 727173 567 1530 21 10 6 11 29 93 194 291 374 454 529 571 615 561 584 526 537 543 491 422 263 214 857454 615 1340 31 18 5 18 45 88 212 273 400 471 556 619 591 611 573 571 523 506 510 531 385 292 997968 619 1259 23 14 14 11 32 75 127 261 397 518 536 563 570 531 552 533 538 544 549 434 392 250 1197642 570 1366 32 10 14 7 28 60 94 196 328 448 461 512 533 496 485 423 383 435 407 354 236 145 946247 533 1331 20 15 6 12 49 82 200 311 356 464 500 545AVERAGE WEEKDAY HOURS (Axle Factored, Mon 6AM to Fri Noon) ADT36 25 14 6 13 37 88 198 294 362 459 522 566 583 552 558 539 544 496 467 402 285 178 72 7296DAYS Counted7HOURS Counted146WEEKDAYS Counted4WEEKDAY Hours80AVERAGE WEEKDAYHigh Hour583% of day8%Axle Adj. Factor1.000Seasonal/Weekday Adjustment Factor1.188ESTIMATEDAADT6141ROUTE #: US 9ROAD NAME: FROM:JCT NY 254TO:START 9/149 OLAPCOUNTY:WarrenSTATION:170013STATE DIR CODE:6PLACEMENT: 390' S of Round Pond Rd DATE OF COUNT: 08/06/2019
STATION:170013 New York State Department of TransportationTraffic Count Hourly ReportPage 2 of 2ROUTE #:US 9ROAD NAME: FROM:JCT NY 254TO:START 9/149 OLAPCOUNTY:WarrenDIRECTION: Southbound FACTOR GROUP: 40 REC. SERIAL #: FR72 FUNC. CLASS: 14 TOWN:STATE DIR CODE: 7 WK OF YR: 32 PLACEMENT: 390' S of Round Pond Rd NHS: no LION#:DATE OF COUNT: 08/06/2019 @ REF MARKER: JURIS: City BIN:NOTES LANE 1: SB TRAVEL LANE ADDL DATA: CC Stn: RR CROSSING:COUNT TYPE: AXLE PAIRS BATCH ID: DOT-R01S32aTST5195HPMS SAMPLE: COUNT TAKEN BY: ORG CODE: TST INITIALS: AML PROCESSED BY: ORG CODE: DOT INITIALS: JLB12TO11TO22TO33TO44TO55TO66TO77TO88TO99TO1010TO1111TO1212TO11TO22TO33TO44TO55TO66TO77TO88TO99TO1010TO1111TO12DAILY DAILYDAILY HIGH HIGHAMPM DATE DAY TOTAL COUNT HOUR1T2F3S4S5M6T7W8T9F10 S11 S12 M13 T14 W15 T16 F17 S18 S19 M20 T21 W22 T23 F24 S25 S26 M27 T28 W29 T30 F31 S559 561 544 579 543 619 634 562 525 383 250 149 7327 15 12 16 19 52 108 249 303 440 458 567 590 537 492 580 575 670 554 401 358 219 156 777475 670 1741 11 9 14 24 57 93 253 316 456 463 521 572 543 565 514 583 623 606 542 373 236 259 1077781 623 1740 16 13 16 20 45 102 256 334 439 468 489 585 527 558 586 599 636 606 593 579 360 263 1418271 636 1754 26 18 18 21 33 79 165 314 389 378 401 503 676 669 619 633 711 761 712 554 387 243 1478511 761 1867 32 15 21 14 22 55 110 235 324 377 431 438 484 473 573 586 618 659 717 402 250 192 837178 717 1930 9 17 19 25 47 98 266 304 433 425 501 500AVERAGE WEEKDAY HOURS (Axle Factored, Mon 6AM to Fri Noon) ADT36 14 11 15 21 51 100 256 314 442 454 527 556 541 545 546 592 642 574 489 371 235 188 86 7606DAYS Counted7HOURS Counted146WEEKDAYS Counted4WEEKDAY Hours80AVERAGE WEEKDAYHigh Hour642% of day8%Axle Adj. Factor1.000Seasonal/Weekday Adjustment Factor1.188ESTIMATEDAADT6402ROUTE #: US 9ROAD NAME: FROM:JCT NY 254TO:START 9/149 OLAPCOUNTY:WarrenSTATION:170013STATE DIR CODE:7PLACEMENT: 390' S of Round Pond Rd DATE OF COUNT: 08/06/2019
Attachment C – Turning Movement Count Data
