HomeMy WebLinkAbout20230524 12 Ballston Chipotle Site Plan Traffic Impact Assessment 2023 11 22 501 Main Street, Suite 2A 11 Vanderbilt Avenue, Suite 204 Monroe, CT 06468 Norwood, MA 02062 Office: (203) 880-5455 Office: (708) 352-8491 www.SolliEngineering.com April 05, 2023 Revised November 22, 2023 John J. Roche / Director Atlantic Retail 55 Huntington Avenue Boston, MA 02199 (617) 369-5925 RE: Traffic Impact Assessment Proposed Chipotle 12 Ballston Avenue, Saratoga Springs, NY Project Number: 21206201 Dear John, Solli Engineering, LLC has prepared this assessment to provide an analysis of the potential traffic impacts associated with the proposed redevelopment located at 12 Ballston Avenue (Route 50) in Saratoga Springs, New York with site access provided from Ballston Avenue (Route 50) and Hamilton Street. The evaluation has been completed in accordance with the City of Saratoga Springs requirements as well as standard traffic engineering methodology. Our investigation concludes that the proposed development will not have an adverse impact on the area roadway network. Project Description: The property is located along Ballston Avenue (Route 50) in Saratoga Springs, New York at the corner of Ballston Avenue (Route 50) and Hamilton Street. The site is currently improved with a vacant 2,703± square-foot building formerly occupied by Paddy Duggan’s Irish Pub. The project site is bound by Ballston Avenue (Route 50) to the north and west, Hamilton Street to the east, and a commercially developed property occupied by Saratoga Strike Zone Bowling Alley to the south. Refer to Figure 1, Site Location Map, for more details on the project location. The project proposes to repurpose the existing 2,703 square-foot building on-site for a 2,388± square-foot quick-service restaurant with associated parking. The parcel is located within the NC Neighborhood Center District (T-5) Zoning District within the City of Saratoga Springs. Site access is proposed via a proposed stop-controlled 22-foot-wide driveway off Hamilton Street and the existing stop-controlled 31-foot-wide driveway off Ballston Avenue (Route 50). See the Site Layout Plan for more details on the proposed site configuration. Existing Conditions: Ballston Avenue (Route 50) is an east-west roadway located west of the project site with a posted speed limit of 30 miles per hour throughout the study area. Ballston Avenue (Route 50) is classified as a principal arterial other roadway by the New York State Department of Transportation. Across the property frontage,
Ballston Avenue (Route 50) is a two (2) lane roadway with a shared center left turn lane. There are sidewalks located on both sides of the street along the property’s frontage. Hamilton Street is a north-south roadway located east of the project site. Hamilton Street is classified as an urban local street by the New York State Department of Transportation. Across the property frontage, Hamilton Street is a two (2) lane roadway. There are sidewalks located on both sides of the property’s frontage. Turning movement count data was collected between October 15, 2022 and October 18, 2022. The 2022 existing traffic volumes are illustrated in Figure 2. Proposed Conditions: The project proposed to maintain the existing 31-foot stop-controlled full-movement driveway via Ballston Avenue (Route 50) located approximately 275 feet southwest of the intersection of Ballston Avenue (Route 50) & Hamilton Street. Site access will also be provided via a proposed 22-foot stop-controlled full-movement driveway off Hamilton Street located approximately 150 feet south of the intersection of Ballston Avenue (Route 50) & Hamilton Street. The anticipated number of trips that will be generated by proposed development was estimated using data from the Institute of Transportation Engineers (ITE) Trip Generation, 11th Edition. The trip generation was calculated for the weekday PM and Saturday midday peak hours based on the proposed land uses as these are the peak periods with the greatest potential to impact the adjacent roadway network. The trip generation rate sheets are provided as a supporting document to this assessment. Table 1 below illustrates the anticipated trips to be generated by the proposed project during the weekday PM and Saturday midday peak hours. A detailed breakdown of the existing and proposed trip generation calculations are provided as a supporting document to this assessment. TABLE 1 TRIP GENERATION SUMMARY LAND USE PM PEAK HOUR SAT PEAK HOUR ENTER EXIT TOTAL ENTER EXIT TOTAL Fast Casual Restaurant (LUC 930) 2,388±sf 16 14 30 43 35 78 Total New Trips 16 14 30 43 35 78 The anticipated distribution of new traffic entering and exiting the site was developed based on area populations, existing traffic patterns, and layout of the adjacent roadway network. The following distributions were applied to the new site generated trips: • 40% to/from the east via Ballston Avenue (Route 50) • 30% to/from the west via Ballston Avenue (Route 50) • 20% to/from the north via Hamilton Street • 10% to/from the south via Hamilton Street The anticipated percent distribution of the new site generated trips is illustrated in Figure 3. The new site generated trips were assigned to the site driveway intersection based on the anticipated percent distributions illustrated in Figure 3 and the resulting trip assignment is illustrated in Figure 4. As the proposed development is anticipated to be opened in 2024, background traffic growth is estimated to account for any traffic increase as a result of regional population growth. Based on previous ADT data
provided by the New York State Department of Transportation (NYSDOT), overall traffic volumes in the study area in recent years have remained relatively the same. The ADT reported for Ballston Avenue (Route 50) between Geyser Road & Avenue of the Pines and East Congress Street was 11,952 vehicles in 2011, 11,592 vehicles in 2017, and 6,568 vehicles in 2020. Reported ADT data for 2020 was much lower compared to the reported ADT for 2011 and 2017 as a result of the travel restrictions and social distancing practices associated with the outbreak of COVID-19. The existing traffic volumes on Ballston Avenue (Route 50) were projected to the 2024 design year using a conservative 2.00 percent per year growth factor. There is an approved development project located north of the project site at 269 Broadway and was included as a background generator to this study. The project could potentially include a six-story, mixed-use building with underground parking and access to Hamilton Street. The potential PM peak hour trips associated with that project have been included in the traffic impact analysis as a background generator and are illustrated in Figure 5A, Build – Trip Assignment (2024) – PM Peak. Due to the development consisting of mostly office space, the anticipated Saturday midday peak hour trip generation would be minor and likely captured by the background growth rate applied. The trip assignment volumes illustrated in Figure 4 were combined with the 2024 background volumes in Figure 5 and the background generators in Figure 5A to develop the build traffic volumes. Figure 6 illustrates the 2024 build traffic volumes. The New York State Department of Transportation was contacted to identify any ongoing or proposed projects within the study area which may impact the analysis. No projects were identified which would impact the analysis. Intersection sight distance (ISD) at the proposed site driveway on Ballston Avenue was reviewed and evaluated per guidance provided in the American Association of State Highway and Transportation Officials (AASHTO Geometric Design of Highways & Streets 2018, 7th Edition). The design speed was determined by adding 5 miles per hour to the posted speed limit of 30 miles per hour on Ballston Avenue. Based on a design speed of 35 miles per hour for vehicles traveling on Ballston Avenue, a minimum ISD of 415 feet is required for vehicles exiting the driveway. The ISD looking right is impacted by the building layout; however, the stopping site distance required for vehicles traveling on Ballston Avenue is 250’ feet, which is satisfied with the proposed site driveway layout. For more information regarding the intersection sight distance, refer to the Intersection Sight Distance Figure, included with this study. Capacity Analysis: To determine the operating conditions of the site driveways after the development has been constructed, the intersection was analyzed using the Synchro 11 capacity analysis software for the existing, background, and build peak hour conditions during the weekday PM and Saturday midday peak hours, as these are the periods which have the greatest potential for impact by the proposed development. The results of the Synchro analysis describe the traffic impact in terms of Level of Service (LOS). LOS describes the operational condition of the signalized intersection in terms of delay (in seconds per vehicle) and is expressed on a scale of A through F with LOS A being the best and LOS F being the worst. LOS A reflects intersection operations with little to no vehicle delay (less than 10 seconds per vehicle) and LOS F reflects intersection conditions that are over capacity and experience long delays (more than 80 seconds per vehicle at signalized intersections and more than 50 seconds of delay per vehicle at unsignalized intersections). At unsignalized intersections, only the delay on the stop-controlled approach is reported.
TABLE 2 PEAK HOUR LEVEL OF SERVICE SUMMARY (PM/SAT) INTERSECTION 2022 Existing 2024 Background 2024 Build Hamilton Street & Ballston Avenue (Route 50) C/C C/C C/C Ballston Avenue (Route 50) & Site Driveway* A/A A/A B/B Hamilton Street & Site Driveway* - - A/A *Unsignalized Intersection Under the 2024 build condition, the existing site driveway intersection with Ballston Avenue (Route 50) will operate at a LOS B with 12.2 seconds of delay during the weekday PM peak hour and a LOS B with 12.7 seconds during Saturday midday peak hour. The proposed site driveway intersection with Hamilton Street will operate at a LOS A with 8.5 seconds of delay during the weekday PM peak hour and a LOS A with 8.5 seconds delay during the Saturday midday peak hour. Under the 2024 background condition, the signalized intersection of Hamilton Street & Ballston Avenue (Route 50) operates at a LOS C with 23.3 seconds of delay during the weekday PM peak hour and at a LOS C with 23.0 seconds of delay during the Saturday midday peak hour. Under the 2024 build condition, the signalized intersection of Hamilton Street & Ballston Avenue (Route 50) operates at a LOS C with 23.4 seconds of delay during the weekday PM peak hour and at a LOS C with 23.1 seconds of delay during the Saturday midday peak hour. This is an increase of 0.1 seconds of delay between the background and build condition for the weekday PM peak hour and Saturday midday peak hour, which is acceptable. The traffic impact analysis indicates that the anticipated minor increase in traffic volume associated with the proposed development can be accommodated without adverse impact on the operating conditions of the adjacent roadway network. Copies of the Synchro analysis reports are provided as a supporting document to this assessment. Conclusion: A traffic impact analysis of the study area intersections indicates that the proposed project can be accommodated without adverse impact on the operating conditions of the study area roadway network. The proposed project includes repurposing the existing 2,703± square-foot building formerly occupied by Paddy Duggan’s Irish Pub into a 2,356± square-foot quick-service restaurant. This project proposes access via a proposed 22-foot stop-controlled full-movement driveway off Hamilton Street and the existing 31-foot stop-controlled full-movement driveway off Ballston Avenue (Route 50). Based on the analysis, a total of 30 new trips (16 enter, 14 exit) are generated during the weekday PM peak hour and 78 new trips (43 enter, 35 exit) are generated during the Saturday midday peak hour. Under the build condition in the year 2024, the site driveways are expected to operate at level of service A during both the weekday PM and Saturday midday peak hours. It is the professional opinion of Solli Engineering that the traffic anticipated to be generated by the proposed development can be accommodated by the surrounding roadway network. There is no indication that the proposed development will have an adverse impact on the roadway network.
