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HomeMy WebLinkAbout20210755 269 Broadway Site Plan Traffis Study Traff ic I m pact Stu dy 269 Broadway — Hamilton Street City of Saratoga Springs, Saratoga County, New York Prepared For: Prime Group Holdings Issued: May 27, 2021 Revised: September 10, 2021 Revised: October 13, 2021 MJ#: 987.04 Prepared By: ���,f� Engine�ring and �',n� . --- Land Sur�eying. P.�. _. 1533 Crescent Road Clifton Park, NY 12065 Phone: 518.371.0799 Fax: 518.371.0822 mjelspc@mjels.com TABLE OF CONTENTS 1.0 Introduction ......................................................................................................................... 1 2.0 Study Methodology.............................................................................................................. 2 3.0 Existing Conditions............................................................................................................... 3 3.1 Establishing Existing and No-Build Model................................................................... 4 3.2 Existing and No-Build Results...................................................................................... 6 4.0 Proposed Conditions............................................................................................................ 7 4.1 Proposed Site Trips...................................................................................................... 7 4.2 Proposed Model .......................................................................................................... 9 4.3 Build Results.............................................................................................................. 11 5.0 Parking .............................................................................................................................. 13 6.0 Conclusions/ Recommendations ..................................................................................... 15 APPENDICIES Appendix A: Preliminary Site Plans Appendix B: Turning Movement Data Appendix C: Existing and Proposed Traffic Count Figures Appendix D: Synchro 11�O Analysis Output Appendix E: Additional Supporting Documentation M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page i i 1 .O INTRODUCTION This study has been prepared to quantify and assess the traffic impact associated with the development of a new six-story, mixed-use building with access to Hamilton Street in the City of Saratoga Springs, Saratoga County, NY as depicted in Figure 1 below. �--- - "� �.,��-T + �: �;�� � # �� ,�� ' ,�,, ��� �.:�� y� ,�: � �,z� �� �.�� '_( � � ��• ,�.,� � " �,..�� �� ,.� � + �l � * -" z �� �_ �'R:.�.t: �+� �• �=.��, �,�` ' ��; � �, k = �• ��,., .�. •• �� �- _ 4,, � � - ��--'* �4-��'�: `;� � ��� ' + � �� � . � � � � f ;4 �, � ��� �F •� ����i l• � p'' `�'.4 +� � '� � � ` � .p�e �I'�"7r, 3 - '�'t �• ��� �1^►t...��^f � M' �� � �� a, . .�� `��►�,�;�;, ��'';� � -�.�:'. �'. ..��' ,� , � , _�`"'�`� " " : . f.r_, w� ;:. �' s.� ��` .. +� � „� -� � �� � �,,,4� ��"� '���"8�,,r+�,� �'`� . � ���.�` _ _•� ` _:� .$'� � .t ;�•' x r ,�;..�.��<,�a °�.�� � '+4 �E:= � � ,',,��-y,�• - __ , li�. � �. �. .. 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'l��'�` `��R Fi�ure 1—Prolect Location Plan The following is a list of abbreviations and manuals that are referenced throughout this report: ETC Estimated Time of Completion EB Eastbound HCM Transportation Research Board of the National Academies Highway Capacity Manual HDM Highway Design Manual ITE Institute of Transportation Engineers LOS Level of Service NB Northbound NYSDOT New York State Department of Transportation SB Southbound AASHTO American Association of State Highway and Transportation Officials, A Policy on Geometric Design of Highways and Streets 2011 MUTCD Manual for Uniform Traffic Control Devices WB Westbound M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 1 2 .O STUDY METHODOLOGY The purpose of this study is to: 1. Present the existing traffic conditions for Hamilton Street at the site location for the proposed office building. 2. Provide a baseline traffic condition assessment of driveway access and intersection delays at the existing site and at two signalized intersections and one all-way stop controlled intersection for the build year 2024 for the office building.The three intersections studied as part of this analysis are: 1) Hamilton Street and Ballston Avenue—Signalized 2) Hamilton Street and West Circular Street—All-way stop control 3) Hamilton Street, Congress Street and the Congress Park parking lot—Signalized 3. Compare and assess future traffic conditions that include the anticipated vehicular trips generated by the proposed development at the Estimated Time of Completion (ETC) (2024). 4. Address parking demand compared to parking availability Traffic models were developed utilizing the traffic analysis software Synchro 11�O which is an industry standard design and analysis package.The software analyzes traffic conditions at intersections to provide a measure of effectiveness in terms of Level of Service (LOS). Procedures for the analysis are in conformance with the Transportation Research Board of the National Academies Highway Capacity Manual (HCM)6t" Edition. Intersection LOS is defined in terms of average delay per vehicle.The New York State Department of Transportation (NYSDOT) Highway Design Manual (HDM), Section 5.2.3.4, describes LOS as "a qualitative measure describing operational conditions within a traffic stream, based on service measures such as speed and travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. Levels of service are given letter designations,from A to F,with LOS A representing the best operating condition and LOS F the worst." TABLE 1 Intersection Level of Service (LOS) Ranges Unsignalized Signalized Intersection Level of Service Intersection Delay Delay(sec/veh) Description (sec/veh) A < 10 <_ 10 Excellent B > 10&<_ 15 > 10&<_20 VeryGood C > 15 &<_25 > 20&<_35 � Good D > 25 &<_35 >35 &<_55 Acceptable E >35 &<_50 >55 &<_80 Poor F > 50 >80 Failing Intersection design practice, as determined by the NYSDOT, strives to provide a minimum LOS D or better for each lane group in urban areas and a minimum LOS C in rural areas. Although LOS D is acceptable in urban environments, LOS C is the preferred minimum for overall approach LOS. LOS D is acceptable for specific low volume movements or approaches within an intersection. M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 2 3 .O EXISTING CONDITIONS The functional classifications of roadways within the area of study are provided in the Functional Class viewer on the NYSDOT website as follows. • Ballston Avenue—Urban principal arterial • West Circular Street—Urban major collector • Hamilton Street and Congress Street—Urban local roads. Intersections The intersection of Hamilton Street with Ballston Avenue (Intersection 1) is a four-leg, signalized intersection south of the project site.The