Intersection: US Route 9 Sweet RdLocation: Queensbury, NYSite: 01Survey Date: Wednesday, 10-20-2021TSTData.comLegDirectionStart Time Right Thru Left U-TurnApp TotalPeds CW Peds CCWRight Thru Left U-TurnApp TotalPeds CW Peds CCWRight Thru Left U-TurnApp TotalPeds CW Peds CCWRight Thru Left U-TurnApp TotalPeds CW Peds CCWTotal4:30:00 PM 2 97 5 01040011 1 16 0280220 106 3 01290011 002002634:45:00 PM 3 107 9 0119029 3 24 0360218 95 3 01160020 002022735:00:00 PM 0 122 14 0136007 2 33 0420022 93 5 01200020 002013005:15:00 PM 0 108 9 0117267 0 21 0281026 86 4 01160120 10325264Grand Total5 434 37 04762834 6 94 01341486 380 15 04810171 109281100% Approach1.1% 91.2% 7.8% 0.0%0.0%0.0% 0.0%14.2% 85.8% 0.0% 0.0%0.0%0.0% 0.0%45.1% 41.7% 13.2% 0.0%0.0%0.0% 0.0%0.0% 66.2% 33.8% 0.0%0.0%0.0% 0.0%% Total0.5% 39.5% 3.4% 0.0%43.3%0.0% 0.0%3.1% 0.5% 8.5% 0.0%12.2%0.0% 0.0%7.8% 34.5% 1.4% 0.0%43.7%0.0% 0.0%0.6% 0.1% 0.1% 0.0%0.8%0.0% 0.0%PHF0.417 0.889 0.661 0.0000.8750.000 0.0000.773 0.500 0.712 0.0000.7980.000 0.0000.827 0.896 0.750 0.0000.9320.000 0.0000.875 0.250 0.250 0.0000.7500.000 0.0000.917Lights4 422 37 04630019 6 94 01190075 369 15 04590051 107001048% Lights80.0% 97.2% 100.0% 0.0%97.3%0.0% 0.0%55.9% 100.0% 100.0% 0.0%88.8%0.0% 0.0%87.2% 97.1% 100.0% 0.0%95.4%0.0% 0.0%71.4% 100.0% 100.0% 0.0%77.8%0.0% 0.0%95.3%Trucks020020000 0000002 0 020000 000004% Trucks0.0% 0.5% 0.0% 0.0%0.4%0.0% 0.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.5% 0.0% 0.0%0.4%0.0% 0.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.4%Buses010010000 0000000 0 000000 000001% Buses0.0% 0.2% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.1%Pedestrians00000270000014000000000000280% Pedestrians0.0% 0.0% 0.0% 0.0%0.0%100.0% 87.5%0.0% 0.0% 0.0% 0.0%0.0%100.0% 100.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0% 0.0%0.0%100.0% 100.0%0.0%Bicycles on Crosswalk00000010000000000000100000000% Bicycles on Crosswalk0.0% 0.0% 0.0% 0.0%0.0%0.0% 12.5%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 100.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0%Peak Hour RTOR100010 0 14 0 0 0140 0 11 0 0 01100200020028Motorcycles090090010001000900900000000019Southbound Westbound Northbound Eastbound4:30:00 PMTurning Movement Peak Hour Data (PM)US 9 Sweet Rd US 9 Drive WayUS 9NorthSweet Rd
Drive WayUS 9TotalTraffic000001054343702044223700015380860201536975000000000007110005110 0 0
34 6 94
0 0 0
94619
0
0
0
0
BusesTotalTrucksLightsUS 9NorthSweet Rd
Drive WayUS 98021047
1
200
0
01PedestriansBicycles on Crosswalk
Intersection: US Route 9 Sweet RdLocation: Queensbury, NYSite: 01Survey Date: Saturday, 10-23-2021TSTData.comLegDirectionStart Time Right Thru Left U-TurnApp TotalPeds CW Peds CCWRight Thru Left U-TurnApp TotalPeds CW Peds CCWRight Thru Left U-TurnApp TotalPeds CW Peds CCWRight Thru Left U-TurnApp TotalPeds CW Peds CCWTotal1:00:00 PM 0 154 9 01630119 0 17 0370021 147 1 01690000 000013691:15:00 PM 2 121 6 01290018 1 21 0400119 158 4 01810020 103013531:30:00 PM 1 145 8 0154037 0 19 0260018 150 0 01680011 103133511:45:00 PM 0 135 15 01500110 0 25 0350115 149 1 01650220 00201352Grand Total3 555 38 05960554 1 82 01380273 604 6 06830251 208161425% Approach0.5% 93.1% 6.4% 0.0%0.0%0.0% 0.0%14.2% 85.8% 0.0% 0.0%0.0%0.0% 0.0%45.1% 41.7% 13.2% 0.0%0.0%0.0% 0.0%0.0% 66.2% 33.8% 0.0%0.0%0.0% 0.0%% Total0.2% 38.9% 2.7% 0.0%41.8%0.0% 0.0%3.8% 0.1% 5.8% 0.0%9.7%0.0% 0.0%5.1% 42.4% 0.4% 0.0%47.9%0.0% 0.0%0.4% 0.1% 0.1% 0.0%0.6%0.0% 0.0%PHF0.375 0.901 0.633 0.0000.9140.000 0.0000.711 0.250 0.820 0.0000.8630.000 0.0000.869 0.956 0.375 0.0000.9430.000 0.0000.625 0.250 0.500 0.0000.6670.000 0.0000.965Lights3 553 38 05940035 1 81 01170056 600 6 06620001 203001376% Lights100.0% 99.6% 100.0% 0.0%99.7%0.0% 0.0%64.8% 100.0% 98.8% 0.0%84.8%0.0% 0.0%76.7% 99.3% 100.0% 0.0%96.9%0.0% 0.0%0.0% 100.0% 100.0% 0.0%37.5%0.0% 0.0%96.6%Trucks000000000 0000000 0 000000 000000% Trucks0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0%Buses010010000 0000002 0 020000 000003% Buses0.0% 0.2% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.3% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.2%Pedestrians00000050000002000000200000160% Pedestrians0.0% 0.0% 0.0% 0.0%0.0%0.0% 100.