If you have any questions or require any additional information, please call at your convenience. Sincerely, Solli Engineering, LLC Jared Hite Senior Project Manager Kevin Solli, P.E. Principal Supporting Documents: Site Location Map (Figure 1) 2022 Existing Traffic Volumes (Figure 2) Trip Distribution (Figure 3) Trip Assignment (Figure 4) 2024 Background Traffic Volumes (Figure 5) Background Generator Traffic Volumes (Figure 5A) 2024 Build Traffic Volumes (Figure 6) Site Layout Plan Intersection Site Distance Plan Trip Generation Summary ITE Trip Generation Rate Sheets Raw Turning Movement Count Data Synchro Analysis Reports B:\SE Files\Project Data\2021\21206201 - 12 Ballston Avenue - Saratoga Springs NY\Office Data\Reports\Traffic Report\Revised Per Peer Review Report\21206201 - Traffic Impact Assessment_Updated.docx
ENGINEERING
21206201Project #:
Plan Date:
Scale:12 BALLSTON AVENUE
SARATOGA SPRINGS, NEW YORK
Figure:
11 Vanderbilt Ave, Norwood, MA 02062
T: (781) 352-8491 F: (203) 880-9695
1,000 0 1,000
11/18/22
1" = 1,000'
500
SITE LOCATION MAP
1
PROJECT SITE
NOTE: BASE MAP INFORMATION TAKEN FROM USGS
SARATOGA SPRINGS, NEW YORK QUADRANGLE
7.5-MINUTE SERIES. NGA REF. NO. USGSX24K39968
ENGINEERINGDrawn By:21206201Project #:Plan Date:Scale:SHEET #:Sheet Title:Rev. #:DateDescriptionProject:PROPOSED REDEVELOPMENTSARATOGA SPRINGS, NEW YORKChecked By:KMS12 BALLSTON AVENUE501 Main Street, Monroe, CT 06468T: (203) 880-5455 F: (203) 880-969512/09/22NTSJEPFIG. 22022 EXISTINGTRAFFIC VOLUMESLEGENDUNSIGNALIZED INTERSECTIONEXISTING ROADWAYPM(SAT)SIGNALIZED INTERSECTIONPROJECTSITE300(355)7(15)HAMILTON STREET
5(7)14(21)113(104)98(54)
80(93)
105(105)75(72)3(3)3(10)334(289)BALLSTON AVENUE(ROUTE 50)BALLSTON AVENUE(ROUTE 50)BALLSTON AVENUE(ROUTE 50)HAMILTON STREET
BALLSTON AVENUE(ROUTE 50)SITE DRIVEWAY0(0)382(442)0(0)437(350)0(0)0(0)
ENGINEERINGDrawn By:21206201Project #:Plan Date:Scale:SHEET #:Sheet Title:Rev. #:DateDescriptionProject:PROPOSED REDEVELOPMENTSARATOGA SPRINGS, NEW YORKChecked By:KMS12 BALLSTON AVENUE501 Main Street, Monroe, CT 06468T: (203) 880-5455 F: (203) 880-969512/09/22NTSJEPFIG. 3TRIP DISTRIBUTIONLEGENDUNSIGNALIZED INTERSECTIONEXISTING ROADWAYSIGNALIZED INTERSECTIONPROJECTSITE(30%)HAMILTON STREET
(10%)(10%)10%
10%(10%)10%30%HAMILTON STREETSITE DRIVEWAY30%40%(40%)(30%)HAMILTON STREET SITE DRIVEWAY(10%)(20%)10%20%
BALLSTON AVENUE(ROUTE 50)BALLSTON AVENUE(ROUTE 50)BALLSTON AVENUE(ROUTE 50)BALLSTON AVENUE(ROUTE 50)PM(SAT)PROPOSED ROADWAY
ENGINEERINGDrawn By:21206201Project #:Plan Date:Scale:SHEET #:Sheet Title:Rev. #:DateDescriptionProject:PROPOSED REDEVELOPMENTSARATOGA SPRINGS, NEW YORKChecked By:KMS12 BALLSTON AVENUE501 Main Street, Monroe, CT 06468T: (203) 880-5455 F: (203) 880-969512/09/22NTSJEPFIG. 4TRIP ASSIGNMENTLEGENDUNSIGNALIZED INTERSECTIONEXISTING ROADWAYSIGNALIZED INTERSECTIONPROJECTSITE4(10)HAMILTON STREET
2(4)1(3)1(4)
2(4)1(4)1(5)5(13)HAMILTON STREETSITE DRIVEWAY5(12)6(17)5(14)4(10)HAMILTON STREET SITE DRIVEWAY1(4)3(7)2(4)3(9)
BALLSTON AVENUE(ROUTE 50)BALLSTON AVENUE(ROUTE 50)BALLSTON AVENUE(ROUTE 50)BALLSTON AVENUE(ROUTE 50)0(0)0(0)0(0)0(0)0(0)0(0)0(0)0(0)PM(SAT)PROPOSED ROADWAY
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FIGURE NO.
5A
SCALE DATE
NONE MAY2021
ENGINEERING
CIRF
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0.32 Acres
Lands N/F of
Saratoga 16 LLC
B:1759 P:260
165.83-1-42
3
PROPOSED
2,344± SF
31'32'
74'
FFE = 319.00
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V
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85.0'
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85 FT / 244.9 FT
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PROTECT & MAINTAIN
EXISTING DUMPSTER
LOCATION
PROPOSED PATIO AREA
12' BUILD-TO LINE (TYP.)
PROPOSED 5'
CONCRETE SIDEWALK
REMOVE EXISTING
BRICK PLANTER
REMOVE EXISTING
BRICK PLANTER
PROPOSED 70' CONCRETE DUMPSTER
PAD W/ 6' HIGH TREATED WOOD
FENCE ENCLOSURE
3
PROPOSED PERPETUAL
EASEMENT AREA = 3,134 SF 4'
8'9'
PROPOSED
2,344± SF
31'32'
74'
3'
3'
PROPOSED BENCHES
BALLST
O
N
A
V
E
N
U
E
HAMILTON STREETPROPOSED CONCRETE
STEPS W/ HANDRAIL
PROPOSED BRICK PLANTER
LIMITS OF PERPETUAL
EASEMENT (TYP.)
PROPOSED BITUMINOUS
CONCRETE CURB
PROPOSED PATIO
RAILING (TYP.)
PROPOSED CONCRETE
BOLLARD (TYP.)
PROPOSED PAINTED ARROW
PAVEMENT MARKINGS (TYP.)17'
17'5'
5'11'
9'
(TYP.) 18'(TYP.)6'8'8'
ADA ACCESSIBLE
RAMPS
APPLY 4" SSWL 2' O.C.
@ 45° ANGLE (TYP.)24'PROPOSED PAINTED ADA
PARKING SYMBOL 4'
6'
PROPOSED BITUMINOUS
CONCRETE CURB
R1
0
'R6'24'R15'
R15'
PROPOSED BITUMINOUS
CONCRETE CURB
TIE PURPOSED SIDEWALK
INTO EXISTING SIDEWALK
(MATCH GRADE)
TIE PURPOSED SIDEWALK
INTO EXISTING SIDEWALK
(MATCH GRADE)
FFE = 319.00
R20'
TIE PURPOSED SIDEWALK
INTO EXISTING SIDEWALK
(MATCH GRADE)
INSTALL DETECTABLE
WARNING STRIP
WITHIN R.O.W. (TYP.)
PROPOSED MONUMENT
SIGN
PROPOSED CONCRETE CURB
4" SSWL (TYP.)
PROPOSED PAVEMENT
SAWCUT (TYP.)
4" SSWL (TYP.)
R
3
'
4" SSWL (TYP.)
PROTECT AND MAINTAIN
EXISTING TREE
R34'
5'
5'5'5'
7
11
2
TIE PURPOSED SIDEWALK
INTO EXISTING SIDEWALK
(MATCH GRADE)
PROTECT AND MAINTAIN
EXISTING TRAFFIC SIGNHAMILTON STREETBALLST
O
N
A
V
E
N
U
E
PROPERTY LINE
(TYP.)
300' PROPERTY
BUFFER (TYP.)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(21)
(22)
(17)(18)
(19)
(20)
(23)
BUILDING OVERHANG LINE / CANOPY
PAVEMENT ARROW MARKINGS
PARKING SPACE COUNT15
LEGEND
PROPERTY LINE
RIGHT-OF-WAY LINE
ADJOINING LOT LINE
BUILD-TO-LINE
LANDSCAPE BUFFER
LIMIT OF EASEMENT
CONCRETE CURB
SIDEWALK LIMITS
BUILDING LIMITS
BUILDING HATCH
PAVEMENT STRIPING - WHITE
STANDARD AND ADA PARKING SPACES
CONCRETE SIDEWALK / PAVEMENT
CONCRETE BOLLARD
BUILDING DOOR
PATIO RAILING
PATIO SEARTING
PAVEMENT SAWCUT
501 Main Street, Monroe, CT 06468
11 Vanderbilt Ave, Norwood, MA 02062
Sheet Title:Sheet #:
Project:
Drawn By:
Checked By:
Approved By:
Project #:
Plan Date:
Scale:
PROPOSED CHIPOTLE
12 BALLSTON AVENUE (M-B-L: 165.83-1-3)
SARATOGA SPRINGS, NEW YORK
OWNER: SARATOGA PRIME PROPERTIES LLC / 215 BALLARD ROAD,
WILTON NY 12831
APPLICANT: COLLABDEV 2 LLC / 529 MAIN STREET,
BOSTON, MA 02129
Graphic Scale:
Rev. #:Date Description
KMS
21206201
ENGINEERING
Kevin Solli, P.E.
NY 092156
T: (203) 880-5455 F: (203) 880-9695
T: (781) 352-8491 F: (203) 880-9695
10 0 10 20
AWC
CJB
06/09/23
1" = 10'
SITE LAYOUT
SKETCH
PLAN
2.112,343± SFPROPOSED RESTAURANT
CITY PARKING REQUIREMENT
1 SPACE / 100 SF OF GFA
REQUIRED
23 SPACES
PROVIDED
23 SPACES
PARKING SUMMARY
GFA/SEATS/OCCUPANCYPROPERTY
12 BALLSTON AVENUE
(SUBJECT SITE)
USE
ZONING COMPLIANCE TABLE
ZONE: NC NEIGHBORHOOD DISTRICT (T-5)
ZONING
REQUIREMENT
EXISTING
CONDITIONS
ZONING
STANDARD
1.1 TIMES THE
R.O.W. OR 50 FT
(WHICHEVER
IS LESS)
< 50 FT
PROPOSED
CONDITIONS
< 50 FTMAXIMUM BUILDING HEIGHT
24 FT < 24 FT 24 FT
MINIMUM SETBACK FROM PUBLIC R.O.W.