eastbound approach has an exclusive left turn lane and a shared thru/right lane. All other approaches have a single shared left/thru/right lane. Intersection 1 operates in coordination with the intersections of Broadway with Circular Street/Ballston Avenue and Broadway with Lincoln Avenue. The intersection of Hamilton Street with West Circular Street (Intersection 2) is a four-leg, all-way stop controlled intersection located south of the site with a single lane on all approaches. The intersection of Hamilton Street with Congress Street and the Congress Park Centre parking lot (Intersection 3) is a four-leg signalized intersection located north of the project site. The eastbound, northbound, and westbound approaches have exclusive left turn lanes, and shared thru/right lanes. The southbound approach has an exclusive right turn lane, and a shared left/thru lane. Parkin� The current site is an empty lot with approximately 24 parking bays and is currently rented by a neighboring property for parking. Most of the properties along Hamilton Street have dedicated parking lots for their exclusive use. There are also dedicated parking lots behind the Saratoga Central Catholic School and The Church of Saint Peter. The Congress Park Centre municipal parking lot is located between Congress Street and Washington Street with access to both roads. On-street parking is limited along the east side of Hamilton Street near the proposed site where it is restricted to bus only parking during the hours of 7:00 am to 4:00 pm from West Circular Street to the proposed site. From the proposed site north, parking is allowed up to the access to the parking lot closest to Congress Street.The west side of Hamilton Street allows parking for the entire length except near the intersections with Congress Street, Williams Street, and West Circular Street. See parking analysis in Section 5 of this report for more detailed information. Pedestrian Accommodations There are two (2) midblock pedestrian crossings located on Hamilton Street behind the Saratoga Central Catholic School. There is signage that meets NYSDOT standards with flashing beacons located at the southern crosswalk and signage that does not meet NYSDOT standards at the northern crosswalk. The signs at the northern crosswalk should be MUTCD 51-1 since this crossing is located within a school zone. See Section 5, Conclusions and Recommendations for an image of the sign. Other Conditions Hamilton Street, in the proximity of the school, is signed as a school zone with a 15-mph speed limit. School bus drop off and pickup is located directly in front of the school on Broadway, and behind the school on Hamilton Street.There is signage in the vicinity of drop off and pickup zones that restrict parking for busses only. M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 3 Public Transportation Transit accommodations are provided within the City of Saratoga Springs by the Capital District Transportation Authority (CDTA). Bus stops near the proposed site are located on Broadway at Congress Park (CDTA Routes 450 and NX), Ballston Avenue at Union Street (CDTA Route 450), Lincoln Avenue at Whitney Place (CDTA Route 451), and Broadway at Huestis Court (CDTA Summer Trolley), although the Summer Trolley is not in service at this time according to online CDTA schedules. 3.1 Establishing Existing and No-Build Models Vehicle turning movement counts were collected at the three intersections adjacent to the project site on Wednesday, May 19, 2021 during the morning and evening commuter peak periods from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM. This traffic data was collected with school in session, on days with no major events,without the impact of holidays,and during good weather per the ITE Traffic Engineering Handbook and NYSDOT HDM 5.2.1.2.C. No adjustments were made for the 2021 Saratoga Racing Calendar. From the turning movement counts, the peak hours at the three intersections generally occur between 7:15 AM—8:15 AM and 4:30 PM—5:30 PM.Adjustment of the collected volumes is required to adjust for pandemic related effects on traffic volumes. Comparison of the collected volumes to historical volumes from the NYSDOT Traffic Data Viewer for the 2-hour data collection periods were used to develop an adjustment factor of 1.75 to calibrate the traffic volumes to pre-pandemic levels. The adjustment factor was determined using the 2-hour volumes from both the NYSDOT Traffic Data Viewer (TDV) and turning movement counts collected for the project for traffic traveling on West Circular Street.The historical data on West Circular Street was chosen because the location the data was collected is closest to the study area. The volumes traveling on West Circular Street from the TDV are 341 WB/333 EB from 7:00 am to 9:00 am and 543 WB/573 EB from 4:00 pm to 6:00 pm.The volumes from the turning movement counts approaching and leaving the intersection with Hamilton Street are 194 WB/195 EB and 339 WB/300 EB for the same time periods. If you divide the TDV volumes by the turning movement volumes, you get the following factors: • AM Peak: 1.76 WB 1.71 EB; 1.73 average • AM Peak: 1.60 WB 1.91 EB; 1.76 average From the above factor calculations, it was determined that a 1.75 adjustment factor would be used to adjust traffic volumes to pre-pandemic levels. See attached documentation for TDV volume data for West Circular Street and Appendix E of the TIS for turning movement volume data used in the calculations above. The peak hour turning movement volumes for the morning and evening peak periods adjusted for pandemic related impacts were used in the analysis of the Existing conditions and input into Synchro 11�O for analysis. The no build traffic volumes were obtained by growing the adjusted existing traffic volumes using a 0.3% growth factor provided by CDTC that was determined from their regional STEP model. The volumes at each intersection were grown from 2021, when the data was collected, to the Estimated Time of Completion (ETC) of the building in 2024. The Existing and No-Build traffic volumes were used to analyze the current and future performance of the three (3) intersections without construction of the new development. The traffic models were built to scale utilizing aerial imagery to obtain an accurate representation of the existing conditions within the study area. M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 4 The results from the LOS analysis of the existing and no build models are shown in the Table 2 below. Turning movement volume diagrams are included in Appendix C. The Existing and No-Build volumes are the baseline traffic volumes to which additional site generated trips are added to the peak hour traffic volumes in the future condition traffic analysis model for the purpose of analyzing the intersection and turning movement LOS. Traffic signal timing plans were received by the City of Saratoga and compared to the signal timing data