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 100.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 100.0%0.0% 0.0% 0.0% 0.0%0.0%100.0% 100.0%0.0%Bicycles on Crosswalk00000000000000000000000000000% Bicycles on Crosswalk0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0%Peak Hour RTOR000000 0 18 0 0 0180 0 16 0 0 01600500050039Motorcycles01001001010200120030000000006Southbound Westbound Northbound EastboundTurning Movement Peak Hour Data (Saturday Midday)1:00:00 PMLake George Rd Sweet Rd Lake George Rd Drive WayUS 9NorthSweet Rd
Drive WayUS 9TotalTraffic0000010355538000355338020660473000660056000000000005120000120 0 0
54 1 82
0 0 0
81135
0
0
0
0
BusesTotalTrucksLightsUS 9NorthSweet Rd
Drive WayUS 96010025
0
000
0
20PedestriansBicycles on Crosswalk
Intersection: US Route 9 Weeks RoadLocation: Queensbury, NYSite: 02Survey Date: Wednesday, 10-20-2021TSTData.comLegDirectionStart Time Right Thru U-TurnApp TotalPeds CWPeds CCWThru Left U-TurnApp TotalPeds CWPeds CCWRight Left U-TurnApp TotalPeds CWPeds CCWTotal4:30:00 PM 9 101 011000117 18 01350013 7 020002654:45:00 PM 13 126 013900114 14 01280075012002795:00:00 PM 12 145 015700107 9 01160014 6 020002935:15:00 PM 11 110 012100114 14 01280010 2 01204261Grand Total45 482 052700452 55 05070044 20 064041098% Approach8.5% 91.5% 0.0%0.0%0.0% 0.0%14.2% 0.0% 0.0%0.0%0.0% 0.0%45.1% 41.7% 0.0%0.0%0.0% 0.0%% Total4.1% 43.9% 0.0%48.0%0.0% 0.0%41.2% 5.0% 0.0%46.2%0.0% 0.0%4.0% 1.8% 0.0%5.8%0.0% 0.0%PHF0.865 0.831 0.0000.8390.000 0.0000.966 0.764 0.0000.9390.000 0.0000.786 0.714 0.0000.8000.000 0.0000.937Lights45 470 051500442 54 04960044 19 063001074% Lights100.0% 97.5% 0.0%97.7%0.0% 0.0%97.8% 98.2% 0.0%97.8%0.0% 0.0%100.0% 95.0% 0.0%98.4%0.0% 0.0%97.8%Trucks0202002002000000004% Trucks0.0% 0.4% 0.0%0.4%0.0% 0.0%0.4% 0.0% 0.0%0.4%0.0% 0.0%0.0% 0.0% 0.0%0.0%0.0% 0.0%0.4%Buses0101000101000000002% Buses0.0% 0.2% 0.0%0.0%0.0% 0.0%0.0% 1.8% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0%0.0%0.0% 0.0%0.2%Pedestrians0000000000000000040% Pedestrians0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0%0.0%0.0% 100.0%0.0%Bicycles on Crosswalk0000000000000000000% Bicycles on Crosswalk0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0%Motorcycles09090080080001010018Southbound Northbound EastboundUS 9 US 9 Weeks RoadTurning Movement Peak Hour Data (PM)4:30:00 PMUS 9NorthWeeks Road US 9
0
0
0
0
0
00
0040PedestriansBicycles on CrosswalkUS 9NorthWeeks Road NorthboundTotal Traffic0000045045148224700
44
0
0
20
0
19 44
0
0
0
0 045221550544420000BusesTotalTrucksLights
Intersection: US Route 9 Weeks RdLocation: Queensbury, NYSite: 02Survey Date: Saturday, 10-23-2021TSTData.comLegDirectionStart Time Right Thru U-TurnApp TotalPeds CWPeds CCWThru Left U-TurnApp TotalPeds CWPeds CCWRight Left U-TurnApp TotalPeds CWPeds CCWTotal1:00:00 PM 9 160 016900174 6 01800013 4 017003661:15:00 PM 9 135 014400178 11 01890085013003461:30:00 PM 8 157 016500164 4 01680017 3 020103531:45:00 PM 7 155 016200160 6 01660013 4 01701345Grand Total33 607 064000676 27 07030051 16 067111410% Approach5.2% 94.8% 0.0%0.0%0.0% 0.0%14.2% 0.0% 0.0%0.0%0.0% 