3,000 SF 2,703 SF 2,344 SF
MINIMUM BUILD OUT PERCENTAGE (BALLSTON)
0 FT TO 12
FT BUILD
TO ZONE
0 FT 0 FT
MINIMUM SIDE/REAR YARD SETBACK
70%0%34.7%*
0 FT 7 FT 50 FT
MINIMUM BUILDING HEIGHT
MAXIMUM CUMULATIVE BUILDING AREA
(ONE-STORY STRUCTURES)
MINIMUM BUILD OUT PERCENTAGE (HAMILTON)70%60%23.0%*
LIST OF ADJACENT PROPERTY OWNERS
1.MAP-BLOCK-LOT: 165.83-1-42 / OWNER: SARATOGA 16 LLC
2.MAP-BLOCK-LOT: 165.83-1-17 / OWNER: BLUE STAR ENTERPRISES LLC
3.MAP-BLOCK-LOT: 165.83-1-16 / OWNER: BLUE STAR ENTERPRISES LLC
4.MAP-BLOCK-LOT: 165.83-1-15 / OWNER: BLUE STAR ENTERPRISES LLC
5.MAP-BLOCK-LOT: 165.83-1-12 / OWNER: DALBEY, JEFFERY A
6.MAP-BLOCK-LOT: 165.83-1-11 / OWNER: CB ENTERPRISES OF SARATOGA INC
7.MAP-BLOCK-LOT: 165.83-1-10 / OWNER: CB ENTERPRISES OF SARATOGA INC
8.MAP-BLOCK-LOT: 165.83-1-39 / OWNER: J LARRY FUGATE REV TRUST
9.MAP-BLOCK-LOT: 165.83-1-4 / OWNER: J LARRY FUGATE REV TRUST
10.MAP-BLOCK-LOT: 165.83-1-21 / OWNER: BLUE STAR ENTERPRISES LLC
11.MAP-BLOCK-LOT: 165.83-1-38 / OWNER: MICZEK, RICHARD J
12.MAP-BLOCK-LOT: 165.83-1-7 / OWNER: CB ENTERPRISES OF SARATOGA INC
13.MAP-BLOCK-LOT: 165.83-1-6 / OWNER: BROADWAY SARATOGA CO
14.MAP-BLOCK-LOT: 165.83-1-5.1 / OWNER: CROWN OIL #1 COMPANY INC
15.MAP-BLOCK-LOT: 165.75-1-18 / OWNER: STONE, TARA L
16.MAP-BLOCK-LOT: 165.75-1-48 / OWNER: JAKUBIAK, MARK A
17.MAP-BLOCK-LOT: 165.75-1-21 / OWNER: SMITH, WALTER J
18.MAP-BLOCK-LOT: 165.75-1-22 / OWNER: RIVER FUNCHEON LLC
19.MAP-BLOCK-LOT: 165.75-1-23 / OWNER: WALSH, DAVID M
20.MAP-BLOCK-LOT: 165.75-1-24 / OWNER: MARY FRANCES JORDAN IRR TRUST
21.MAP-BLOCK-LOT: 165.83-1-40 / OWNER: JENKS, JOSIAH D
22.MAP-BLOCK-LOT: 165.83-1-41 / OWNER: MINALODA FARM LLC
23.MAP-BLOCK-LOT: 165.83-1-1 / OWNER: RW HOUSING DEVELOPMENT, FUND COMPANY INC
SITE VICINITY MAP
SCALE: 1" = 150'
GENERAL NOTES
1.THESE PLANS ARE FOR PERMITTING PURPOSES ONLY AND ARE NOT FOR CONSTRUCTION. NO CONSTRUCTION OR
DEMOLITION SHALL BEGIN UNTIL APPROVAL OF THE FINAL PLANS IS GRANTED BY ALL GOVERNING AND REGULATORY
AGENCIES.
2.ALL PROPOSED SITE WORK IS TO BE COMPLETED IN ACCORDANCE WITH ALL PERMITS, APPROVALS, AND CONDITIONS OF
APPROVALS ISSUED BY LOCAL, STATE AND/OR FEDERAL REVIEWING AGENCIES.
3.EXISTING BOUNDARY INFORMATION TAKEN FROM A PLAN TITLED "MAP OF A TOPOGRAPHIC SURVEY MADE FOR SOLLI
ENGINEERING, CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK", SCALE: 1" = 20', DATED OCTOBER 24, 2022,
PREPARED BY VAN DUSEN & STEVES LAND SURVEYORS.
*RELIEF REQUIRED FROM THE CITY OF SARATOGA SPRINGS.
RELIEF REQUIRED
·§4.4 (TABLE 4-C) - 70% MINIMUM BUILD-OUT PERCENTAGE ABUTTING ANY PUBLIC
RIGHT-OF-WAY.
SITE PLAN NOTES
1.PRIOR TO DEMOLITION OR CONSTRUCTION, THE CONTRACTOR SHALL CONTACT "DIG SAFE"
72 HOURS BEFORE THE COMMENCEMENT OF WORK AT "811" AND VERIFY ALL UTILITY AND
STORM DRAINAGE SYSTEM LOCATIONS. INFORMATION ON EXISTING UTILITIES AND STORM
DRAINAGE SYSTEMS HAS BEEN COMPILED FROM AVAILABLE INFORMATION INCLUDING
UTILITY PROVIDER AND MUNICIPAL RECORD MAPS AND/OR FIELD SURVEY AND IS NOT
GUARANTEED CORRECT OR COMPLETE. UTILITIES AND STORM DRAINAGE SYSTEMS ARE
SHOWN TO ALERT THE CONTRACTOR TO THEIR PRESENCE AND THE CONTRACTOR IS SOLELY
RESPONSIBLE FOR DETERMINING ACTUAL LOCATIONS AND ELEVATIONS OF ALL UTILITIES
AND STORM DRAINAGE SYSTEMS INCLUDING SERVICES.
2.SHOULD ANY UNCHARTED OR INCORRECTLY CHARTED, EXISTING PIPING OR OTHER UTILITY
BE UNCOVERED DURING EXCAVATION, CONSULT THE ENGINEER OF RECORD IMMEDIATELY
FOR DIRECTIONS BEFORE PROCEEDING FURTHER WITH WORK IN THIS AREA.
3.CONTRACTOR SHALL BE RESPONSIBLE FOR SITE SAFETY AND SECURITY OF THE SITE DURING
ALL PHASES OF CONSTRUCTION. THE ARCHITECT ANDENGINEER OF RECORD HAVE NO
CONTRACTUAL DUTY TO CONTROL THE SAFEST METHODS OR MEANS OF THE WORK, JOB SITE
RESPONSIBILITIES, SUPERVISION OR TO SUPERVISE SAFETY AND DOES NOT VOLUNTARILY
ASSUME ANY SUCH DUTY OR RESPONSIBILITY.
4.THE OWNER IS RESPONSIBLE FOR OBTAINING ALL NECESSARY ZONING PERMITS REQUIRED
BY GOVERNMENT AGENCIES PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL OBTAIN
ALL LOCAL AND STATE PERMITS. THE CONTRACTOR SHALL POST ALL BONDS, PAY ALL FEES,
PROVIDE PROOF OF INSURANCE AND PROVIDE TRAFFIC CONTROLS NECESSARY FOR THIS
PROJECT.
5.CONTRACTOR SHALL REFERENCE ARCHITECTURAL PLANS FOR EXACT DIMENSIONS AND
CONSTRUCTION DETAILS OF BUILDING AND SIDEWALKS ADJACENT TO THE BUILDING.
6.TRAFFIC CONTROL SIGNAGE SHALL CONFORM TO THE STATE DOT STANDARD DETAIL SHEETS
AND THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. SIGNS SHALL BE INSTALLED
PLUMB WITH THE EDGE OF THE SIGN 2' OFF THE FACE OF THE CURB, AND WITH 7' VERTICAL
CLEARANCE UNLESS OTHERWISE DETAILED OR NOTED.
7.PAVEMENT MARKING KEY:
4" SSWL 4" SINGLE SOLID WHITE LINE
4" DSYL 4" DOUBLE SOLID YELLOW LINE
12" SSWSB 12" SINGLE SOLID WHITE STOP BAR
24" SSWSB 24" SINGLE SOLID WHITE STOP BAR
8.PARKING SPACES SHALL BE STRIPED WITH 4" SSWL; HATCHED AREA SHALL BE STRIPED WITH
4” SSWL AT A 45° ANGLE, 2' ON CENTER. HATCHING, SYMBOLS, AND STRIPING FOR
HANDICAPPED SPACES SHALL BE PAINTED BLUE AND WHITE. OTHER MARKINGS SHALL BE
PAINTED WHITE OR AS NOTED.
9.THE CONTRACTOR SHALL RESTORE ANY DRAINAGE STRUCTURE, PIPE, UTILITY, PAVEMENT,
CURBS, SIDEWALKS, LANDSCAPED AREAS OR SIGNAGE DISTURBED DURING CONSTRUCTION
TO THEIR ORIGINAL CONDITION OR BETTER, AS APPROVED BY THE ENGINEER OF RECORD.
DURING CONSTRUCTION CONTRACTOR IS TO HAVE THE SITE MAINTAINED FREE OF ALL
TRASH, LITTER, DEBRIS, AND OVERGROWN VEGETATION.
10.THE OWNER SHALL BE RESPONSIBLE TO HAVE THE SITE MAINTAINED FREE OF ALL TRASH,
LITTER, DEBRIS AND OVERGROWN VEGETATION.
11.PAVEMENT MARKINGS SHALL BE HOT APPLIED TYPE IN ACCORDANCE WITH NEW YORK DOT
SPECIFICATIONS, UNLESS WHERE EPOXY RESIN PAVEMENT MARKINGS ARE INDICATED.
BUILD-OUT PERCENTAGE INSET MAP
SCALE: 1" = 40'
SIGN LEGEND
A
SIZES
(IN)SUPPORTS
30"1R1-1
MUTCD
#
SIZES
(IN)SUPPORTS
MUTCD
#
SIZES
(IN)SUPPORTS
12"x18"
12"x6"1R7-8
R7-8A
B
PARKING
RESERVED
ACCESSIBLE
VAN
WVWVWVWVWVGGFF=321.22'FF=320.72'G2" Crabappl
e2"
Crabappl
e2" CrabappleRim=316.58'Rim=316.71'Rim=316.40'Rim=315.75'Rim
=
3
1
6.9
7'BM Bolt @ Arrow=318.45'320
320
320
3203153153163173183183
1
7
316319318
316317318319318
317
317 318Rim=316.77'8" PVC IN Inv.=312.38'6" PVC IN Inv.=311.79'8" PVC OUT Inv.=311.41'ENGINEERING
VariableLUCEnterExitTotalEnterExitTotalFast Casual Restaurant2.38930161430433578Total New Trips161430433578Source: ITE Trip Generation, 11th EditionTrip Generation Summary Proposed Chipotle, 12 Ballston Avenue, Saratoga Springs, New YorkSAT Peak HourPM Peak Hour4/7/2023
Land Use: 930
Fast Casual Restaurant
Description
A fast casual restaurant is a sit-down restaurant with no (or very limited) wait staff or table
service. A customer typically orders off a menu board, pays for food before the food is prepared,
and seats themselves. The menu generally contains higher-quality, made-to-order food items
with fewer frozen or processed ingredients than at a fast-food restaurant. Most patrons eat their
meal within the restaurant, but a significant proportion of the restaurant sales can be carry-out
orders. A fast casual restaurant typically serves lunch and dinner; some serve breakfast. A typical
duration of stay for an eat-in customer is 40 minutes or less. Fine dining restaurant (Land Use
931), high-turnover (sit-down) restaurant (Land Use 932), and fast-food restaurant without drive-
through window (Land Use 933) are related uses.
Additional Data
The fast casual restaurant study sites included in this land use did not have a drive-through window.