that was collected on the date that the turning movement counts were collected to verify that the signals were operating according to the city provided timing plans. The settings from the timing plans were entered into the Synchro�O to simulate the intersections performance under the existing, no build, and build conditions. TABLE 2 LOS Table - Existing and No Build (Delay in Seconds) Existing 2021 No-Build 2024 No. Location Approach Movement AM PM AM PM LT 15.8 (B) 11.7 (B) 14.9 (B) 11.7 (B) � Eastbound TH/ RT 13.7 (B) 15.3 (B) 13.3 (B) 15.4(B) Hamilton Street & Northbound LT/TH/ RT 24.1 (C) 26.4(C) 23.0(C) 26.4(C) 1 Ballston Avenue Westbound LT/TH/ RT 33.1 (C) 51.4(D) 28.8(C) 53.1 (D) Southbound LT/TH/ RT 33.0 (C) 108.1 (F) 28.9 (C) 112.1 (F) Intersection Overall 24.9(C) 52.2(D) 22.5(C) 53.8(D) Eastbound LT/TH/ RT 10.9 (B) 27.4(D) 11.1 (B) 28.6(D) Northbound LT/TH/ RT 14.5 (B) 25.7 (D) 14.7 (B) 26.8 (D) Hamilton Street & Z W Circular Street Westbound LT/TH/ RT 13.3 (B) 32.2 (D) 13.5 (B) 33.8 (D) Southbound LT/TH/ RT 10.7 (B) 34.8 (D) 10.8 (B) 36.5 (E) Intersection Overall 12.8(B) 30.3(D) 13.0(B) 31.7(D) LT 12.4(B) 18.8 (B) 12.0(B) 19.0(B) Eastbound TH/ RT 11.7 (B) 28.8 (C) 11.4(B) 30.1 (C) LT 13.5 (B) 31.9 (C) 12.6(B) 32.2 (C) Northbound Hamilton Street TH/ RT 10.4(B) 18.0 (B) 10.0 (A) 18.0(B) 3 and Congress LT 15.8 (B) 36.3 (D) 15.1 (B) 37.2 (D) Street Westbound TH/ RT 10.6 (B) 14.5 (B) 10.4(B) 14.7 (B) LT/TH 9.1 (A) 15.6 (B) 8.9 (A) 15.5 (B) I Southbound RT 9.0 (A) 15.1 (B) 8.8 (A) 15.0(B) Intersection Overall 11.8(B) 23.9 (C) 11.4(B) 24.5 (C) � �MJ.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 5 3.2 Existing and No-Build Results Analysis for 2021 Existing conditions and 2024 Future No-Build Conditions indicates that all intersections, overall, are operating within acceptable standards at LOS D or better during the AM and PM peaks. The vehicle to capacity ratio at each of the intersections under Existing and Future No-Build conditions is less than 1.0 which indicates the intersection can accommodate the traffic volumes with capacity for additional volume. In urban areas, the overall intersection acceptable standard is LOS D or better. It is acceptable for low volume movements at \an intersection within an urban core district, such as the proposed project site, to have LOS E. M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 6 4.O PROPOSED CONDITIONS The new development is to be constructed between Broadway(US Route 9)and Hamilton Street.The site is located approximately 700 ft. north of Intersection 2, and 400 ft. south of Intersection 3. The planned structure is a six-story mixed-use building with office, retail, and restaurant space. The building will have a two-story underground parking garage which provides a total of 70 parking spaces. The access to the underground garage will be provided from Hamilton Street. A modified curb line for loading/unloading is proposed along Hamilton Street where deliveries will be made, and garbage picked up.The modified curb line will prevent added congestion along Broadway while causing minimal disruption to traffic on Hamilton Street. The owner of the building will require all deliveries to the building to utilize Hamilton Street. Preliminary Concept Site Plans are included in Appendix A. 4.1 Proposed Site Trips The Institute of Transportation Engineers, Trip Generation Manual, 10t" Edition (ITE Manual) was utilized for developing the proposed trips generated by the development. Land Use Codes (LUC) were selected that matched the description of the planned space use. The first floor will have retail shops. A restaurant is planned for the second floor and office space will be located on the second through sixth floors. The LUC and areas used for trip generation are as follows: • 710—General Office Building (78,038 SF) • 820—Shopping Center (17,320 SF) • 931—Quality Restaurant(6,227 SF) The areas used for trip generation are based on the Gross Floor Area for General Office and Quality Restaurant land uses and Gross Leasable Area for Shopping Center land use. The proposed trips from the development of 269 Broadway are summarized below in Table 3. ��s � - - TABLE 3 Proposed Trips from the 2017 ITE Manual AM PM Floor Land Use Enter Exit Total Enter Exit Total 1 LUC 820 (Shopping Center) 10 6 16 32 34 66 2 LUC 931 (Quality Restaurant) 2 2 4 33 16 49 2-6 LUC 710 (General Office Building) 87 14 101 14 76 90 Totals 99 23 122 79 126 205 A portion of the total trips generated were reduced to account for pass-by trips and trips made using alternate modes of travel including walking, biking, or transit according to ITE and industry standard practice for developments within urban infill areas. The ITE Trip Generation Handbook 3rd Edition provides guidance on trip generation for sites located in urban infill locations. Urban development provides access to more pedestrian and transit facilities that may be more appealing than traveling by personal passenger vehicle.As a result, research has shown that M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 7 vehicle trips to sites located in urban infill developments are less than sites located in more isolated suburban and rural contexts without access to these facilities. The proposed vehicle trips for LUC 820 — Shopping Center were reduced according to methods and available data in Chapter 7 and Appendix B and C of the ITE Trip Generation Handbook 3rd Edition as shown below with supporting documentation in Appendix E of this report. LUC 820 Infill vehicle mode share baseline vehicle occupancy Infill Trips =baseline vehicle trips x x baseline vehicle mode share infill vehicle occupancy AM Entering Infill Trips= 10 * (85/100) * (1.21/1.42) =8 AM Exiting Infill Trips =6 * (85/100) * (1.18/1.42) =4 PM Entering Infill Trips=32 * (85/100) * (1.21/1.21) = 27 PM Exiting Infill Trips =34 * (85/100) * (1.18/1.21) = 28 Pass-By Trips=34% LUC 931 Pass-By Trips=44% Additionally, trips generated by LUC 820 — Shopping Center and LUC 931 — Quality Restaurant were reduced for a percentage of pass-by tri ps. Pass-by-tri ps occu r at sites where existi ng traffic a I ready uti I izi ng the road network stops at a site as an intermediate destination before proceeding to their primary destination. Pass-by-trips do not contribute additional volumes to the road network as they are already presently using the road network as opposed to newly generated trips that are proceeding to the site as their primary destination. The pass-by-trip reductions were made after the trip adjustments were made for urban infill trips for LUC 820. New trips generated by the shopping center and restaurant were reduced using available data in Appendix E of the ITE Trip Generation Handbook 3rd Edition and provided in Appendix E of this report. LUC 820 Pass-By Trips=34% LUC 931 Pass-By Trips=44% The existing parking lot usage was counted over four days from 9/21 to 9/24/2021.The average occupancy of the lot is 16 of 24 