0.0%45.1% 41.7% 0.0%0.0%0.0% 0.0%% Total2.3% 43.0% 0.0%45.4%0.0% 0.0%47.9% 1.9% 0.0%49.9%0.0% 0.0%3.6% 1.1% 0.0%4.8%0.0% 0.0%PHF0.917 0.948 0.0000.9470.000 0.0000.949 0.614 0.0000.9300.000 0.0000.750 0.800 0.0000.8380.000 0.0000.963Lights33 604 063700671 26 06970051 16 067001401% Lights100.0% 99.5% 0.0%99.5%0.0% 0.0%99.3% 96.3% 0.0%99.1%0.0% 0.0%100.0% 100.0% 0.0%100.0%0.0% 0.0%99.4%Trucks0000000000000000000% Trucks0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0%Buses0101002103000000004% Buses0.0% 0.2% 0.0%0.0%0.0% 0.0%0.3% 3.7% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0%0.0%0.0% 0.0%0.3%Pedestrians0000000000000000110% Pedestrians0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0%0.0%100.0% 100.0%0.0%Bicycles on Crosswalk0000000000000000000% Bicycles on Crosswalk0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0% 0.0% 0.0%0.0%0.0% 0.0%0.0%Motorcycles0202003003000000005Turning Movement Peak Hour Data (AM)1:00:00 PMUS 9 US 9 Weeks RoadSouthbound Northbound EastboundUS 9NorthboundNorthWeeks RoadTotal Traffic0000033033160706040
51
0
0
16
0
16 51
0
0
0
0 267601270266710000BusesTotalTrucksLightsUS 9NorthWeeks Road US 9
0
0
0
0
0
00
1010PedestriansBicycles on Crosswalk
Attachment D – Capacity Analysis Worksheets
HCM 6th Signalized Intersection Summary 2021 Existing
1: Rt 9 & Site Dwy/Sweet Rd PM Peak Hour
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 1 1 8 108 7 39 17 437 99 43 499 6
Future Volume (veh/h) 1 1 8 108 7 39 17 437 99 43 499 6
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.95 0.97 0.97 1.00 0.99 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1976 1976 1976 1900 1885 1900 1900 1961 1976
Adj Flow Rate, veh/h 1 1 7 117 8 27 18 475 96 47 542 6
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
Percent Heavy Veh, %000000010010
Cap, veh/h 116 38 172 326 11 36 391 1229 247 495 834 9
Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.01 0.41 0.41 0.03 0.43 0.43
Sat Flow, veh/h 80 280 1258 1157 79 267 1810 2965 595 1810 1935 21
Grp Volume(v), veh/h 9 0 0 152 0 0 18 286 285 47 0 548
Grp Sat Flow(s),veh/h/ln 1618 0 0 1503 0 0 1810 1791 1769 1810 0 1956
Q Serve(g_s), s 0.0 0.0 0.0 3.5 0.0 0.0 0.2 4.2 4.3 0.6 0.0 8.4
Cycle Q Clear(g_c), s 0.2 0.0 0.0 3.7 0.0 0.0 0.2 4.2 4.3 0.6 0.0 8.4
Prop In Lane 0.11 0.78 0.77 0.18 1.00 0.34 1.00 0.01
Lane Grp Cap(c), veh/h 327 0 0 374 0 0 391 742 733 495 0 843
V/C Ratio(X) 0.03 0.00 0.00 0.41 0.00 0.00 0.05 0.38 0.39 0.09 0.00 0.65
Avail Cap(c_a), veh/h 725 0 0 759 0 0 850 1606 1587 924 0 1755
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 14.2 0.0 0.0 15.7 0.0 0.0 7.1 7.7 7.7 6.3 0.0 8.5
Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.5 0.5 0.0 0.0 1.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 1.0 0.0 0.0 0.1 1.0 1.0 0.1 0.0 2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.2 0.0 0.0 16.0 0.0 0.0 7.2 8.2 8.2 6.4 0.0 9.7
LnGrp LOS BAABAAAAAAAA
Approach Vol, veh/h 9 152 589 595
Approach Delay, s/veh 14.2 16.0 8.2 9.5
Approach LOS BBAA
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.4 22.3 10.2 6.0 21.7 10.2
Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 5.0
Max Green Setting (Gmax), s 10.0 34.0 15.0 10.0 34.0 15.0
Max Q Clear Time (g_c+I1), s 2.2 10.4 5.7 2.6 6.3 2.2
Green Ext Time (p_c), s 0.0 4.9 0.2 0.0 5.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 9.7
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.