The technical appendices provide supporting information on time-of-day distributions for this
land use. The appendices can be accessed through either the ITETripGen web app or the trip
generation resource page on the ITE website (https://www.ite.org/technical-resources/topics/trip-
and-parking-generation/).
The sites were surveyed in the 2010s in Minnesota, South Carolina, Washington, and Wisconsin.
Source Numbers
861, 869, 939, 959, 962, 1048
638 Trip Generation Manual 11th Edition • Volume 5
Fast Casual Restaurant(930)
Vehicle Trip Ends vs:1000 Sq.Ft.GFA
On a:Weekday
Setting/Location:General Urban/Suburban
Number of Studies:1
Avg.1000 Sq.Ft.GFA:1
Directional Distribution:50%entering,50%exiting
Vehicle Trip Generation per 1000 Sq.Ft.GFA
Average Rate Range of Rates Standard Deviation
97.14 97.14 -97.14 ***
Data Plot and Equation Caution –Small Sample Size
0 1 20
100
200
Average RateStudySite
Fitted Curve Equation:Not Given R²=***
X =1000 Sq.Ft.GFAT = Trips Ends639General Urban/Suburban and Rural (Land Uses 800–999)
Fast Casual Restaurant(930)
Vehicle Trip Ends vs:1000 Sq.Ft.GFA
On a:Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 7 and 9 a.m.
Setting/Location:General Urban/Suburban
Number of Studies:1
Avg.1000 Sq.Ft.GFA:1
Directional Distribution:50%entering,50%exiting
Vehicle Trip Generation per 1000 Sq.Ft.GFA
Average Rate Range of Rates Standard Deviation
1.43 1.43 -1.43 ***
Data Plot and Equation Caution –Small Sample Size
0 1 20
1
2
3
Average RateStudySite
Fitted Curve Equation:Not Given R²=***
X =1000 Sq.Ft.GFAT = Trips Ends640 Trip Generation Manual 11th Edition • Volume 5
Fast Casual Restaurant(930)
Vehicle Trip Ends vs:1000 Sq.Ft.GFA
On a:Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 4 and 6 p.m.
Setting/Location:General Urban/Suburban
Number of Studies:15
Avg.1000 Sq.Ft.GFA:3
Directional Distribution:55%entering,45%exiting
Vehicle Trip Generation per 1000 Sq.Ft.GFA
Average Rate Range of Rates Standard Deviation
12.55 5.94 -27.40 5.52
Data Plot and Equation
0 2 4 60
20
40
60
80
100
Average RateStudySiteFittedCurve
Fitted Curve Equation:T =17.96(X)-15.94 R²=0.65
X =1000 Sq.Ft.GFAT = Trips Ends641General Urban/Suburban and Rural (Land Uses 800–999)
Fast Casual Restaurant(930)
Vehicle Trip Ends vs:1000 Sq.Ft.GFA
On a:Weekday,
AM Peak Hour of Generator
Setting/Location:General Urban/Suburban
Number of Studies:1
Avg.1000 Sq.Ft.GFA:1
Directional Distribution:63%entering,37%exiting
Vehicle Trip Generation per 1000 Sq.Ft.GFA
Average Rate Range of Rates Standard Deviation
5.71 5.71 -5.71 ***
Data Plot and Equation Caution –Small Sample Size
0 1 20
2
4
6
8
10
Average RateStudySite
Fitted Curve Equation:Not Given R²=***
X =1000 Sq.Ft.GFAT = Trips Ends642 Trip Generation Manual 11th Edition • Volume 5
Fast Casual Restaurant(930)
Vehicle Trip Ends vs:1000 Sq.Ft.GFA
On a:Weekday,
PM Peak Hour of Generator
Setting/Location:General Urban/Suburban
Number of Studies:1
Avg.1000 Sq.Ft.GFA:1
Directional Distribution:62%entering,38%exiting
Vehicle Trip Generation per 1000 Sq.Ft.GFA
Average Rate Range of Rates Standard Deviation
18.57 18.57 -18.57 ***
Data Plot and Equation Caution –Small Sample Size
0 1 20
10
20
30
Average RateStudySite
Fitted Curve Equation:Not Given R²=***
X =1000 Sq.Ft.GFAT = Trips Ends643General Urban/Suburban and Rural (Land Uses 800–999)
Fast Casual Restaurant(930)
Vehicle Trip Ends vs:1000 Sq.Ft.GFA
On a:Saturday,Peak Hour of Generator
Setting/Location:General Urban/Suburban
Number of Studies:2
Avg.1000 Sq.Ft.GFA:5
Directional Distribution:55%entering,45%exiting
Vehicle Trip Generation per 1000 Sq.Ft.GFA
Average Rate Range of Rates Standard Deviation
32.64 32.26 -33.00 ***
Data Plot and Equation Caution –Small Sample Size
0 2 4 60
100
200
Average RateStudySite
Fitted Curve Equation:Not Given R²=***
X =1000 Sq.Ft.GFAT = Trips Ends644 Trip Generation Manual 11th Edition • Volume 5
Start Time Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn4:00 PM 18 32 22 0 1 68 3 0 0 17 4 0 14 77 3 04:15 PM 20 32 15 0 1 61 1 0 1 22 5 0 16 69 4 04:30 PM 19 25 37 0 1 80 0 0 1 25 2 0 14 81 1 04:45 PM 19 29 18 0 0 64 1 0 2 25 4 0 24 72 1 05:00 PM 20 22 19 0 1 89 0 0 0 32 4 0 18 76 2 05:15 PM 22 29 24 0 1 81 2 0 2 30 4 0 19 65 3 05:30 PM 10 34 19 0 0 67 1 0 1 16 5 0 11 69 2 05:45 PM 15 37 15 0 1 81 3 0 0 35 0 0 12 53 2 0Southbound Westbound Northbound EastboundHAMILTON ST BALLSTON AVE HAMILTON ST BALLSTON AVESite CodeStudy Name1.- BALLSTON AVE & HAMILTON ST-TUEStart Date10-18-2022Start Time4:00 PM
Start Time Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn4:00 PM 1 0 0 0 0 3 0 0 0 0 0 0 0 2 0 04:15 PM 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 6 0 0 0 1 0 0 0 0 0 04:45 PM 0 0 0 0 0 2 0 0 0 0 0 0 0 1 0 05:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 05:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 05:45 PM 0 1 0 0 0 1 0 0 0 0 0 0 0 1 0 0Southbound Westbound Northbound EastboundHAMILTON ST BALLSTON AVE HAMILTON ST BALLSTON AVESite CodeStudy Name1.- BALLSTON AVE & HAMILTON ST-TUEStart Date10-18-2022Start Time4:00 PM
Start Time Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn4:00 PM 0 0 0 0 1 2 0 0 0 0 0 0 0 2 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 04:30 PM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 4 0 0 0 0 0 0 0 1 0 05:00 PM 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 3 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 05:45 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 00 0 0 0 0 10 0 0 0 0 0 0 0 4 0 0Southbound Westbound Northbound EastboundHAMILTON ST BALLSTON AVE HAMILTON ST BALLSTON AVESite CodeStudy Name1.- BALLSTON AVE & HAMILTON ST-TUEStart Date10-18-2022Start Time4:00 PM
Start TimePeds CCWPeds CWPeds CCWPeds CWPeds CCWPeds CWPeds CCWPeds CW4:00 PM 2 0 0 0 0 0 0 04:15 PM 0 0 1 0 0 0 0 04:30 PM 0 0 0 1 0 0 0 04:45 PM 0 0 0 1 0 0 1 05:00 PM 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0Southbound Westbound Northbound EastboundHAMILTON ST BALLSTON AVE HAMILTON ST BALLSTON AVESite CodeStudy Name1.- BALLSTON AVE & HAMILTON ST-TUEStart Date10-18-2022Start Time4:00 PM
Start TimePeds CCWPeds CWPeds CCWPeds CWPeds CCWPeds CWPeds CCWPeds CW4:00 PM 4 2 0 5 0 1 2 04:15 PM 2 1 0 0 1 0 1 04:30 PM 0 0 2 0 0 0 1 04:45 PM 4 2 0 0 0 0 1 15:00 PM 0 0 0 1 0 1 0 25:15 PM 0 5 1 0 0 3 0 05:30 PM 0 0 0 0 0 5 0 15:45 PM 1 2 0 0 0 0 0 0Southbound Westbound Northbound EastboundHAMILTON ST BALLSTON AVE HAMILTON ST BALLSTON AVESite CodeStudy Name1.- BALLSTON AVE & HAMILTON ST-TUEStart Date10-18-2022Start Time4:00 PM
Start Time Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn 1-hr Volumes4:00 PM 19 32 22 0 2 73 3 0 0 17 4 0 14 81 3 04:15 PM 20 32 15 0 1 73 1 0 1 22 5 0 16 71 4 04:30 PM 19 25 37 0 1 88 0 0 1 26 2 0 14 81 1 04:45 PM 19 29 18 0 0 70 1 0 2 25 4 0 24 74 1 0 10935:00 PM 20 22 19 0 1 93 0 0 0 32 4 0 18 77 2 0 11115:15 PM 22 29 24 0 1 83 2 0 2 30 4 0 19 68 3 0 11375:30 PM 10 34 19 0 0 68 1 0 1 16 5 0 11 70 2 0 10795:45 PM 15 38 15 0 1 83 3 0 0 35 0 0 12 54 2 0 10704:30 - 5:30 80 105 98 0 3 334 3 0 5 113 14 0 75 300 7 0 11:30 - 12:30 0% 0% 0% #DIV/0! 0% 3% 0% #DIV/0! 0% 0% 0% #DIV/0! 0% 1% 0% #DIV/0!Pass-by Site Westbound 437Pass-by Site Eastbound 382Peak Hour Factors0.87 0.90 0.92 0.96Southbound Westbound Northbound EastboundPeak Hour Volumes by MovementPeak Hour Truck Percentages by MovementHAMILTON ST BALLSTON AVE HAMILTON ST BALLSTON AVESite CodeStudy Name1.- BALLSTON AVE & HAMILTON ST-TUEStart Date10-18-2022Start Time4:00 PM
Start Time Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn11:00 AM 16 14 13 0 2 73 3 0 2 9 5 0 17 108 0 0 11:15 AM 7 23 13 0 2 88 2 0 2 24 5 0 14 79 3 011:30 AM 8 24 10 0 1 81 2 0 4 34 1 0 19 82 8 011:45 AM 15 21 18 0 3 91 0 0 2 29 5 0 17 77 7 012:00 PM 18 21 12 0 3 63 1 0 1 18 4 0 19 85 7 012:15 PM 28 33 14 0 4 74 1 0 1 21 6 0 18 76 5 012:30 PM 23 28 11 0 2 66 0 0 2 34 4 0 14 89 1 012:45 PM 24 23 17 0 0 81 1 0 2 30 7 0 21 101 2 0Southbound Westbound Northbound EastboundHAMILTON ST BALLSTON AVE HAMILTON ST BALLSTON AVESite CodeStudy Name1- BALLSTON AVE & HAMILTON ST-SATStart Date10-15-2022Start Time11:00 AM
Start Time Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:15 AM 0 0 0 0 0 0 0 0 1 1 0 0 0 1 0 011:30 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 011:45 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 012:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 012:15 PM 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 012:30 PM 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 012:45 PM 0 0 0 0 0 1 0 0 0 1 0 0 0 1 0 0Southbound Westbound Northbound EastboundHAMILTON ST BALLSTON AVE HAMILTON ST BALLSTON AVESite CodeStudy Name1- BALLSTON AVE & HAMILTON ST-SATStart Date10-15-2022Start Time11:00 AM
Start Time Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn11:00 AM 0 1 0 0 0 0 0 0 0 1 1 0 0 0 0 011:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 011:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 012:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 012:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 012:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0Southbound Westbound Northbound EastboundHAMILTON ST BALLSTON AVE HAMILTON ST BALLSTON AVESite CodeStudy Name1- BALLSTON AVE & HAMILTON ST-SATStart Date10-15-2022Start Time11:00 AM