spaces. Using the directional distribution for LUC 630 Clinic and provided in Appendix E, the entering/exiting vehicles were 78%/22% for the AM peak and 29%/71% for the PM peak. These trips were subtracted from the overall trip generation sub-total to arrive at the trip generation total. The trip reductions and the revised proposed trips are shown in Table 4 below. M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 8 TABLE 4 Trip Generation Adjustments and Final Trip Generation Totals � � AM PM Floor Land Use/Trip Reduction Enter Exit Total Enter Exit Total 1 LUC 820 (Shopping Center) 10 6 16 32 34 66 - Urban Infill Reductions -2 -2 -4 -5 -6 -11 - Pass-by-Trip Reductions -3 -1 -4 -9 -10 -19 2 LUC 931 (Quality Restaurant) 2 2 4 33 16 49 - Pass-by-Trip Reductions -1 -1 -2 -14 -7 -21 2-6 LUC 710 (General Office Building) 87 14 101 14 76 90 Trip Generation Sub-Total 93 19 112 51 103 154 Adjustment for Existing Lot Usage -12 -4 -16 -5 -11 -16 Trip Generation Total 81 15 96 46 92 138 The trips from Table 4 above were distributed to the adjacent roadway network. The distributions were determined using existing travel patterns derived from the data collected for the turning movement counts. Supporting documentation and calculations are provided in Appendix E.The trip distribution and trip assignment figures are provided in Appendix C. 4.2 Proposed Model The trip generation totals distributed through the adjacent roadway network were added to the AM and PM peak No-Build models to produce the Build model volumes. The parking garage was modeled in the simulation as a three-leg intersection with a single,shared left/right lane exiting from the garage,a shared thru/right lane on NB Hamilton Street, and a shared left/thru lane on SB Hamilton Street. Only the final trip generation volumes were modeled exiting and entering the 269 Broadway parking garage as it was assumed that pass-by traffic would park offsite because these patrons will already be within the downtown area and will be walking pass-by trips along Broadway that would be downtown regardless of whether this development was here or not.The Future Build volume figures are provided in Appendix C. The Synchro analysis was performed for both the AM and PM peak periods using the city provided traffic signal data.The results of the build analysis are presented in Table 5 below. M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 9 TABLE 5 LOS Table - Build (Delay in Seconds) � � _ � No-Build 2024 Build 2024 Build 2024* No. Location Approach Movement AM PM AM PM AM PM LT 14.9(B) 11.7(B) 15.3(B) 11.8(B) 15.3(B) 11.8(B) Eastbound TH/RT 13.3(B) 15.4(B) 13.3(B) 15.4(B) 13.3(B) 15.4(B) Hamilton Street& Northbound LT/TH/RT 23.0(C) 26.4(C) 24(C) 26.8(C) 24.0(C) 26.7(C) 1 Baliston Avenue Westbound LT/TH/RT 28.8(C) 53.1(D) 29.1(C) 53.6(D) 29.1(C) 53.6(D) Southbound LT/TH/RT 28.9(C) 112.1(F) 31.8(C) 153.6(F) 30.8(C) 116.9(F) Intersection Overall 22.5(C) 53.8(D) 23.3(C) 66(E) 23.1(C) 55(D) Eastbound LT/TH/RT 11.1(B) 28.6(D) 12.3(B) 42.1(E) 12.2(B) 35.5(E) Northbound LT/TH/RT 14.7(B) 26.8(D) 18.6(C) 38.8(E) 18.3(C) 33.1(D) 2 Hamilton Street& Westbound LT/TH/RT 13.5(B) 33.8(D) 15.4(C) 49.5(E) 15.2(C) 40.9(E) W Circular Street Southbound LT/TH/RT 10.8(B) 36.5(E) 11.8(B) 81.6(F) 11.5(B) 43.8(E) Intersection Overall 13.0(B) 31.7(D) 15.4(C) 55(F) 15.2(C) 38.6(E) LT 12.0(B) 19.0(B) 11.9(B) 19.6(B) 11.9(B) 19.6(B) Eastbound TH/RT 11.4(B) 30.1(C) 11.4(B) 37.4(D) 11.5(B) 37.4(D) LT 12.6(B) 32.2(C) 13.1(B) 38.7(D) 13.3(B) 62.7(E) Northbound TH/RT 10.0(A) 18.0(B) 10.3(B) 18(B) 10.3(B) 18.4(B) Hamilton Street 3 and Congress LT 15.1(B) 37.2(D) 15.7(B) 47.1(D) 15.8(B) 47.1(D) Street Westbound TH/RT 10.4(B) 14.7(B) 10.3(B) 15.2(B) 10.3(B) 15.2(B) LT/TH 8.9 (A) 15.5(B) 9.1 (A) 15.4(B) 9.1 (A) 15.5(B) Southbound RT 8.8(A) 15.0(B) 9.1 (A) 14.8(B) 9.1 (A) 14.8(B) Intersection Overall 11.4(B) 24.5(C) 11.6(B) 28.9(C) 11.7(B) 33.5(C) Hamilton Street Westbound LT/RT - - 12.4(B) 16.6(C) 10.3(B) 11.4(B) 4 and 269 Southbound LT - - 8.1 (A) 8.2 (A) 8.1 (A) 8.2 (A) Broadway Parking Garage Intersection All - - N/A N/A N/A N/A * -This build option includes modification of the exiting distribution to 100%to the north on Hamilton Street M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 10 4.3 Build Results The build analysis was analyzed for the two following scenarios: • Standard Distribution—Determined using the existing travel patterns • Modified Distribution— Restrict left turns exiting the proposed parking garage Standard Distribution Intersections 1, 2, and 3 operate at acceptable overall intersection LOS C or better during the AM peak period. Comparing the delay during the PM peak period for the No-Build and Build scenarios, Intersection 1 experienced an increase in average delay per vehicle of 5.4 seconds, Intersection 2 experienced an increase in average delay per vehicle of 16.3 seconds, and Intersection 3 experienced an increase in average delay per vehicle of 6.4 seconds. The turning movements at the new parking garage access intersection operate at LOS A and B for all future scenarios. Modified Distribution Intersections 1, 2, and 3 operate at acceptable overall intersection LOS C or better during the AM peak period. Comparing the delay during the PM peak period for the No-Build and Build scenarios, the overall intersection delay for Intersection 1 was reduced by 4.2 seconds to an overall increase of 1.2 seconds and returns the intersection to the same LOS letter grade as the No-Build scenario. The overall delay for Intersection 2 was reduced by 9.4 seconds to an overall increase of 6.9 seconds. The overall delay Intersection 3 increased from 6.4 seconds to 9 seconds while maintaining the same LOS letter grade. I mprovements Proposed improvements were explored for Intersections 2 and 3. The resulting improvements included the following: • Intersection 1—none • Intersection 2—add striped right turn lane on the southbound approach • Intersection 3 — modify the signal timing by moving 1 second of green time from the east-west phases to the north/south phases These improvements result in overall intersection delay reduction of 7.1 seconds for Intersection 2 which is 0.2 seconds less than the No-Build scenario. Intersection 3 improvements provide acceptable LOS for all lane groups apart from the WB left turn movement. This is determined to be acceptable by industry standards of allowing low volume movements such as this with 56 vehicles turning left or 3.4%of the traffic at this intersection during the PM peak hour. The resulting LOS from the improvements noted above are provided in the Table 6 below. M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 11 TABLE 6 � LOS Table — Build with Improvements (Delay in Seconds) Build 2024 with No. Location Approach Movement Improvements AM PM Eastbound LT/TH/RT 12.3 (B) 31.6(D) Northbound LT/TH/RT 19.1 (C) 31 (D) Hamilton Street& Westbound LT/TH/RT 15.3 (C) 36.3 (E) 2 W Circular Street Southbound LT/TH 11.3 (B) 30.7 (D) RT 9.5 (A) 11.8(B) Intersection Overall 15.4(C) 31.5 (D) LT 11.9(B) 20.6 (C) Eastbound TH/RT 11.5(B) 43.7 (D) LT 13.3(B) 51.7 (D) Northbound TH/RT 10.3(B) 17.6(B) 3 Hamilton Street& LT 15.8(B) 58.3 (E) Congress Street Westbound — TH/RT 10.3(B) 16.0 (B) LT/TH 9.1 (A) 14.8 (B) Southbound RT 9.1 (A) 14.2 (B) Intersection Overall 11.7(B) 34.1 (C) �MJ.