HCM 6th TWSC 2021 Existing
2: Rt 9 & Weeks Rd PM Peak Hour
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Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 23 51 63 530 562 53
Future Vol, veh/h 23 51 63 530 562 53
Conflicting Peds, #/hr 0 04004
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 50 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 0 00210
Mvmt Flow 24 54 67 564 598 56
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1046 630 658 0 - 0
Stage 1 630 -----
Stage 2 416 -----
Critical Hdwy 6.6 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 241 485 939 - - -
Stage 1 535 -----
Stage 2 640 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 222 483 936 - - -
Mov Cap-2 Maneuver 416 -----
Stage 1 495 -----
Stage 2 638 -----
Approach EB NB SB
HCM Control Delay, s 14.4 1 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 936 - 460 - -
HCM Lane V/C Ratio 0.072 - 0.171 - -
HCM Control Delay (s) 9.1 - 14.4 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.2 - 0.6 - -
HCM 6th Signalized Intersection Summary 2022 No-Build
1: Rt 9 & Site Dwy/Sweet Rd PM Peak Hour
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 1 1 8 111 7 39 17 445 102 43 507 6
Future Volume (veh/h) 1 1 8 111 7 39 17 445 102 43 507 6
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.95 0.97 0.97 1.00 0.99 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1976 1976 1976 1900 1885 1900 1900 1961 1976
Adj Flow Rate, veh/h 1 1 7 121 8 27 18 484 99 47 551 6
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
Percent Heavy Veh, %000000010010
Cap, veh/h 116 39 176 331 11 36 382 1221 248 488 831 9
Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.01 0.41 0.41 0.03 0.43 0.43
Sat Flow, veh/h 78 282 1257 1165 77 260 1810 2958 601 1810 1935 21
Grp Volume(v), veh/h 9 0 0 156 0 0 18 292 291 47 0 557
Grp Sat Flow(s),veh/h/ln 1616 0 0 1502 0 0 1810 1791 1768 1810 0 1957
Q Serve(g_s), s 0.0 0.0 0.0 3.6 0.0 0.0 0.2 4.4 4.4 0.6 0.0 8.6
Cycle Q Clear(g_c), s 0.2 0.0 0.0 3.8 0.0 0.0 0.2 4.4 4.4 0.6 0.0 8.6
Prop In Lane 0.11 0.78 0.78 0.17 1.00 0.34 1.00 0.01
Lane Grp Cap(c), veh/h 331 0 0 378 0 0 382 740 730 488 0 840
V/C Ratio(X) 0.03 0.00 0.00 0.41 0.00 0.00 0.05 0.39 0.40 0.10 0.00 0.66
Avail Cap(c_a), veh/h 723 0 0 757 0 0 839 1600 1580 915 0 1748
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 14.2 0.0 0.0 15.7 0.0 0.0 7.3 7.8 7.9 6.4 0.0 8.7
Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.5 0.5 0.0 0.0 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 1.1 0.0 0.0 0.1 1.1 1.1 0.1 0.0 2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.2 0.0 0.0 15.9 0.0 0.0 7.3 8.3 8.4 6.4 0.0 9.9
LnGrp LOS BAABAAAAAAAA
Approach Vol, veh/h 9 156 601 604
Approach Delay, s/veh 14.2 15.9 8.3 9.7
Approach LOS BBAA
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.4 22.3 10.3 6.0 21.7 10.3
Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 5.0
Max Green Setting (Gmax), s 10.0 34.0 15.0 10.0 34.0 15.0
Max Q Clear Time (g_c+I1), s 2.2 10.6 5.8 2.6 6.4 2.2
Green Ext Time (p_c), s 0.0 5.0 0.2 0.0 5.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 9.8
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.
HCM 6th TWSC 2022 No-Build
2: Rt 9 & Weeks Rd PM Peak Hour
\\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\NB PM.syn Synchro 10 Report
CJL Page 2
Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 23 51 63 541 573 53
Future Vol, veh/h 23 51 63 541 573 53
Conflicting Peds, #/hr 0 04004
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 50 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 0 00210
Mvmt Flow 24 54 67 576 610 56
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1064 642 670 0 - 0
Stage 1 642 -----
Stage 2 422 -----
Critical Hdwy 6.6 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 235 478 930 - - -
Stage 1 528 -----
Stage 2 635 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 217 476 927 - - -
Mov Cap-2 Maneuver 411 -----
Stage 1 488 -----
Stage 2 633 -----
Approach EB NB SB
HCM Control Delay, s 14.6 1 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 927 - 454 - -
HCM Lane V/C Ratio 0.072 - 0.173 - -
HCM Control Delay (s) 9.2 - 14.6 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.2 - 0.6 - -
HCM 6th Signalized Intersection Summary 2022 Build
1: Rt 9 & Site Dwy/Sweet Rd PM Peak Hour
\\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD PM.syn Synchro 10 Report
CJL Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 12 7 12 111 13 39 21 449 102 43 511 17
Future Volume (veh/h) 12 7 12 111 13 39 21 449 102 43 511 17
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.95 0.97 0.97 1.00 0.99 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1976 1976 1976 1900 1885 1900 1900 1961 1976
Adj Flow Rate, veh/h 13 8 11 121 14 27 23 488 99 47 555 17
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
Percent Heavy Veh, %000000010010