Start TimePeds CCWPeds CWPeds CCWPeds CWPeds CCWPeds CWPeds CCWPeds CW11:00 AM 0 0 0 1 0 0 0 011:15 AM 0 0 1 0 0 0 0 011:30 AM 0 0 1 0 0 0 0 011:45 AM 0 0 0 0 0 0 0 012:00 PM 0 0 0 0 0 0 0 012:15 PM 0 0 0 0 0 0 0 012:30 PM 0 0 0 0 0 0 0 012:45 PM 0 0 0 0 0 0 0 0Southbound Westbound Northbound EastboundHAMILTON ST BALLSTON AVE HAMILTON ST BALLSTON AVESite CodeStudy Name1- BALLSTON AVE & HAMILTON ST-SATStart Date10-15-2022Start Time11:00 AM
Start TimePeds CCWPeds CWPeds CCWPeds CWPeds CCWPeds CWPeds CCWPeds CW11:00 AM 0 0 0 1 0 0 0 011:15 AM 0 0 0 0 0 1 0 011:30 AM 0 1 0 0 4 4 0 111:45 AM 0 3 0 2 0 1 0 012:00 PM 1 1 0 1 1 0 0 012:15 PM 0 2 0 2 2 0 4 012:30 PM 1 3 2 0 0 2 0 112:45 PM 1 1 2 0 0 0 0 0Southbound Westbound Northbound EastboundHAMILTON ST BALLSTON AVE HAMILTON ST BALLSTON AVESite CodeStudy Name1- BALLSTON AVE & HAMILTON ST-SATStart Date10-15-2022Start Time11:00 AM
Start Time Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn 1-hr Volumes11:00 AM 16 15 13 0 2 73 3 0 2 10 6 0 17 108 0 011:15 AM 7 24 13 0 2 88 2 0 3 25 5 0 14 80 3 011:30 AM 8 24 10 0 1 82 2 0 4 34 1 0 19 83 8 011:45 AM 15 22 18 0 3 92 0 0 2 29 5 0 17 77 7 0 109412:00 PM 18 21 12 0 3 64 1 0 1 18 4 0 19 87 7 0 108412:15 PM 28 33 14 0 5 76 1 0 1 21 6 0 18 77 5 0 110312:30 PM 23 28 11 0 2 67 0 0 3 34 4 0 14 89 1 0 110312:45 PM 24 23 17 0 0 82 1 0 2 31 7 0 21 102 2 0 112812:00 - 1:00 93 105 54 0 10 289 3 0 7 104 21 0 72 355 15 011:30 - 12:30 0% 0% 0% #DIV/0! 0% 1% 0% #DIV/0! 0% 0% 0% #DIV/0! 0% 1% 0% #DIV/0!Pass-by Site Westbound 350Pass-by Site Eastbound 442Peak Hour Factors0.84 0.91 0.80 0.88Southbound Westbound Northbound EastboundPeak Hour Volumes by MovementPeak Hour Truck Percentages by MovementHAMILTON ST BALLSTON AVE HAMILTON ST BALLSTON AVESite CodeStudy Name1- BALLSTON AVE & HAMILTON ST-SATStart Date10-15-2022Start Time11:00 AM
Lanes, Volumes, Timings 12 Ballston Avenue, Saratoga Springs, New York
4: Hamilton Street & Ballston Avenue (Route 50)2022 Existing PM
Solli Engineering Synchro 11 Report
11/22/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 75 300 7 3 334 3 5 113 14 80 105 98
Future Volume (vph) 75 300 7 3 334 3 5 113 14 80 105 98
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 11 13 12 12 12 12 12 12 12 12 11 12
Storage Length (ft) 125 0 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.996 0.999 0.986 0.953
Flt Protected 0.950 0.998 0.986
Satd. Flow (prot) 1745 1937 0 0 1844 0 0 1870 0 0 1726 0
Flt Permitted 0.303 0.997 0.990 0.872
Satd. Flow (perm) 557 1937 0 0 1838 0 0 1855 0 0 1526 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 2 7 31
Link Speed (mph) 30 30 30 25
Link Distance (ft) 271 370 664 238
Travel Time (s) 6.2 8.4 15.1 6.5
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 (%) 0% 1% 0% 0% 3% 0% 0% 0% 0% 0% 0% 0%
Adj. Flow (vph) 82 330 8 3 367 3 5 124 15 88 115 108
Shared Lane Traffic (%)
Lane Group Flow (vph) 82 338 0 0 373 0 0 144 0 0 311 0
Turn Type pm+pt NA Perm NA Perm NA Perm NA
Protected Phases 5 2 6 8 4
Permitted Phases 2 6 8 4
Detector Phase 5 2 6 6 8 8 4 4
Switch Phase
Minimum Initial (s) 6.0 10.0 10.0 10.0 4.0 4.0 4.0 4.0
Minimum Split (s) 11.0 15.0 15.0 15.0 9.0 9.0 9.0 9.0
Total Split (s) 20.0 56.0 36.0 36.0 34.0 34.0 34.0 34.0
Total Split (%) 22.2% 62.2% 40.0% 40.0% 37.8% 37.8% 37.8% 37.8%
Maximum Green (s) 15.0 51.0 31.0 31.0 29.0 29.0 29.0 29.0
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Min C-Min C-Min Max Max Max Max
Act Effct Green (s) 39.6 39.6 28.9 40.4 40.4
Actuated g/C Ratio 0.44 0.44 0.32 0.45 0.45
v/c Ratio 0.23 0.40 0.63 0.17 0.44
Control Delay 14.8 17.6 31.5 16.5 19.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 14.8 17.6 31.5 16.5 19.3
LOS B B C B B
Lanes, Volumes, Timings 12 Ballston Avenue, Saratoga Springs, New York
4: Hamilton Street & Ballston Avenue (Route 50)2022 Existing PM
Solli Engineering Synchro 11 Report
11/22/2023 Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Approach Delay 17.0 31.5 16.5 19.3
Approach LOS B C B B
Queue Length 50th (ft) 26 124 185 45 106
Queue Length 95th (ft) 45 162 258 96 205
Internal Link Dist (ft) 191 290 584 158
Turn Bay Length (ft) 125
Base Capacity (vph) 443 1098 639 835 701
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.19 0.31 0.58 0.17 0.44
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 59 (66%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.63
Intersection Signal Delay: 21.9 Intersection LOS: C
Intersection Capacity Utilization 73.8% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 4: Hamilton Street & Ballston Avenue (Route 50)
HCM Signalized Intersection Capacity Analysis12 Ballston Avenue, Saratoga Springs, New York
4: Hamilton Street & Ballston Avenue (Route 50)2022 Existing PM
Solli Engineering Synchro 11 Report
11/22/2023 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 75 300 7 3 334 3 5 113 14 80 105 98
Future Volume (vph) 75 300 7 3 334 3 5 113 14 80 105 98
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 11 13 12 12 12 12 12 12 12 12 11 12
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.99 0.95
Flt Protected 0.95 1.00 1.00 1.00 0.99
Satd. Flow (prot) 1745 1937 1843 1870 1726
Flt Permitted 0.30 1.00 1.00 0.99 0.87
Satd. Flow (perm) 556 1937 1839 1854 1526
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 82 330 8 3 367 3 5 124 15 88 115 108
RTOR Reduction (vph) 0 1 0 0 0 0 0 4 0 0 17 0
Lane Group Flow (vph) 82 337 0 0 373 0 0 140 0 0 294 0
Heavy Vehicles (%) 0% 1% 0% 0% 3% 0% 0% 0% 0% 0% 0% 0%
Turn Type pm+pt NA Perm NA Perm NA Perm NA
Protected Phases 5 2 6 8 4
Permitted Phases 2 6 8 4
Actuated Green, G (s) 39.6 39.6 27.9 40.4 40.4
Effective Green, g (s) 39.6 39.6 27.9 40.4 40.4
Actuated g/C Ratio 0.44 0.44 0.31 0.45 0.45
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 333 852 570 832 685
v/s Ratio Prot 0.02 c0.17
v/s Ratio Perm 0.09 c0.20 0.08 c0.19
v/c Ratio 0.25 0.40 0.65 0.17 0.43
Uniform Delay, d1 16.8 17.1 26.9 14.8 16.9
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.4 1.4 5.8 0.4 2.0
Delay (s) 17.2 18.5 32.6 15.2 18.9
Level of Service B B C B B
Approach Delay (s) 18.2 32.6 15.2 18.9
Approach LOS B C B B
Intersection Summary
HCM 2000 Control Delay 22.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 15.0
Intersection Capacity Utilization 73.8% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis12 Ballston Avenue, Saratoga Springs, New York
1: Ballston Avenue (Route 50) & Site Driveway 2022 Existing PM
Solli Engineering Synchro 11 Report
11/21/2023 Page 1
Movement WBL WBR NET NER SWL SWT
Lane Configurations
Traffic Volume (veh/h) 0 0 382 0 0 437
Future Volume (Veh/h) 0 0 382 0 0 437
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 0 415 0 0 475
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL TWLTL
Median storage veh) 2 2
Upstream signal (ft) 271
pX, platoon unblocked 0.82
vC, conflicting volume 890 415 415
vC1, stage 1 conf vol 415
vC2, stage 2 conf vol 475
vCu, unblocked vol 760 415 415
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s) 5.4
tF (s) 3.5 3.3 2.2
p0 queue free % 100 100 100
cM capacity (veh/h) 531 642 1155
Direction, Lane # WB 1 NE 1 SW 1
Volume Total 0 415 475
Volume Left 0 0 0
Volume Right 0 0 0
cSH 1700 1700 1155
Volume to Capacity 0.00 0.24 0.00
Queue Length 95th (ft) 0 0 0
Control Delay (s) 0.0 0.0 0.0
Lane LOS A
Approach Delay (s) 0.0 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 26.3% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
4: Hamilton Street & Ballston Avenue (Route 50)
Synchro 11 Report
11/22/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 72 355 15 10 289 3 7 104 21 93 105 54
Future Volume (vph) 72 355 15 10 289 3 7 104 21 93 105 54
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 11 13 12 12 12 12 12 12 12 12 11 12
Storage Length (ft) 125 0 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.994 0.999 0.979 0.971
Flt Protected 0.950 0.998 0.997 0.982
Satd. Flow (prot) 1745 1933 0 0 1876 0 0 1855 0 0 1751 0
Flt Permitted 0.316 0.980 0.983 0.829
Satd. Flow (perm) 580 1933 0 0 1843 0 0 1828 0 0 1478 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 4 1 11 16
Link Speed (mph) 30 30 30 25
Link Distance (ft) 271 370 664 238
Travel Time (s) 6.2 8.4 15.1 6.5
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86
Heavy Vehicles (%) 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0%
Adj. Flow (vph) 84 413 17 12 336 3 8 121 24 108 122 63
Shared Lane Traffic (%)
Lane Group Flow (vph) 84 430 0 0 351 0 0 153 0 0 293 0
Turn Type pm+pt NA Perm NA Perm NA Perm NA
Protected Phases 5 2 6 8 4
Permitted Phases 2 6 8 4
Detector Phase 5 2 6 6 8 8 4 4
Switch Phase
Minimum Initial (s) 6.0 10.0 10.0 10.0 4.0 4.0 4.0 4.0
Minimum Split (s) 11.0 15.0 15.0 15.0 9.0 9.0 9.0 9.0
Total Split (s) 20.0 56.0 36.0 36.0 34.0 34.0 34.0 34.0
Total Split (%) 22.2% 62.2% 40.0% 40.0% 37.8% 37.8% 37.8% 37.8%
Maximum Green (s) 15.0 51.0 31.0 31.0 29.0 29.0 29.0 29.0
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Min C-Min C-Min Max Max Max Max
Act Effct Green (s) 38.7 38.7 27.8 41.3 41.3
Actuated g/C Ratio 0.43 0.43 0.31 0.46 0.46
v/c Ratio 0.24 0.52 0.61 0.18 0.43