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 12 5 .O PARKING A parking count was performed on Wednesday 9/29/2021. The count included spaces within 1,700 feet of the proposed property. The city requested the count include 1,000 feet from the proposed property and the distance was extended to 1,700 feet to account for the distance that existing Prime employees park from the current location on Railroad Place. The parking demand was determined using the Off- Street Parking Schedule as provided in City of Saratoga Spring Zoning Ordinance, Section 6.2.6(Section 6) and was determined to be a total of 392 spaces. See Table 7 below for breakdown of required spaces. The parking in the garage is currently proposed to be 35 dedicated spaces for Prime employees with the remaining 35 open to the other occupants within the building by employees or patrons. After 5 pm, the entire garage is planned to be open to the public. Prime currently employs 73 people at their current location with 4 dedicated parking spaces that will be moving to the new location with 11 that walk or ride their bicycle to work. There are an average of 83 available spaces within 1,000 feet of the proposed property throughout the day with a maximum of 109 available spaces during the AM peak hour. Within 1,700 feet, there are an average of 168 available spaces with a maximum of 285 available spaces during the AM peak hour. Parking demand is 392 spaces utilizing the schedule from the City code minus the 70 spaces provided on- site results in 322 off-site parking spaces. Within 1,000 feet of the property, there is an average shortfall of 239 spaces and a minimum of 213. Within 1,700 feet of the property, there is an average shortfall of 154 spaces and a minimum of 37. When you consider the existing Prime office on Railroad Place is within approximately 1,100 feet of the proposed property, parking for the existing locations is overlapping with the proposed property. If the 73 vehicles are removed for the 73 current employees, the result is within 1,000 feet of the property, there is an average shortfall of 166 spaces and a minimum of 140.Within 1,700 feet of the property,there is an average shortfall of 81 spaces and a minimum surplus of-36. The proposed property is multi-use and includes retail, restaurant, and office uses.The restaurants within the City of Saratoga do not see many vehicular trips during the day. The patrons during these hours are typically walking from other businesses to have a meal. The evening peak hour is when the restaurant would be generating many of the trips when most of the office space would be empty with available parking on the garage. The office space is not anticipated to operate on a strict 9:00 am to 5:00 pm schedule. Current Prime employees work hours range from 6:30 to 10:00 am arrivals and 3:30 to 6:00 or 7:00 pm departures. Additionally, there will be a call center located within the proposed building which will have extended hours further offsetting peak period trips. The above analysis is conservative in nature as it does not account for these variations in work schedules, patronage,or preference for parking locations. Many current Prime employees park in the garages located along Woodlawn Avenue both north and south of Church Street. These are a little further away but deemed within acceptable distance for employees because they do not need to move their car during the day and are kept out inclement weather, especially important during the winter months.Taking all of this M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 13 into account, the existing parking within the City along with addition to the 70 on-site spaces provided with the proposed development are able to support the proposed development. TABLE 7 Parking Demand Floor Building Square Retail Office Restaurant Assumptions Footage* First Floor 17,320 65 1 per 300 GSF+14 employees(1 space per 2 emp.) 7,698 sf office 6,227 sf restaurant- Dining area Second Floor 13,925 26 67 4,791 sf. 20 SF per seat. 1 parking space per 4 seats. 14 Employees- 1 space per 2 employees Third Floor 18,906 63 1 per 300 GSF Fourth Floor 18,853 63 1 per 300 GSF Fifth Floor 18,853 63 1 per 300 GSF Sixth Floor 13,728 46 1 per 300 GSF Total - 65 260 67 392 �MJ.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 14 E.O CONCLUSIONS � RECOMMENDATIONS Overall, the additional traffic generated by the proposed project located at 269 Broadway will not cause a significant increase in delays when comparing the No-Build and Build with improvement analyses within the study area. By restricting the movements of vehicles exiting the proposed development to right-turn only,the impacts to Intersection 1 at Ballston Avenue are minimized. Improvements at Intersection 2 and 3 provide acceptable overall intersection delays for an urban setting such as the study area. The mitigation includes the following: • Intersection 2—add striped right turn lane on the southbound approach • Intersection 3 — modify the signal timing by moving 1 second of green time from the east-west phases to the north/south phases These improvements have been discussed with the Traffic Maintenance Manager of the Saratoga City Department of Public Safety and are acceptable mitigation at these locations. Section 6.2.2 of the City of Saratoga Springs Zoning Ordinance, there is no requirement for off street parking in the current T-6 Urban Core zone where the proposed development is located. Parking will be provided in the form of a proposed two-story, underground parking garage with 70 parking bays to offset the parking demand in this area. The parking will be available to Prime employees (35 spaces reserved) and other tenants/visitors from 8:00 am to 5:00 pm. After 5:00 pm, the entire parking garage would be available to tenants and visitors. In addition, there is a public parking lot at the north end of Hamilton Street and on street parking within walking distance of the proposed site is available. An analysis of existing parking usage would not accurately represent pre-pandemic conditions as with the recent surge in COVID 19 cases in the area, the habits of citizens and visitors are not typically back to pre-pandemic levels. Additionally, the recently completed track season would have had an impact on any usage data collected. The developer of the proposed property, Prime Group Holdings, currently has an office located at 85 Railroad Place at the corner of Washington Street,which is approximately% mile from the proposed site. Approximately 90% of their employees live in the City. Among those, 11 use alternate forms