Cap, veh/h 188 102 84 325 19 36 377 1245 251 489 821 25
Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.01 0.42 0.42 0.03 0.43 0.43
Sat Flow, veh/h 410 716 590 1147 133 256 1810 2963 597 1810 1891 58
Grp Volume(v), veh/h 32 0 0 162 0 0 23 294 293 47 0 572
Grp Sat Flow(s),veh/h/ln 1716 0 0 1536 0 0 1810 1791 1769 1810 0 1949
Q Serve(g_s), s 0.0 0.0 0.0 3.3 0.0 0.0 0.3 4.4 4.5 0.6 0.0 9.2
Cycle Q Clear(g_c), s 0.6 0.0 0.0 3.9 0.0 0.0 0.3 4.4 4.5 0.6 0.0 9.2
Prop In Lane 0.41 0.34 0.75 0.17 1.00 0.34 1.00 0.03
Lane Grp Cap(c), veh/h 374 0 0 380 0 0 377 753 744 489 0 846
V/C Ratio(X) 0.09 0.00 0.00 0.43 0.00 0.00 0.06 0.39 0.39 0.10 0.00 0.68
Avail Cap(c_a), veh/h 746 0 0 743 0 0 818 1563 1544 905 0 1701
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 14.6 0.0 0.0 15.9 0.0 0.0 7.3 7.8 7.8 6.4 0.0 8.8
Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.5 0.5 0.0 0.0 1.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.0 0.0 1.1 0.0 0.0 0.1 1.1 1.1 0.1 0.0 2.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.6 0.0 0.0 16.2 0.0 0.0 7.3 8.3 8.3 6.4 0.0 10.2
LnGrp LOS BAABAAAAAAAB
Approach Vol, veh/h 32 162 610 619
Approach Delay, s/veh 14.6 16.2 8.3 9.9
Approach LOS BBAA
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.5 22.9 10.5 6.0 22.4 10.5
Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 5.0
Max Green Setting (Gmax), s 10.0 34.0 15.0 10.0 34.0 15.0
Max Q Clear Time (g_c+I1), s 2.3 11.2 5.9 2.6 6.5 2.6
Green Ext Time (p_c), s 0.0 5.2 0.2 0.0 5.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 10.0
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
HCM 6th TWSC 2022 Build
2: Rt 9 & Weeks Rd PM Peak Hour
\\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD PM.syn Synchro 10 Report
CJL Page 2
Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 27 63 75 545 577 57
Future Vol, veh/h 27 63 75 545 577 57
Conflicting Peds, #/hr 0 04004
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 50 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 0 00210
Mvmt Flow 29 67 80 580 614 61
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1099 649 679 0 - 0
Stage 1 649 -----
Stage 2 450 -----
Critical Hdwy 6.6 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 223 473 923 - - -
Stage 1 524 -----
Stage 2 615 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 202 471 920 - - -
Mov Cap-2 Maneuver 398 -----
Stage 1 477 -----
Stage 2 613 -----
Approach EB NB SB
HCM Control Delay, s 15.3 1.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 920 - 446 - -
HCM Lane V/C Ratio 0.087 - 0.215 - -
HCM Control Delay (s) 9.3 - 15.3 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.3 - 0.8 - -
HCM 6th TWSC 2022 Build
3: Weeks Rd & Site Dwy PM Peak Hour
\\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD PM.syn Synchro 10 Report
CJL Page 3
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 2 74 116 16 16 2
Future Vol, veh/h 2 74 116 16 16 2
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 80 80 80 80 80 80
Heavy Vehicles, % 0 01000
Mvmt Flow 3 93 145 20 20 3
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 165 0 - 0 254 155
Stage 1 - - - - 155 -
Stage 2 - - - - 99 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1426 - - - 739 896
Stage 1 - - - - 878 -
Stage 2 - - - - 930 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1426 - - - 738 896
Mov Cap-2 Maneuver - - - - 738 -
Stage 1 - - - - 876 -
Stage 2 - - - - 930 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 9.9
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1426 - - - 753
HCM Lane V/C Ratio 0.002 - - - 0.03
HCM Control Delay (s) 7.5 0 - - 9.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6th Signalized Intersection Summary 2021 Existing
1: Rt 9 & Site Dwy/Sweet Rd Sat Peak Hour
\\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\Ex Sat.syn Synchro 10 Report
CJL Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 2 1 6 101 1 66 7 743 90 47 683 4
Future Volume (veh/h) 2 1 6 101 1 66 7 743 90 47 683 4
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.98 0.98 0.99 1.00 0.99 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1976 1976 1976 1900 1900 1900 1900 1976 1976
Adj Flow Rate, veh/h 2 1 1 104 1 49 7 766 77 48 704 4
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, %000000000000
Cap, veh/h 206 94 58 275 4 64 328 1539 155 419 957 5
Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.00 0.47 0.47 0.03 0.49 0.49
Sat Flow, veh/h 598 715 438 1011 33 487 1810 3310 333 1810 1963 11
Grp Volume(v), veh/h 4 0 0 154 0 0 7 418 425 48 0 708
Grp Sat Flow(s),veh/h/ln 1751 0 0 1531 0 0 1810 1805 1837 1810 0 1974
Q Serve(g_s), s 0.0 0.0 0.0 4.0 0.0 0.0 0.1 6.8 6.8 0.6 0.0 12.2
Cycle Q Clear(g_c), s 0.1 0.0 0.0 4.1 0.0 0.0 0.1 6.8 6.8 0.6 0.0 12.2
Prop In Lane 0.50 0.25 0.68 0.32 1.00 0.18 1.00 0.01
Lane Grp Cap(c), veh/h 358 0 0 343 0 0 328 839 854 419 0 963
V/C Ratio(X) 0.01 0.00 0.00 0.45 0.00 0.00 0.02 0.50 0.50 0.11 0.00 0.74