Control Delay 15.4 20.3 31.8 15.6 19.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 15.4 20.3 31.8 15.6 19.4
LOS B C C B B
Lanes, Volumes, Timings
4: Hamilton Street & Ballston Avenue (Route 50)
Synchro 11 Report
11/22/2023 Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Approach Delay 19.5 31.8 15.6 19.4
Approach LOS B C B B
Queue Length 50th (ft) 28 171 175 46 102
Queue Length 95th (ft) 45 205 232 92 185
Internal Link Dist (ft) 191 290 584 158
Turn Bay Length (ft) 125
Base Capacity (vph) 443 1097 635 845 687
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.19 0.39 0.55 0.18 0.43
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 59 (66%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.61
Intersection Signal Delay: 22.3 Intersection LOS: C
Intersection Capacity Utilization 73.3% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 4: Hamilton Street & Ballston Avenue (Route 50)
HCM Signalized Intersection Capacity Analysis
4: Hamilton Street & Ballston Avenue (Route 50)
Synchro 11 Report
11/22/2023 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 72 355 15 10 289 3 7 104 21 93 105 54
Future Volume (vph) 72 355 15 10 289 3 7 104 21 93 105 54
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 11 13 12 12 12 12 12 12 12 12 11 12
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.98 0.97
Flt Protected 0.95 1.00 1.00 1.00 0.98
Satd. Flow (prot) 1745 1933 1877 1855 1751
Flt Permitted 0.32 1.00 0.98 0.98 0.83
Satd. Flow (perm) 580 1933 1843 1828 1479
Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86
Adj. Flow (vph) 84 413 17 12 336 3 8 121 24 108 122 63
RTOR Reduction (vph) 0 2 0 0 1 0 0 6 0 0 9 0
Lane Group Flow (vph) 84 428 0 0 350 0 0 147 0 0 284 0
Heavy Vehicles (%) 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0%
Turn Type pm+pt NA Perm NA Perm NA Perm NA
Protected Phases 5 2 6 8 4
Permitted Phases 2 6 8 4
Actuated Green, G (s) 38.7 38.7 26.9 41.3 41.3
Effective Green, g (s) 38.7 38.7 26.9 41.3 41.3
Actuated g/C Ratio 0.43 0.43 0.30 0.46 0.46
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 337 831 550 838 678
v/s Ratio Prot 0.02 c0.22
v/s Ratio Perm 0.09 c0.19 0.08 c0.19
v/c Ratio 0.25 0.51 0.64 0.18 0.42
Uniform Delay, d1 17.2 18.8 27.3 14.3 16.3
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.4 2.3 5.6 0.5 1.9
Delay (s) 17.6 21.0 32.9 14.8 18.2
Level of Service B C C B B
Approach Delay (s) 20.5 32.9 14.8 18.2
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 22.6 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 15.0
Intersection Capacity Utilization 73.3% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis
1: Ballston Avenue (Route 50) & Site Driveway
Synchro 11 Report
11/21/2023 Page 1
Movement WBL WBR NET NER SWL SWT
Lane Configurations
Traffic Volume (veh/h) 0 0 442 0 0 350
Future Volume (Veh/h) 0 0 442 0 0 350
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 0 480 0 0 380
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL TWLTL
Median storage veh) 2 2
Upstream signal (ft) 271
pX, platoon unblocked 0.85
vC, conflicting volume 860 480 480
vC1, stage 1 conf vol 480
vC2, stage 2 conf vol 380
vCu, unblocked vol 747 480 480
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s) 5.4
tF (s) 3.5 3.3 2.2
p0 queue free % 100 100 100
cM capacity (veh/h) 540 590 1093
Direction, Lane # WB 1 NE 1 SW 1
Volume Total 0 480 380
Volume Left 0 0 0
Volume Right 0 0 0
cSH 1700 1700 1093
Volume to Capacity 0.00 0.28 0.00
Queue Length 95th (ft) 0 0 0
Control Delay (s) 0.0 0.0 0.0
Lane LOS A
Approach Delay (s) 0.0 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 26.6% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings Chipotle - Saratoga Springs, NY
4: Hamilton Street & Ballston Avenue (Route 50)2024 Background PM
Solli Engineering, LLC Synchro 11 Report
11/22/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 83 312 7 3 347 3 5 127 15 90 126 113
Future Volume (vph) 83 312 7 3 347 3 5 127 15 90 126 113
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 11 13 12 12 12 12 12 12 12 12 11 12
Storage Length (ft) 125 0 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.997 0.999 0.987 0.954
Flt Protected 0.950 0.998 0.986
Satd. Flow (prot) 1745 1939 0 0 1844 0 0 1872 0 0 1728 0
Flt Permitted 0.295 0.997 0.990 0.866
Satd. Flow (perm) 542 1939 0 0 1838 0 0 1857 0 0 1517 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 2 7 31
Link Speed (mph) 30 30 30 25
Link Distance (ft) 271 370 664 238
Travel Time (s) 6.2 8.4 15.1 6.5
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 (%) 0% 1% 0% 0% 3% 0% 0% 0% 0% 0% 0% 0%
Adj. Flow (vph) 91 343 8 3 381 3 5 140 16 99 138 124
Shared Lane Traffic (%)
Lane Group Flow (vph) 91 351 0 0 387 0 0 161 0 0 361 0
Turn Type pm+pt NA Perm NA Perm NA Perm NA
Protected Phases 5 2 6 8 4
Permitted Phases 2 6 8 4
Detector Phase 5 2 6 6 8 8 4 4
Switch Phase
Minimum Initial (s) 6.0 10.0 10.0 10.0 4.0 4.0 4.0 4.0
Minimum Split (s) 11.0 15.0 15.0 15.0 9.0 9.0 9.0 9.0
Total Split (s) 20.0 56.0 36.0 36.0 34.0 34.0 34.0 34.0
Total Split (%) 22.2% 62.2% 40.0% 40.0% 37.8% 37.8% 37.8% 37.8%
Maximum Green (s) 15.0 51.0 31.0 31.0 29.0 29.0 29.0 29.0
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Min C-Min C-Min Max Max Max Max
Act Effct Green (s) 40.2 40.2 29.3 39.8 39.8
Actuated g/C Ratio 0.45 0.45 0.33 0.44 0.44
v/c Ratio 0.26 0.40 0.65 0.20 0.53
Control Delay 14.8 17.3 31.8 17.2 21.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 14.8 17.3 31.8 17.2 21.6
LOS B B C B C
Lanes, Volumes, Timings Chipotle - Saratoga Springs, NY
4: Hamilton Street & Ballston Avenue (Route 50)2024 Background PM
Solli Engineering, LLC Synchro 11 Report
11/22/2023 Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Approach Delay 16.8 31.8 17.2 21.6
Approach LOS B C B C
Queue Length 50th (ft) 29 128 193 52 133
Queue Length 95th (ft) 48 165 268 107 251
Internal Link Dist (ft) 191 290 584 158
Turn Bay Length (ft) 125
Base Capacity (vph) 442 1099 642 824 687
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.21 0.32 0.60 0.20 0.53
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 59 (66%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 22.4 Intersection LOS: C
Intersection Capacity Utilization 78.5% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 4: Hamilton Street & Ballston Avenue (Route 50)
HCM Signalized Intersection Capacity Analysis Chipotle - Saratoga Springs, NY
4: Hamilton Street & Ballston Avenue (Route 50)2024 Background PM
Solli Engineering, LLC Synchro 11 Report
11/22/2023 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 83 312 7 3 347 3 5 127 15 90 126 113
Future Volume (vph) 83 312 7 3 347 3 5 127 15 90 126 113
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 11 13 12 12 12 12 12 12 12 12 11 12
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.99 0.95
Flt Protected 0.95 1.00 1.00 1.00 0.99
Satd. Flow (prot) 1745 1938 1843 1872 1728
Flt Permitted 0.29 1.00 1.00 0.99 0.87
Satd. Flow (perm) 542 1938 1839 1856 1517
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 91 343 8 3 381 3 5 140 16 99 138 124
RTOR Reduction (vph) 0 1 0 0 0 0 0 4 0 0 17 0
Lane Group Flow (vph) 91 350 0 0 387 0 0 157 0 0 344 0
Heavy Vehicles (%) 0% 1% 0% 0% 3% 0% 0% 0% 0% 0% 0% 0%
Turn Type pm+pt NA Perm NA Perm NA Perm NA
Protected Phases 5 2 6 8 4
Permitted Phases 2 6 8 4
Actuated Green, G (s) 40.2 40.2 28.2 39.8 39.8
Effective Green, g (s) 40.2 40.2 28.2 39.8 39.8
Actuated g/C Ratio 0.45 0.45 0.31 0.44 0.44
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 335 865 576 820 670
v/s Ratio Prot 0.02 c0.18
v/s Ratio Perm 0.10 c0.21 0.08 c0.23
v/c Ratio 0.27 0.40 0.67 0.19 0.51
Uniform Delay, d1 16.6 16.8 26.9 15.3 18.1
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.4 1.4 6.1 0.5 2.8
Delay (s) 17.1 18.2 33.0 15.8 20.9
Level of Service B B C B C
Approach Delay (s) 18.0 33.0 15.8 20.9
Approach LOS B C B C
Intersection Summary
HCM 2000 Control Delay 22.8 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 15.0
Intersection Capacity Utilization 78.5% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Chipotle - Saratoga Springs, NY
1: Ballston Avenue (Route 50) & Site Driveway 2024 Background PM
Solli Engineering, LLC Synchro 11 Report
11/21/2023 Page 1
Movement WBL WBR NET NER SWL SWT
Lane Configurations
Traffic Volume (veh/h) 0 0 402 0 0 455
Future Volume (Veh/h) 0 0 402 0 0 455
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 0 437 0 0 495
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL TWLTL
Median storage veh) 2 2
Upstream signal (ft) 271
pX, platoon unblocked 0.82
vC, conflicting volume 932 437 437
vC1, stage 1 conf vol 437
vC2, stage 2 conf vol 495
vCu, unblocked vol 806 437 437
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s) 5.4
tF (s) 3.5 3.3 2.2
p0 queue free % 100 100 100
cM capacity (veh/h) 515 624 1134
Direction, Lane # WB 1 NE 1 SW 1
Volume Total 0 437 495
Volume Left 0 0 0
Volume Right 0 0 0
cSH 1700 1700 1134
Volume to Capacity 0.00 0.26 0.00
Queue Length 95th (ft) 0 0 0
Control Delay (s) 0.0 0.0 0.0
Lane LOS A
Approach Delay (s) 0.0 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 27.3% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
4: Hamilton Street & Ballston Avenue (Route 50)