of transportation to passenger vehicles, like walking and bicycle,to get to work. The concept site plan, shown in Appendix A, shows a modified curb line along Hamilton Street that will provide space for commercial delivery and pickup vehicles to pull off to the side of the road with minimal disruption to traffic.All deliveries will be required to use this area as directed to by the property owner to alleviate traffic disruption along Broadway. The property owner will ensure that garbage pickup does not conflict with other deliveries, so the trash is accessible. This will be accomplished by scheduling the deliveries with the individual companies as they do today at their current location. The peak hours of the traffic on Hamilton Street coincide with school peak hours during the morning arrival period for the school. With school dismissal times occurring prior to 4:00 pm and the evening commuter peak hour from 4:30 pm to 5:30 pm, there will be minimal conflict at school dismissal times. While the proposed development will add traffic to Hamilton Street during school arrival times, safety at the school crosswalks located near the proposed site will not be impacted, as there is NYSDOT standard M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 15 signage at the south crosswalk, signage at the north crosswalk, a reduced speed zone in the vicinity of the school, and non-school traffic parking restrictions on Hamilton Street in front of the school from 7:00 am to 4:00 pm. Both midblock crossings along Hamilton Street have advanced warning signs and signs at the crosswalk. The southern crossing also has flashing beacons to alert drivers to the crossing.The signs for the northern crosswalk should be the school crossing assembly(MUTCD 51-1)as depicted below.The signage, beacons, and school speed limit of 15 mph are the appropriate safety measures for school zones to ensure safety for students, faculty, and other people using these crossings. The addition of in-street signs (MUTCD R1- 6b) as depicted below.These would be placed during the spring and fall seasons when school is in session to increase awareness when they won't interfere with snow removal operations. STATE �� ,� LAW s�-r ,�«<� TO � wer�iN CRQ55WALR �,;�� �MJ.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NY Page 16 Appendix A Preliminary Site Plans M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NV w�• ,F`�'' _`� �-�r, , -,..- � •.�- . � ,�' . � _ p - r� -- . � - ,� � ..� ,s � � __ .�, L DUNPSTER x , _ �� - - �� '� V - � .. �� + 1 � _ Z h- . __ `� `r� I� � I �. : _.�, . . .., .s��] ` P �� �I / ]�I� � , • . 4✓ 'r/I 37L./f�� F , � � � � � ' n �� { �� ���l." G: . -- � � S �� ���` — _ � �WI ,. °��S'��', — _ � Q A 5 0� * m � — — _ � 4�� � . ��`ta��- �a � — — �_ — ' � � c� � _— SITE _ _ � � � _ �r V h. � PARKING GARAGE ENIRANCE RANP ' .�, , i � � �� � � � � i �ia4.�s"�..`=:L��" ;t'��I ' 4 �� �F����-,y..�.�y� ��, . ♦ q. ��� �f9 ��' { �--�� �// /� � ��p.�'-�--N ._.. ki--NH � .../ �.� ';. � W � ZONING MAP W I INST—ED: INSTITUTIONAL � � EDUCATIONAL � �� r z L:1 L � � � + STEPS FRON T-6: TRANS�CT ZONE 6 9DEWALK TO O O O O J� BUILDING ' ��� URB/�N C�RE J �� +. .,r EN7RANCE '��. '1.f�'... � ~ Q -- 2 � " _ '_ - ; .-_; —_ _�' � e ■ ' � � . � y � � SEAT WALL � � e � � . ! � UYM � �� � �� ___�.. CNICSPACE ,` �{ � � . -` .._.___... __ � SEAPNALL �, � � .ROPOSm PERNQJANT EASENENT GftANIED � .. .. � TO 289 BROADWAY N1lH STIPULATION OF NO BIIILDING OR STRUCIURE ��� � . , s ADA RAMP TO BUILDING ENIRANCE � SITE INFORMATION � � Q , ZONING-T-6TRANSECTZONE6INOVERLAYDISTRICT � � � � � Q PROPOSED USE:RETAIL,OFFICE AND RESTAURANT ' NO ALLOWED USES IN T-6 ZONE �-L ' . � Q� , REQUIRED PROPOSED VARIANCE REQUIRED MAXIMUM HEIGHT: 70 FT. 70 FT NO SARATOGACENIRAL MINIMUM%BUILDOUTALONGFRONTAGE: 80% 99% NO �� � CAIHOUC HIGH SCHOOL � _ GTY SETBACK REQUIREMENTS REQUIRED PROPOSED VARIANCE REQUIRED � FRONT BLDG.SETBACK: 0'MIN TO 12'MAX 0 FEET NO � SIDE BLDG.SETBACK: 0' 0 FEET NO - REAR BLDG.SETBACK: 0' +/-1 FEET NO A � PARKING • � REQUIRED 311 PARKINGSTALLS � OFFICE @ 1 SPACE PER 300 SF (7Q106 SF/300=233 PARKING STALLS) RESTAURANT @ 1 PER 4 SEATS PLUS 1 PER 2 EMPLOYEES � , , � (40 SEATS ESTIMATED/4=10 PARKING STALLS+3 PARKING STALLS FOR ASSUMED 6 EMPLOYEES)=13 PARKING STALLS � RETAIL @ 1 SPACE PER 300 SF+1 PER 2 EMPLOYEES ��� � (17,320 SF/300=58 PARKING STALLS+7 pARKING STALLS FOR ASSUMED 14 EMPLOYEES)=65 PARKING STALLS . � ,� _ � SITE IS LOCATED WITH T-6 ZONE SO PARKING PER SECTION 622 REQUIRES 0 PARKING STALLS � � � � � VARIANCE REQUIRED PROPOSED 70 PARKING STALLS(UNDERGROUND) NO `� �-Y I ' � �� � o io' 20' � SCALE:1"=20' THE ALTERATION OF THIS MATERIAL IN SUBMITTAL/REVISIONS 269 BROADWAY CONTRACT No.:- ANY WAY, UNLESS DONE UNDER THE No. DATE DESCRIPTION BY REVIEWED BY: DATE PROJ.MANAGER: �WE MJ PROJ.No.:987.04 DIRECTION OF A COMPARABLE PROFESSIONAL, Q.E.) ARCHITECT FOR CHIEFDESIGNER: �WE ngineering an DATE:MAY12,2021 AN ARCHITECT, ENGINEER FOR AN DESIGNEDBY: �WE CONCEPT SITE PLAN ENGINEER OR LANDSCAPE ARCHITECT DRAWNBY: JWE /�,� Land Surveying� P.C. FOR A LANDSCAPE ARCHITECT, IS A CHECKEDBY: - ,� /� /� VIOLATION OF THE NEW YORK STATE � ■ _�L EDUCATION LAW AND/OR REGULATIONS 1533 Crescent Road-Clifton Park,NY 12065 PRIME GROUP HOLDINGS r� AND IS A CLASS"A"MISDEMEANOR. SEAL CITY OF SARATOGA NEW YORK Appendix 6 Turning Count Data M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NV ��f� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04_269 Broadway_Int 01 AM Serial Number: TU-1416 Site Code : 98740101 Collected by: T. Bologna Start Date : 5/19/2021 Other Notes: Page No : 1 Grou s Printed-Passen er Vehicles-Heav Vehicles-School Buses Hamilton St Ballston Ave Hamilton St Ballston Ave Southbound Westbound Northbound Eastbound Start Time Right Thru Left RTOR npp ro�ai Right Thru Left RTOR npp rotai Right Thru Left RTOR Flvv To�ai Right Thru Left RTOR nvv To�ai Int Total 07:00 AM 3 8 13 1 25 2 38 0 0 40 0 10 0 0 10 3 52 5 0 60 135 07:15 AM 2 13 4 0 19 0 47 0 0 47 0 7 0 0 7 5 39 3 0 47 120 07:30 AM 1 17 11 1 30 0 56 0 0 56 0 19 0 0 19 1 40 8 0 49 154 07:45 AM 2 15 12 0 29 2 63 0 0 65 0 26 0 0 26 0 50 15 0 65 185 Total 8 53 40 2 103 4 204 0 0 208 0 62 0 0 62 9 181 31 0 221 594 08:00 AM 7 12 11 2 32 0 56 0 0 56 1 20 0 1 22 1 54 8 0 63 173 08:15 AM 2 17 14 1 34 0 43 0 0 43 0 22 0 0 22 1 53 10 0 64 163 08:30 AM 5 20 18 1 44 0 59 0 0 59 0 17 1 0 18 1 53 15 0 69 190 08:45 AM 5 17 19 2 43 1 59 0 0 60 0 19 0 0 19 1 55 14 0 70 192 Total 19 66 62 6 153 1 217 0 0 218 1 78 1 1 81 4 215 47 0 266 718 GrandTotal 27 119 102 8 256 5 421 0 0 426 1 140 1 1 143 13 396 78 0 487 1312 Apprch% 10.5 46.5 39.8 3.1 1.2 98.8 0 0 0.7 97.9 0.7 0.7 2.7 81.3 16 0 Total% 2.1 9.1 7.8 0.6 19.5 0.4 32.1 0 0 32.5 0.1 10.7 0.1 0.1 10.9 1 30.2 5.9 0 37.1 Pa��e�9e��eh���e� 27 118 100 8 253 5 394 0 0 399 0 138 1 1 140 11 361 74 0 446 1238 ,Pa��ge��en���� 100 99.2 98 100 98.8 100 93.6 0 0 93.7 0 98.6 100 100 97.9 84.6 91.2 94.9 0 91.6 94.4 Hea�yven�aes 0 1 0 0 1 0 14 0 0 14 