Avail Cap(c_a), veh/h 696 0 0 681 0 0 747 1445 1471 797 0 1580
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 16.1 0.0 0.0 17.8 0.0 0.0 7.5 7.9 7.9 6.2 0.0 8.7
Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.7 0.6 0.0 0.0 1.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 1.3 0.0 0.0 0.0 1.8 1.8 0.1 0.0 3.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.1 0.0 0.0 18.1 0.0 0.0 7.5 8.6 8.6 6.3 0.0 10.3
LnGrp LOS BAABAAAAAAAB
Approach Vol, veh/h 4 154 850 756
Approach Delay, s/veh 16.1 18.1 8.5 10.0
Approach LOS BBAB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.2 26.7 10.6 6.1 25.8 10.6
Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 5.0
Max Green Setting (Gmax), s 10.0 34.0 15.0 10.0 34.0 15.0
Max Q Clear Time (g_c+I1), s 2.1 14.2 6.1 2.6 8.8 2.1
Green Ext Time (p_c), s 0.0 6.4 0.2 0.0 7.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 10.0
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
HCM 6th TWSC 2021 Existing
2: Rt 9 & Weeks Rd Sat Peak Hour
\\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\Ex Sat.syn Synchro 10 Report
CJL Page 2
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 20 63 33 831 747 41
Future Vol, veh/h 20 63 33 831 747 41
Conflicting Peds, #/hr 0 02002
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 50 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 0 04000
Mvmt Flow 21 66 34 866 778 43
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1303 802 823 0 - 0
Stage 1 802 -----
Stage 2 501 -----
Critical Hdwy 6.6 6.2 4.16 - - -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.238 - - -
Pot Cap-1 Maneuver 166 387 794 - - -
Stage 1 445 -----
Stage 2 580 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 158 386 793 - - -
Mov Cap-2 Maneuver 353 -----
Stage 1 425 -----
Stage 2 579 -----
Approach EB NB SB
HCM Control Delay, s 17.4 0.4 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 793 - 377 - -
HCM Lane V/C Ratio 0.043 - 0.229 - -
HCM Control Delay (s) 9.7 - 17.4 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.1 - 0.9 - -
HCM 6th Signalized Intersection Summary 2022 No-Build
1: Rt 9 & Site Dwy/Sweet Rd Sat Peak Hour
\\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\NB Sat.syn Synchro 10 Report
CJL Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 2 1 6 104 1 66 7 752 93 47 692 4
Future Volume (veh/h) 2 1 6 104 1 66 7 752 93 47 692 4
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.98 0.98 0.99 1.00 0.99 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1976 1976 1976 1900 1900 1900 1900 1976 1976
Adj Flow Rate, veh/h 2 1 1 107 1 49 7 775 80 48 713 4
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, %000000000000
Cap, veh/h 206 95 59 277 5 64 323 1543 159 415 962 5
Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.00 0.47 0.47 0.03 0.49 0.49
Sat Flow, veh/h 604 709 438 1018 34 478 1810 3300 341 1810 1963 11
Grp Volume(v), veh/h 4 0 0 157 0 0 7 424 431 48 0 717
Grp Sat Flow(s),veh/h/ln 1751 0 0 1531 0 0 1810 1805 1836 1810 0 1974
Q Serve(g_s), s 0.0 0.0 0.0 4.1 0.0 0.0 0.1 7.0 7.0 0.6 0.0 12.5
Cycle Q Clear(g_c), s 0.1 0.0 0.0 4.3 0.0 0.0 0.1 7.0 7.0 0.6 0.0 12.5
Prop In Lane 0.50 0.25 0.68 0.31 1.00 0.19 1.00 0.01
Lane Grp Cap(c), veh/h 360 0 0 346 0 0 323 844 858 415 0 968
V/C Ratio(X) 0.01 0.00 0.00 0.45 0.00 0.00 0.02 0.50 0.50 0.12 0.00 0.74
Avail Cap(c_a), veh/h 688 0 0 673 0 0 737 1427 1451 787 0 1560
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 16.2 0.0 0.0 18.0 0.0 0.0 7.6 8.0 8.0 6.3 0.0 8.8
Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.7 0.7 0.0 0.0 1.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 1.3 0.0 0.0 0.0 1.8 1.9 0.1 0.0 3.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.2 0.0 0.0 18.3 0.0 0.0 7.6 8.6 8.6 6.3 0.0 10.4
LnGrp LOS BAABAAAAAAAB
Approach Vol, veh/h 4 157 862 765
Approach Delay, s/veh 16.2 18.3 8.6 10.1
Approach LOS BBAB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.2 27.1 10.8 6.1 26.1 10.8
Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 5.0
Max Green Setting (Gmax), s 10.0 34.0 15.0 10.0 34.0 15.0
Max Q Clear Time (g_c+I1), s 2.1 14.5 6.3 2.6 9.0 2.1
Green Ext Time (p_c), s 0.0 6.5 0.2 0.0 7.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 10.1
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
HCM 6th TWSC 2022 No-Build
2: Rt 9 & Weeks Rd Sat Peak Hour
\\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\NB Sat.syn Synchro 10 Report
CJL Page 2
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 20 63 33 843 759 41
Future Vol, veh/h 20 63 33 843 759 41
Conflicting Peds, #/hr 0 02002
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 50 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 0 04000
Mvmt Flow 21 66 34 878 791 43
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1322 815 836 0 - 0
Stage 1 815 -----
Stage 2 507 -----