Synchro 11 Report
11/22/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 75 369 16 10 301 3 7 108 22 97 109 56
Future Volume (vph) 75 369 16 10 301 3 7 108 22 97 109 56
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 11 13 12 12 12 12 12 12 12 12 11 12
Storage Length (ft) 125 0 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.994 0.999 0.978 0.971
Flt Protected 0.950 0.998 0.998 0.982
Satd. Flow (prot) 1745 1933 0 0 1876 0 0 1854 0 0 1751 0
Flt Permitted 0.310 0.981 0.983 0.824
Satd. Flow (perm) 569 1933 0 0 1844 0 0 1827 0 0 1470 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 4 1 11 16
Link Speed (mph) 30 30 30 25
Link Distance (ft) 271 370 664 238
Travel Time (s) 6.2 8.4 15.1 6.5
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86
Heavy Vehicles (%) 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0%
Adj. Flow (vph) 87 429 19 12 350 3 8 126 26 113 127 65
Shared Lane Traffic (%)
Lane Group Flow (vph) 87 448 0 0 365 0 0 160 0 0 305 0
Turn Type pm+pt NA Perm NA Perm NA Perm NA
Protected Phases 5 2 6 8 4
Permitted Phases 2 6 8 4
Detector Phase 5 2 6 6 8 8 4 4
Switch Phase
Minimum Initial (s) 6.0 10.0 10.0 10.0 4.0 4.0 4.0 4.0
Minimum Split (s) 11.0 15.0 15.0 15.0 9.0 9.0 9.0 9.0
Total Split (s) 20.0 56.0 36.0 36.0 34.0 34.0 34.0 34.0
Total Split (%) 22.2% 62.2% 40.0% 40.0% 37.8% 37.8% 37.8% 37.8%
Maximum Green (s) 15.0 51.0 31.0 31.0 29.0 29.0 29.0 29.0
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Min C-Min C-Min Max Max Max Max
Act Effct Green (s) 39.3 39.3 28.4 40.7 40.7
Actuated g/C Ratio 0.44 0.44 0.32 0.45 0.45
v/c Ratio 0.25 0.53 0.63 0.19 0.45
Control Delay 15.2 20.2 31.8 16.1 20.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 15.2 20.2 31.8 16.1 20.3
LOS B C C B C
Lanes, Volumes, Timings
4: Hamilton Street & Ballston Avenue (Route 50)
Synchro 11 Report
11/22/2023 Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Approach Delay 19.3 31.8 16.1 20.3
Approach LOS B C B C
Queue Length 50th (ft) 28 178 181 49 110
Queue Length 95th (ft) 45 211 239 97 197
Internal Link Dist (ft) 191 290 584 158
Turn Bay Length (ft) 125
Base Capacity (vph) 444 1097 638 832 674
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.20 0.41 0.57 0.19 0.45
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 59 (66%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.63
Intersection Signal Delay: 22.5 Intersection LOS: C
Intersection Capacity Utilization 75.6% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 4: Hamilton Street & Ballston Avenue (Route 50)
HCM Signalized Intersection Capacity Analysis
4: Hamilton Street & Ballston Avenue (Route 50)
Synchro 11 Report
11/22/2023 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 75 369 16 10 301 3 7 108 22 97 109 56
Future Volume (vph) 75 369 16 10 301 3 7 108 22 97 109 56
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 11 13 12 12 12 12 12 12 12 12 11 12
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.98 0.97
Flt Protected 0.95 1.00 1.00 1.00 0.98
Satd. Flow (prot) 1745 1932 1877 1854 1751
Flt Permitted 0.31 1.00 0.98 0.98 0.82
Satd. Flow (perm) 569 1932 1844 1827 1470
Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86
Adj. Flow (vph) 87 429 19 12 350 3 8 126 26 113 127 65
RTOR Reduction (vph) 0 2 0 0 1 0 0 6 0 0 9 0
Lane Group Flow (vph) 87 446 0 0 364 0 0 154 0 0 296 0
Heavy Vehicles (%) 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0%
Turn Type pm+pt NA Perm NA Perm NA Perm NA
Protected Phases 5 2 6 8 4
Permitted Phases 2 6 8 4
Actuated Green, G (s) 39.3 39.3 27.4 40.7 40.7
Effective Green, g (s) 39.3 39.3 27.4 40.7 40.7
Actuated g/C Ratio 0.44 0.44 0.30 0.45 0.45
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 338 843 561 826 664
v/s Ratio Prot 0.02 c0.23
v/s Ratio Perm 0.09 c0.20 0.08 c0.20
v/c Ratio 0.26 0.53 0.65 0.19 0.45
Uniform Delay, d1 17.0 18.6 27.1 14.7 16.9
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.4 2.4 5.7 0.5 2.2
Delay (s) 17.4 20.9 32.9 15.2 19.1
Level of Service B C C B B
Approach Delay (s) 20.4 32.9 15.2 19.1
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 22.8 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 15.0
Intersection Capacity Utilization 75.6% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis
1: Ballston Avenue (Route 50) & Site Driveway
Synchro 11 Report
11/21/2023 Page 1
Movement WBL WBR NET NER SWL SWT
Lane Configurations
Traffic Volume (veh/h) 0 0 460 0 0 364
Future Volume (Veh/h) 0 0 460 0 0 364
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 0 500 0 0 396
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL TWLTL
Median storage veh) 2 2
Upstream signal (ft) 271
pX, platoon unblocked 0.84
vC, conflicting volume 896 500 500
vC1, stage 1 conf vol 500
vC2, stage 2 conf vol 396
vCu, unblocked vol 784 500 500
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s) 5.4
tF (s) 3.5 3.3 2.2
p0 queue free % 100 100 100
cM capacity (veh/h) 526 575 1075
Direction, Lane # WB 1 NE 1 SW 1
Volume Total 0 500 396
Volume Left 0 0 0
Volume Right 0 0 0
cSH 1700 1700 1075
Volume to Capacity 0.00 0.29 0.00
Queue Length 95th (ft) 0 0 0
Control Delay (s) 0.0 0.0 0.0
Lane LOS A
Approach Delay (s) 0.0 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 27.5% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings Chipotle - Saratoga Springs, NY
4: Hamilton Street & Ballston Avenue (Route 50)2024 Build PM
Solli Engineering, LLC Synchro 11 Report
11/22/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 84 316 7 4 352 3 5 128 17 90 128 114
Future Volume (vph) 84 316 7 4 352 3 5 128 17 90 128 114
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 11 13 12 12 12 12 12 12 12 12 11 12
Storage Length (ft) 125 0 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.997 0.999 0.984 0.954
Flt Protected 0.950 0.999 0.998 0.987
Satd. Flow (prot) 1745 1938 0 0 1842 0 0 1866 0 0 1729 0
Flt Permitted 0.294 0.996 0.990 0.866
Satd. Flow (perm) 540 1938 0 0 1836 0 0 1851 0 0 1517 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 2 8 31
Link Speed (mph) 30 30 30 25
Link Distance (ft) 271 370 157 238
Travel Time (s) 6.2 8.4 3.6 6.5
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 (%) 0% 1% 0% 0% 3% 0% 0% 0% 0% 0% 0% 0%
Adj. Flow (vph) 92 347 8 4 387 3 5 141 19 99 141 125
Shared Lane Traffic (%)
Lane Group Flow (vph) 92 355 0 0 394 0 0 165 0 0 365 0
Turn Type pm+pt NA Perm NA Perm NA Perm NA
Protected Phases 5 2 6 7 3
Permitted Phases 2 6 7 3
Detector Phase 5 2 6 6 7 7 3 3
Switch Phase
Minimum Initial (s) 6.0 10.0 10.0 10.0 4.0 4.0 4.0 4.0
Minimum Split (s) 11.0 15.0 15.0 15.0 9.0 9.0 9.0 9.0
Total Split (s) 20.0 56.0 36.0 36.0 34.0 34.0 34.0 34.0
Total Split (%) 22.2% 62.2% 40.0% 40.0% 37.8% 37.8% 37.8% 37.8%
Maximum Green (s) 15.0 51.0 31.0 31.0 29.0 29.0 29.0 29.0
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Min C-Min C-Min Max Max Max Max
Act Effct Green (s) 40.5 40.5 29.6 39.5 39.5
Actuated g/C Ratio 0.45 0.45 0.33 0.44 0.44
v/c Ratio 0.26 0.41 0.65 0.20 0.54
Control Delay 14.7 17.2 31.7 17.3 22.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 14.7 17.2 31.7 17.3 22.0
LOS B B C B C
Lanes, Volumes, Timings Chipotle - Saratoga Springs, NY
4: Hamilton Street & Ballston Avenue (Route 50)2024 Build PM
Solli Engineering, LLC Synchro 11 Report
11/22/2023 Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Approach Delay 16.7 31.7 17.3 22.0
Approach LOS B C B C
Queue Length 50th (ft) 29 129 196 54 136
Queue Length 95th (ft) 48 166 272 110 257
Internal Link Dist (ft) 191 290 77 158
Turn Bay Length (ft) 125
Base Capacity (vph) 444 1099 643 816 682
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.21 0.32 0.61 0.20 0.54
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 59 (66%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 22.5 Intersection LOS: C
Intersection Capacity Utilization 79.4% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 4: Hamilton Street & Ballston Avenue (Route 50)
HCM Signalized Intersection Capacity Analysis Chipotle - Saratoga Springs, NY
4: Hamilton Street & Ballston Avenue (Route 50)2024 Build PM
Solli Engineering, LLC Synchro 11 Report
11/22/2023 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 84 316 7 4 352 3 5 128 17 90 128 114
Future Volume (vph) 84 316 7 4 352 3 5 128 17 90 128 114
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 11 13 12 12 12 12 12 12 12 12 11 12
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.98 0.95
Flt Protected 0.95 1.00 1.00 1.00 0.99
Satd. Flow (prot) 1745 1938 1843 1868 1728
Flt Permitted 0.29 1.00 1.00 0.99 0.87
Satd. Flow (perm) 539 1938 1837 1852 1517
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 92 347 8 4 387 3 5 141 19 99 141 125
RTOR Reduction (vph) 0 1 0 0 0 0 0 4 0 0 17 0
Lane Group Flow (vph) 92 354 0 0 394 0 0 161 0 0 348 0
Heavy Vehicles (%) 0% 1% 0% 0% 3% 0% 0% 0% 0% 0% 0% 0%
Turn Type pm+pt NA Perm NA Perm NA Perm NA
Protected Phases 5 2 6 7 3
Permitted Phases 2 6 7 3
Actuated Green, G (s) 40.5 40.5 28.5 39.5 39.5
Effective Green, g (s) 40.5 40.5 28.5 39.5 39.5
Actuated g/C Ratio 0.45 0.45 0.32 0.44 0.44
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 336 872 581 812 665
v/s Ratio Prot 0.02 c0.18
v/s Ratio Perm 0.10 c0.21 0.09 c0.23