1 1 0 0 2 2 28 2 0 32 49 i Hea�Yven��ies 0 0.8 0 0 0.4 0 3.3 0 0 3.3 100 0.7 0 0 1.4 15.4 7.1 2.6 0 6.6 3.7 school Buses 0 0 2 0 2 0 13 0 0 13 0 1 0 0 1 0 7 2 0 9 25 �sonoo�e�ses 0 0 2 0 0.8 0 3.1 0 0 3.1 0 0.7 0 0 0.7 0 1.8 2.6 0 1.8 1.9 ��f� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04_269 Broadway_Int 01 AM Serial Number: TU-1416 Site Code : 98740101 Collected by: T. Bologna Start Date : 5/19/2021 Other Notes: Page No : 2 Hamilton St Out In Total 223 256 479 27 118 100 8 0 1 0 0 0 0 2 0 27 119 102 8 �ht T�u Le� RTOR �0 C�O V N M �N N W�� � * �� � J ^^UtOOUt CO N�O � co�co � North � COCOCO' W Q ��M�� �N M�� 5/19/202107:OOAM �?N��� °' o-� � ~ 5/19/2021 08:45 AM � �W A A A W�o ;� �NOM� r rnwacCOo = m � � Passenger Vehicles � < C0 N��� � Heavy Vehicles � o 0 0 0 � �c c o 0 0 0� SchoolBuses � � �� � N N A�v O � U t N W O- d' Z70000 � I � Left Thru Ri ht RTOR 1 138 0 1 0 1 1 0 0 1 0 0 1 140 1 1 129 140 269 3 2 5 0 1 1 132 143 275 Out In Total Hamilton St Ballston Ave Hamilton St Ballston Ave Southbound Westbound Northbound Eastbound Start Time Right Thru Left RTOR qpp rotai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rotai Right Thru Left RTOR qpp rocai InL Total Peak Hour Analysis From 7:15:00 AM to 8:00:00 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:15:00 AM 7:15:00 AM 2 13 4 0 19 0 47 0 0 47 0 7 0 0 7 5 39 3 0 47 120 7:30:00 AM 1 17 11 1 30 0 56 0 0 56 0 19 0 0 19 1 40 8 0 49 154 7:45:00 AM 2 15 12 0 29 2 63 0 0 65 0 26 0 0 26 0 50 15 0 65 185 8:00:00 AM 7 12 11 2 32 0 56 0 0 56 1 20 0 1 22 1 54 8 0 63 173 Total volume 12 57 38 3 110 2 222 0 0 224 1 72 0 1 74 7 183 34 0 224 632 /A .Total 10.9 51.8 34.5 2.7 0.9 99.1 0 0 1.4 97.3 0 1.4 3.1 81.7 15.2 0 PHF .429 .838 .792 .375 .859 .250 .881 .000 .000 .862 .250 .692 .000 .250 .712 .350 .847 .567 .000 .862 .854 Pa��e�9e��eh���e� 12 57 36 3 108 2 204 0 0 206 0 70 0 1 71 6 166 30 0 202 587 �Pa��ge��en���� 100 100 94.7 100 98.2 100 91.9 0 0 92.0 0 97.2 0 100 95.9 85.7 90.7 88.2 0 90.2 92.9 Hea�yven�aes 0 0 0 0 0 0 8 0 0 8 1 1 0 0 2 1 13 2 0 16 26 i Hea�Yven��ies 0 0 0 0 0 0 3.6 0 0 3.6 100 1.4 0 0 2.7 14.3 7.1 5.9 0 7.1 4.1 school Buses 0 0 2 0 2 0 10 0 0 10 0 1 0 0 1 0 4 2 0 6 19 �sonoo�e�ses 0 0 5.3 0 1.8 0 4.5 0 0 4.5 0 1.4 0 0 1.4 0 2.2 5.9 0 2.7 3.0 ��f� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04_269 Broadway_Int 01 AM Serial Number: TU-1416 Site Code : 98740101 Collected by: T. Bologna Start Date : 5/19/2021 Other Notes: Page No : 3 Hamilton St Out In Total 108 11�0 218 12 57 36 3 0 0 0 0 0 0 2 0 12 57 38 3 �ht T�u Le� RTOR Peak Hour Data �NNCO� ON NM�� I � �� � J ^^N O O N N �O O � COMRM � North � N�AN W Q o CO�O N �� ��� Peak Hour Begins at 07:15 A �?N, o °' C�N N ~ � N O W A N �v�, ����� Passenger Vehicles r a o m rn= � m � Heavy Vehicles � < C0 ���� � School Buses � o 0 0 0 � ON �N OOOOd' '� A A,.�.. � A�N O 01 O � ��N OJ- d' Z70000 � I � Left Thru Ri ht RTOR 0 70 0 1 0 1 1 0 0 1 0 0 0 72 1 1 63 71 134 1 2 3 0 1 1 64 74 138 Out In Total �,�� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04 269 Broadway_Int 01_PM Serial Number: TU-1416 Site Code : 98740103 Collected by: T. Bologna Start Date : 5/19/2021 Other Notes: Page No : 1 Groups Printed-Passenger Vehicles-Heavy Vehicles-School Buses Hamilton St Ballston Ave Hamilton St Ballston Ave Southbound Westbound Northbound Eastbound Start Time Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Int.Total 04:00 PM 21 24 21 0 66 2 69 2 0 73 0 15 1 1 17 1 67 10 0 78 234 04:15 PM 23 37 19 5 84 0 83 1 1 85 3 21 0 0 24 1 54 10 0 65 258 04:30 PM 15 27 25 4 71 0 87 1 0 88 0 21 0 0 21 1 62 11 0 74 254 04:45 PM 12 18 17 3 50 0 67 0 0 67 0 17 1 0 18 1 73 16 0 90 225 Total 71 106 82 12 271 2 306 4 1 313 3 74 2 1 80 4 256 47 0 307 971 05:00 PM 16 40 16 3 75 0 81 2 0 83 0 11 1 0 12 2 71 12 0 85 255 05:15 PM 13 26 15 1 55 0 107 2 0 109 8 25 0 0 33 2 81 12 0 95 292 05:30 PM 12 17 11 8 48 0 74 4 0 78 2 26 2 2 32 0 67 6 1 74 232 05:45 PM 9 30 15 1 55 0 54 0 0 54 1 20 1 1 23 0 83 11 0 94 226 Total 50 113 57 13 233 0 316 8 0 324 11 82 4 3 100 4 302 41 1 348 1005 GrandTotal 121 219 139 25 504 2 622 12 1 637 14 156 6 4 180 8 558 88 1 655 1976 Apprch°k 24 43.5 27.6 5 0.3 97.6 1.9 0.2 7.8 86.7 3.3 2.2 1.2 85.2 13.4 0.2 Total°k 6.1 11.1 7 1.3 25.5 0.1 31.5 0.6 0.1 32.2 0.7 7.9 0.3 0.2 9.1 0.4 28.2 4.5 0.1 33.1 Pa��a�ga��an,�,� 119 217 136 25 497 2 608 12 1 623 14 156 6 4 180 8 543 88 1 640 1940 ,�=e�ge��e„,�,� 98.3 99.1 97.8 100 98.6 100 97.7 100 100 97.8 100 100 100 100 100 100 97.3 100 100 97.7 98.2 Heavy Vehicles 2 2 2 0 6 0 13 0 0 13 0 0 0 0 0 0 15 0 0 15 34 h Heavy Vehicles 1.7 0.9 1.4 0 1.2 0 2.1 0 0 2 0 0 0 0 0 0 2.7 0 0 2.3 1.7 school Buses 0 0 1 0 1 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 2 �sonoo�e�ses 0 0 0.7 0 0.2 0 0.2 0 0 0.2 0 0 0 0 0 0 0 0 0 0 0.1 �,�� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04 269 Broadway_Int 01_PM Serial Number: TU-1416 Site Code : 98740103 Collected by: T. Bologna Start Date : 5/19/2021 Other Notes: Page No : 2 ami on Out In Total 246 497 743 0 6 6 0 1 1 246 504 750 119 217 136 25 2 2 2 0 0 0 1 0 121 219 139 25 �ht Thru Le� RTOR 1 ��o�o �oo� o m � �� 1 � O J I .7. � � F NOO N �J W.�-. M L(�O CO NOftfl Q o�o� �� �r� 5/19/2021 04:00 PM ��� � W ��c�o� c"'o ~ 5/19/2021 05:45 PM � N�W� � � c000coL r w�W W�o m Passenger Vehicles � , D °� m��� � Heavy Vehicles �`N O O N � 0� � �o o�� School Buses � W W� ' 'o d' .-0�00� �NO�� � I � Left Thru Right RTOR 6 156 14 4 0 0 0 0 0 0 0 0 6 156 14 4 237 180 417 2 0 2 0 0 0 239 180 419 Out In Total Hamilton St Hamilton St Ballston Ave Hamilton St Ballston Ave Southbound Westbound Northbound Eastbound Start Time Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Int.Total Peak Hour Analysis From 430:00 PM to 5:15:00 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:30:00 PM 430:00 PM 15 27 25 4 71 0 87 1 0 88 0 21 0 0 21 1 62 11 0 74 254 4:45:00 PM 12 18 17 3 50 0 67 0 0 67 0 17 1 0 18 1 73 16 0 90 225 5:00:00 PM 16 40 16 3 75 0 81 2 0 83 0 11 1 0 12 2 71 12 0 85 255 5:15:00 PM 13 26 15 1 55 0 107 2 0 109 8 25 0 0 33 2 81 12 0 95 292 Total volume 56 111 73 11 251 0 342 5 0 347 8 74 2 0 84 6 287 51 0 344 1026 %App.Total 22.3 44.2 29.1 4.4 0 98.6 1.4 0 9.5 88.1 2.4 0 1.7 83.4 14.8 0 P H F .875 .694 .730 .688 .837 .000 .799 .625 .000 .796 .250 .740 .500 .000 .636 .750 .886 .797 .000 .905 .878 Pa��a�ga��an,�,� 55 110 70 11 246 0 336 5 0 341 8 74 2 0 84 6 276 51 0 333 1004 „�=e�ge��e„,�,� 98.2 99.1 95.9 100 98.0 0 98.2 100 0 98.3 100 100 100 0 100 100 96.2 100 0 96.8 97.9 Heavy Vehicles 1 1 2 0 4 0 6 0 0 6 0 0 0 0 0 0 11 0 0 11 21 h Heavy Vehicles 1.8 0.9 2.7 0 1.6 0 1.8 0 0 1.7 0 0 0 0 0 0 3.8 0 0 3.2 2.0 school Buses 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 �sonoo�e�ses 0 0 1.4 0 0.