Critical Hdwy 6.6 6.2 4.16 - - -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.238 - - -
Pot Cap-1 Maneuver 162 381 785 - - -
Stage 1 439 -----
Stage 2 576 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 154 380 784 - - -
Mov Cap-2 Maneuver 348 -----
Stage 1 419 -----
Stage 2 575 -----
Approach EB NB SB
HCM Control Delay, s 17.6 0.4 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 784 - 372 - -
HCM Lane V/C Ratio 0.044 - 0.232 - -
HCM Control Delay (s) 9.8 - 17.6 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.1 - 0.9 - -
HCM 6th Signalized Intersection Summary 2022 Build
1: Rt 9 & Site Dwy/Sweet Rd Sat Peak Hour
\\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD Sat.syn Synchro 10 Report
CJL Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 9 4 8 104 4 66 9 754 93 47 694 9
Future Volume (veh/h) 9 4 8 104 4 66 9 754 93 47 694 9
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.98 0.98 0.99 1.00 0.99 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1976 1976 1976 1900 1900 1900 1900 1976 1976
Adj Flow Rate, veh/h 9 4 3 107 4 49 9 777 80 48 715 9
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, %000000000000
Cap, veh/h 229 93 44 274 9 64 320 1553 160 414 958 12
Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.01 0.47 0.47 0.03 0.49 0.49
Sat Flow, veh/h 736 686 328 1004 68 474 1810 3301 340 1810 1947 25
Grp Volume(v), veh/h 16 0 0 160 0 0 9 425 432 48 0 724
Grp Sat Flow(s),veh/h/ln 1750 0 0 1546 0 0 1810 1805 1836 1810 0 1971
Q Serve(g_s), s 0.0 0.0 0.0 4.0 0.0 0.0 0.1 7.1 7.1 0.6 0.0 12.8
Cycle Q Clear(g_c), s 0.3 0.0 0.0 4.3 0.0 0.0 0.1 7.1 7.1 0.6 0.0 12.8
Prop In Lane 0.56 0.19 0.67 0.31 1.00 0.19 1.00 0.01
Lane Grp Cap(c), veh/h 366 0 0 347 0 0 320 849 864 414 0 970
V/C Ratio(X) 0.04 0.00 0.00 0.46 0.00 0.00 0.03 0.50 0.50 0.12 0.00 0.75
Avail Cap(c_a), veh/h 682 0 0 667 0 0 727 1411 1435 782 0 1541
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 16.4 0.0 0.0 18.1 0.0 0.0 7.7 8.0 8.0 6.3 0.0 8.9
Incr Delay (d2), s/veh 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.7 0.6 0.0 0.0 1.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 1.3 0.0 0.0 0.0 1.9 1.9 0.1 0.0 3.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.4 0.0 0.0 18.5 0.0 0.0 7.7 8.6 8.6 6.3 0.0 10.5
LnGrp LOS BAABAAAAAAAB
Approach Vol, veh/h 16 160 866 772
Approach Delay, s/veh 16.4 18.5 8.6 10.3
Approach LOS BBAB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.2 27.4 10.9 6.2 26.5 10.9
Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 5.0
Max Green Setting (Gmax), s 10.0 34.0 15.0 10.0 34.0 15.0
Max Q Clear Time (g_c+I1), s 2.1 14.8 6.3 2.6 9.1 2.3
Green Ext Time (p_c), s 0.0 6.5 0.2 0.0 7.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 10.3
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
HCM 6th TWSC 2022 Build
2: Rt 9 & Weeks Rd Sat Peak Hour
\\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD Sat.syn Synchro 10 Report
CJL Page 2
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 22 70 39 845 761 43
Future Vol, veh/h 22 70 39 845 761 43
Conflicting Peds, #/hr 0 02002
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 50 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 0 04000
Mvmt Flow 23 73 41 880 793 45
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1340 818 840 0 - 0
Stage 1 818 -----
Stage 2 522 -----
Critical Hdwy 6.6 6.2 4.16 - - -
Critical Hdwy Stg 1 5.4 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.238 - - -
Pot Cap-1 Maneuver 158 379 782 - - -
Stage 1 437 -----
Stage 2 566 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 149 378 781 - - -
Mov Cap-2 Maneuver 342 -----
Stage 1 413 -----
Stage 2 565 -----
Approach EB NB SB
HCM Control Delay, s 18.1 0.4 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 781 - 369 - -
HCM Lane V/C Ratio 0.052 - 0.26 - -
HCM Control Delay (s) 9.9 - 18.1 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.2 - 1 - -
HCM 6th TWSC 2022 Build
3: Weeks Rd & Site Dwy Sat Peak Hour
\\vhb.com\gbl\proj\Albany\20820.00 CT Male Hoffman Qnsbry\tech\Synchro\BD Sat.syn Synchro 10 Report
CJL Page 3
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 83 74 8 9 1
Future Vol, veh/h 1 83 74 8 9 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 84 84 84 84 84 84
Heavy Vehicles, % 0 02000
Mvmt Flow 1 99 88 10 11 1
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 98 0 - 0 194 93
Stage 1 - - - - 93 -
Stage 2 - - - - 101 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1508 - - - 799 970
Stage 1 - - - - 936 -
Stage 2 - - - - 928 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1508 - - - 798 970
Mov Cap-2 Maneuver - - - - 798 -
Stage 1 - - - - 935 -
Stage 2 - - - - 928 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 9.5
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1508 - - - 812
HCM Lane V/C Ratio 0.001 - - - 0.015
HCM Control Delay (s) 7.4 0 - - 9.5
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0