v/c Ratio 0.27 0.41 0.68 0.20 0.52
Uniform Delay, d1 16.5 16.7 26.8 15.5 18.4
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.4 1.4 6.3 0.5 2.9
Delay (s) 16.9 18.1 33.0 16.1 21.3
Level of Service B B C B C
Approach Delay (s) 17.8 33.0 16.1 21.3
Approach LOS B C B C
Intersection Summary
HCM 2000 Control Delay 22.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 15.0
Intersection Capacity Utilization 79.4% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Chipotle - Saratoga Springs, NY
1: Ballston Avenue (Route 50) & Site Driveway 2024 Build PM
Solli Engineering, LLC Synchro 11 Report
11/21/2023 Page 1
Movement WBL WBR NET NER SWL SWT
Lane Configurations
Traffic Volume (veh/h) 4 5 402 5 6 455
Future Volume (Veh/h) 4 5 402 5 6 455
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 4 5 437 5 7 495
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL TWLTL
Median storage veh) 2 2
Upstream signal (ft) 271
pX, platoon unblocked 0.82
vC, conflicting volume 948 440 442
vC1, stage 1 conf vol 440
vC2, stage 2 conf vol 509
vCu, unblocked vol 824 440 442
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s) 5.4
tF (s) 3.5 3.3 2.2
p0 queue free % 99 99 99
cM capacity (veh/h) 506 622 1129
Direction, Lane # WB 1 NE 1 SW 1
Volume Total 9 442 502
Volume Left 4 0 7
Volume Right 5 5 0
cSH 564 1700 1129
Volume to Capacity 0.02 0.26 0.01
Queue Length 95th (ft) 1 0 0
Control Delay (s) 11.5 0.0 0.2
Lane LOS B A
Approach Delay (s) 11.5 0.0 0.2
Approach LOS B
Intersection Summary
Average Delay 0.2
Intersection Capacity Utilization 38.7% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Chipotle - Saratoga Springs, NY
2: Hamilton Street & Site Driveway 2024 Build PM
Solli Engineering, LLC Synchro 11 Report
11/21/2023 Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 3 1 2 147 136 3
Future Volume (Veh/h) 3 1 2 147 136 3
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 3 1 2 160 148 3
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 157
pX, platoon unblocked
vC, conflicting volume 314 150 151
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 314 150 151
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 100 100 100
cM capacity (veh/h) 682 902 1442
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 4 162 151
Volume Left 3 2 0
Volume Right 1 0 3
cSH 727 1442 1700
Volume to Capacity 0.01 0.00 0.09
Queue Length 95th (ft) 0 0 0
Control Delay (s) 10.0 0.1 0.0
Lane LOS A A
Approach Delay (s) 10.0 0.1 0.0
Approach LOS A
Intersection Summary
Average Delay 0.2
Intersection Capacity Utilization 19.3% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings Chipotle - Saratog Springs, NY
4: Hamilton Street & Ballston Avenue (Route 50)2024 Build SAT
Solli Engineering, LLC Synchro 11 Report
11/22/2023 Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 79 380 16 15 313 3 7 112 26 97 113 60
Future Volume (vph) 79 380 16 15 313 3 7 112 26 97 113 60
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 11 13 12 12 12 12 12 12 12 12 11 12
Storage Length (ft) 125 0 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.994 0.999 0.976 0.970
Flt Protected 0.950 0.998 0.998 0.982
Satd. Flow (prot) 1745 1933 0 0 1877 0 0 1851 0 0 1749 0
Flt Permitted 0.435 0.974 0.980 0.768
Satd. Flow (perm) 799 1933 0 0 1831 0 0 1817 0 0 1368 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 4 13 17
Link Speed (mph) 30 30 30 25
Link Distance (ft) 271 370 157 238
Travel Time (s) 6.2 8.4 3.6 6.5
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86
Heavy Vehicles (%) 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0%
Adj. Flow (vph) 92 442 19 17 364 3 8 130 30 113 131 70
Shared Lane Traffic (%)
Lane Group Flow (vph) 92 461 0 0 384 0 0 168 0 0 314 0
Turn Type pm+pt NA Perm NA Perm NA Perm NA
Protected Phases 5 2 6 8 4
Permitted Phases 2 6 8 4
Detector Phase 5 2 6 6 8 8 4 4
Switch Phase
Minimum Initial (s) 6.0 10.0 10.0 10.0 5.0 5.0 5.0 5.0
Minimum Split (s) 11.0 15.0 15.0 15.0 34.0 34.0 34.0 34.0
Total Split (s) 20.0 56.0 36.0 36.0 34.0 34.0 34.0 34.0
Total Split (%) 22.2% 62.2% 40.0% 40.0% 37.8% 37.8% 37.8% 37.8%
Maximum Green (s) 15.0 51.0 31.0 31.0 29.0 29.0 29.0 29.0
Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Min C-Min C-Min None None None None
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 55.9 55.9 45.4 24.1 24.1
Actuated g/C Ratio 0.62 0.62 0.50 0.27 0.27
v/c Ratio 0.16 0.38 0.42 0.34 0.83
Control Delay 9.2 10.8 18.8 24.8 47.2
Lanes, Volumes, Timings Chipotle - Saratog Springs, NY
4: Hamilton Street & Ballston Avenue (Route 50)2024 Build SAT
Solli Engineering, LLC Synchro 11 Report
11/22/2023 Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 9.2 10.8 18.8 24.8 47.2
LOS A B B C D
Approach Delay 10.5 18.8 24.8 47.2
Approach LOS B B C D
Queue Length 50th (ft) 19 118 138 70 159
Queue Length 95th (ft) 46 211 250 103 214
Internal Link Dist (ft) 191 290 77 158
Turn Bay Length (ft) 125
Base Capacity (vph) 654 1216 923 607 462
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.14 0.38 0.42 0.28 0.68
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 59 (66%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 22.6 Intersection LOS: C
Intersection Capacity Utilization 74.4% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 4: Hamilton Street & Ballston Avenue (Route 50)
HCM Signalized Intersection Capacity Analysis Chipotle - Saratog Springs, NY
4: Hamilton Street & Ballston Avenue (Route 50)2024 Build SAT
Solli Engineering, LLC Synchro 11 Report
11/22/2023 Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 79 380 16 15 313 3 7 112 26 97 113 60
Future Volume (vph) 79 380 16 15 313 3 7 112 26 97 113 60
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 11 13 12 12 12 12 12 12 12 12 11 12
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.98 0.97
Flt Protected 0.95 1.00 1.00 1.00 0.98
Satd. Flow (prot) 1745 1933 1876 1850 1750
Flt Permitted 0.43 1.00 0.97 0.98 0.77
Satd. Flow (perm) 798 1933 1832 1818 1368
Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86
Adj. Flow (vph) 92 442 19 17 364 3 8 130 30 113 131 70
RTOR Reduction (vph) 0 2 0 0 0 0 0 10 0 0 12 0
Lane Group Flow (vph) 92 459 0 0 384 0 0 158 0 0 302 0
Heavy Vehicles (%) 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0%
Turn Type pm+pt NA Perm NA Perm NA Perm NA
Protected Phases 5 2 6 8 4
Permitted Phases 2 6 8 4
Actuated Green, G (s) 55.9 55.9 44.4 24.1 24.1
Effective Green, g (s) 55.9 55.9 44.4 24.1 24.1
Actuated g/C Ratio 0.62 0.62 0.49 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 564 1200 903 486 366
v/s Ratio Prot 0.01 c0.24
v/s Ratio Perm 0.09 c0.21 0.09 c0.22
v/c Ratio 0.16 0.38 0.43 0.33 0.82
Uniform Delay, d1 7.9 8.5 14.6 26.4 31.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.9 1.5 0.4 13.9
Delay (s) 8.1 9.4 16.1 26.8 44.9
Level of Service A A B C D
Approach Delay (s) 9.2 16.1 26.8 44.9
Approach LOS A B C D
Intersection Summary
HCM 2000 Control Delay 21.0 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 15.0
Intersection Capacity Utilization 74.4% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Chipotle - Saratog Springs, NY
1: Ballston Avenue (Route 50) & Site Driveway 2024 Build SAT
Solli Engineering, LLC Synchro 11 Report
11/21/2023 Page 1
Movement WBL WBR NET NER SWL SWT
Lane Configurations
Traffic Volume (veh/h) 10 14 460 12 17 364
Future Volume (Veh/h) 10 14 460 12 17 364
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 11 15 500 13 18 396
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL TWLTL
Median storage veh) 2 2
Upstream signal (ft) 271
pX, platoon unblocked 0.88
vC, conflicting volume 938 506 513
vC1, stage 1 conf vol 506
vC2, stage 2 conf vol 432
vCu, unblocked vol 861 506 513
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s) 5.4
tF (s) 3.5 3.3 2.2
p0 queue free % 98 97 98
cM capacity (veh/h) 505 570 1063
Direction, Lane # WB 1 NE 1 SW 1
Volume Total 26 513 414
Volume Left 11 0 18
Volume Right 15 13 0
cSH 540 1700 1063
Volume to Capacity 0.05 0.30 0.02
Queue Length 95th (ft) 4 0 1
Control Delay (s) 12.0 0.0 0.5
Lane LOS B A
Approach Delay (s) 12.0 0.0 0.5
Approach LOS B
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 43.0% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Chipotle - Saratog Springs, NY
2: Hamilton Street & Site Driveway 2024 Build SAT
Solli Engineering, LLC Synchro 11 Report
11/21/2023 Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 7 4 4 138 135 9
Future Volume (Veh/h) 7 4 4 138 135 9
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 8 4 4 150 147 10
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 157
pX, platoon unblocked
vC, conflicting volume 310 152 157
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 310 152 157
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 99 100 100
cM capacity (veh/h) 685 900 1435
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 12 154 157
Volume Left 8 4 0
Volume Right 4 0 10
cSH 744 1435 1700
Volume to Capacity 0.02 0.00 0.09
Queue Length 95th (ft) 1 0 0
Control Delay (s) 9.9 0.2 0.0
Lane LOS A A
Approach Delay (s) 9.9 0.2 0.0
Approach LOS A
Intersection Summary
Average Delay 0.5
Intersection Capacity Utilization 20.5% ICU Level of Service A
Analysis Period (min) 15