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 �,�� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04 269 Broadway_Int 01_PM Serial Number: TU-1416 Site Code : 98740103 Collected by: T. Bologna Start Date : 5/19/2021 Other Notes: Page No : 3 ami on Out In Total 125 246 371 0 4 4 0 1 1 125 251 376 55 110 70 11 1 1 2 0 0 0 1 0 56 111 73 11 �ht Thru Le� RTOR 1 Peak Hour Data (6 N��� L(���L(� 1 O I� I� N� 1 `(0 O J I � W W F O O O O � �U t� co�o� North °'��"'A� � �� � � � W Q' m�o� c� c�r� Peak Hour Begins at 0430 PM ��A W v C�M M ~ � NO�� .�-. ��°, co 0 o co L Passenger Vehicles A A� � m °� Heavy Vehicles � J��'' D m r��o o � _ School Buses �"`cn o o cn � Or�i v 0000� �7 J �o � ��v � �0000 `"�CO`" � I � Left Thru Right RTOR 2 74 8 0 0 0 0 0 0 0 0 0 2 74 8 0 121 84 205 1 0 1 0 0 0 122 84 206 Out In Total Hamilton St �,�� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04 269 Broadway_Int 02_AM Serial Number: TU-1417 Site Code : 98740201 Collected by: D. Williams Start Date : 5/19/2021 Other Notes: Page No : 1 Groups Printed-Passenger Vehicles-Heavy Vehicles-School Buses Hamilton St W Circular Dr Hamilton St W Circular Dr Southbound Westbound Northbound Eastbound Start Time Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Int.Total 07:05 AM 1 4 0 0 5 1 5 0 0 6 0 8 1 0 9 2 0 2 0 4 24 07:10 AM 0 2 0 0 2 0 6 1 0 7 0 0 1 0 1 5 0 1 0 6 16 07:15 AM 0 3 0 0 3 1 11 0 0 12 0 2 3 0 5 4 0 3 0 7 27 07:20 AM 3 7 0 0 10 1 4 0 0 5 0 5 1 0 6 4 0 2 0 6 27 07:25 AM 2 5 0 0 7 0 14 0 0 14 0 1 1 0 2 4 0 3 0 7 30 07:30 AM 0 3 0 0 3 2 3 0 0 5 0 7 1 0 8 7 0 2 0 9 25 07:35 AM 2 4 0 0 6 3 5 0 0 8 0 16 2 0 18 5 1 2 0 8 40 07:40 AM 2 3 0 0 5 8 5 0 0 13 0 17 3 0 20 6 0 1 0 7 45 07:45 AM 1 4 0 0 5 4 5 0 0 9 0 19 2 0 21 7 0 0 0 7 42 07:50 AM 0 4 0 0 4 2 7 0 0 9 0 10 2 0 12 6 0 1 0 7 32 07:55 AM 6 5 0 0 11 8 7 2 0 17 0 10 2 0 12 6 0 5 0 11 51 Total 17 44 0 0 61 30 72 3 0 105 0 95 19 0 114 56 1 22 0 79 359 08:00 AM 0 4 0 0 4 3 3 1 0 7 0 8 3 0 11 4 0 3 0 7 29 08:05 AM 1 3 0 0 4 0 3 0 0 3 0 7 0 0 7 7 0 0 0 7 21 08:10 AM 1 4 0 0 5 2 1 0 0 3 0 10 4 0 14 5 0 0 0 5 27 08:15 AM 1 6 0 0 7 0 6 2 0 8 0 5 1 0 6 9 0 2 0 11 32 08:20 AM 1 4 0 0 5 2 6 0 0 8 0 11 5 0 16 8 0 1 0 9 38 08:25 AM 2 8 0 0 10 1 5 0 0 6 0 5 0 0 5 8 0 4 0 12 33 08:30 AM 2 9 0 0 11 1 2 0 0 3 0 8 1 0 9 9 0 4 0 13 36 08:35 AM 2 5 0 0 7 1 4 0 0 5 0 10 3 0 13 6 0 5 0 11 36 08:40 AM 2 6 0 0 8 4 4 0 0 8 0 14 0 0 14 13 0 1 0 14 44 08:45 AM 0 3 0 0 3 1 4 0 0 5 0 13 0 0 13 3 0 3 0 6 27 08:50 AM 2 10 0 0 12 3 6 0 0 9 0 8 0 0 8 6 0 3 0 9 38 08:55 AM 1 11 0 0 12 0 5 0 0 5 0 7 5 0 12 10 0 2 0 12 41 Total 15 73 0 0 88 18 49 3 0 70 0 106 22 0 128 88 0 28 0 116 402 Grand Total 32 117 0 0 149 48 121 6 0 175 0 201 41 0 242 144 1 50 0 195 761 Apprch°k 21.5 78.5 0 0 27.4 69.1 3.4 0 0 83.1 16.9 0 73.8 0.5 25.6 0 Total°k 4.2 15.4 0 0 19.6 6.3 15.9 0.8 0 23 0 26.4 5.4 0 31.8 18.9 0.1 6.6 0 25.6 Pa��a�ga��an,�,� 31 117 0 0 148 43 116 6 0 165 0 194 41 0 235 142 1 47 0 190 738 ,a==e�ge��e„,�,� 96.9 100 0 0 99.3 89.6 95.9 100 0 94.3 0 96.5 100 0 97.1 98.6 100 94 0 97.4 97 Heavy Vehicles 1 0 0 0 1 1 3 0 0 4 0 3 0 0 3 0 0 3 0 3 11 h Heavy Vehicles 3.1 0 0 0 0.7 2.1 2.5 0 0 2.3 0 1.5 0 0 1.2 0 0 6 0 1.5 1.4 school Buses 0 0 0 0 0 4 2 0 0 6 0 4 0 0 4 2 0 0 0 2 12 �sonoo�e�ses 0 0 0 0 0 8.3 1.7 0 0 3.4 0 2 0 0 1.7 1.4 0 0 0 1 1.6 �,�� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04 269 Broadway_Int 02_AM Serial Number: TU-1417 Site Code : 98740201 Collected by: D. Williams Start Date : 5/19/2021 Other Notes: Page No : 2 ami on Out In Total 284 148 432 7 1 8 8 0 8 299 149 448 31 117 0 0 1 0 0 0 0 0 0 0 32 117 0 0 �ht Thru Le� RTOR 1 ���v� �choo � r� r� a�� O J r O F I ��A�W � � �oo� � North � ������ o r�c�� r� 5/19/2021 07:05 AM ��� � `-6 �°' °' ~ 5/19/2021 08:55 AM � �N W� � � N�O N�L Passenger Vehicles � ��'A�� � � m v c�v � Heavy Vehicles �`rn o o rn � �CO °' o 0 0 0� School Buses � � O� � � 0 0 � rnm d' .-00000 ��A� � I � Left Thru Right RTOR 41 194 0 0 0 3 0 0 0 4 0 0 41 201 0 0 265 235 500 0 3 3 2 4 6 267 242 509 Out In Total Hamilton St Hamilton St W Circular Dr Hamilton St W Circular Dr Southbound Westbound Northbound Eastbound Start Time Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Int.Total Peak Hour Analysis From 07:15 AM to 08:10 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 3 0 0 3 1 11 0 0 12 0 2 3 0 5 4 0 3 0 7 27 07:20 AM 3 7 0 0 10 1 4 0 0 5 0 5 1 0 6 4 0 2 0 6 27 07:25 AM 2 5 0 0 7 0 14 0 0 14 0 1 1 0 2 4 0 3 0 7 30 07:30 AM 0 3 0 0 3 2 3 0 0 5 0 7 1 0 8 7 0 2 0 9 25 07:35 AM 2 4 0 0 6 3 5 0 0 8 0 16 2 0 18 5 1 2 0 8 40 07:40 AM 2 3 0 0 5 8 5 0 0 13 0 17 3 0 20 6 0 1 0 7 45 07:45 AM 1 4 0 0 5 4 5 0 0 9 0 19 2 0 21 7 0 0 0 7 42 07:50 AM 0 4 0 0 4 2 7 0 0 9 0 10 2 0 12 6 0 1 0 7 32 07:55 AM 6 5 0 0 11 8 7 2 0 17 0 10 2 0 12 6 0 5 0 11 51 08:00 AM 0 4 0 0 4 3 3 1 0 7 0 8 3 0 11 4 0 3 0 7 29 08:05 AM 1 3 0 0 4 0 3 0 0 3 0 7 0 0 7 7 0 0 0 7 21 08:10 AM 1 4 0 0 5 2 1 0 0 3 0 10 4 0 14 5 0 0 0 5 27 Total volume 18 49 0 0 67 34 68 3 0 105 0 112 24 0 136 65 1 22 0 88 396 %App.Total 26.9 73.1 0 0 32.4 64.8 2.9 0 0 82.4 17.6 0 73.9 1.1 25 0 P H F .250 .583 .000 .000 .508 .354 .405 .125 .000 .515 .000 .491 .500 .000 .540 .774 .083 .367 .000 .667 .647 Pa��a�ga��an,�,� 18 49 0 0 67 30 66 3 0 99 0 105 24 0 129 63 1 21 0 85 380 ,o,a==e�ge,�e„,�,e= 100 100 0 0 100 88.2 97.1 100 0 94.3 0 93.8 100 0 94.9 96.9 100 95.5 0 96.6 96.0 Heavy Vehicles 0 0 0 0 0 0 1 0 0 1 0 3 0 0 3 0 0 1 0 1 5 h Heavy Vehicles 0 0 0 0 0 0 1.5 0 0 1.0 0 2.7 0 0 2.2 0 0 4.5 0 1.1 1.3 MJ E�= ,n�, PC 1533 Crescent Road Clifton Park, NY 12065 school Buses 0 0 0 0 0 4 1 0 0 5 0 4 0 0 4 2 0 0 0 2 11 �sonoo�e�ses 0 0 0 0 0 11.8 1.5 0 0 4.8 0 3.6 0 0 2.9 3.1 0 0 0 2.3 2.8 Hamilton St Out In Total 156 67 223 4 0 4 8 0 8 168 67 235 18 49 0 0 0 0 0 0 0 0 0 0 18 49 0 0 �ht Thru Le� RTOR 1 Peak Hour Data M N M CO �O N y� 1 O� � N N '—(� O N 1 J I 7 W W ~ • A A 0 0 � �O O� � NOftll � ������ � ��c�� L� Peak Hour Begins at 07:15 AM ��� � n � � � � ���� � � r�o c��.- Passenger Vehicles o �� � U � �L°� Heavy Vehicles � �'�'�� � � co��o � _ School Buses �`w o o w � �� o 0 0 0� �7 � p � o � �0000 °""��� � I � Left Thru Ri ht RTOR 24 105 0 0 0 3 0 0 0 4 0 0 24 112 0 0 117 136 253 Out In Total �,�� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04 269 Broadway_Int 02_PM Serial Number: TU-1417 Site Code : 98740203 Collected by: D. Williams Start Date : 5/19/2021 Other Notes: Page No : 1 Groups Printed-Passenger Vehicles-Heavy Vehicles-School Buses Hamilton St W Circular Dr Hamilton St W Circular Dr Southbound Westbound Northbound Eastbound Start Time Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Int.Total 04:00 PM 9 33 0 0 42 4 29 2 0 35 0 28 3 0 31 30 0 18 0 48 156 04:15 PM 15 54 0 0 69 8 38 1 0 47 0 30 4 0 34 21 0 13 0 34 184 04:30 PM 7 42 0 0 49 7 40 2 0 49 0 23 5 0 28 24 0 16 0 40 166 04:45 PM 5 30 0 0 35 4 20 2 0 26 0 24 11 0 35 19 0 23 0 42 138 Total 36 159 0 0 195 23 127 7 0 157 0 105 23 0 128 94 0 70 0 164 644 05:00 PM 10 40 0 0 50 7 24 1 0 32 0 15 5 0 20 23 0 17 0 40 142 05:15 PM 8 33 0 0 41 10 26 0 0 36 0 30 5 0 35 19 0 14 0 33 145 05:30 PM 4 30 0 0 34 8 25 0 0 33 0 23 8 0 31 13 0 12 0 25 123 05:45 PM 5 31 0 0 36 5 26 1 0 32 0 26 7 0 33 23 0 15 0 38 139 Total 27 134 0 0 161 30 101 2 0 133 0 94 25 0 119 78 0 58 0 136 549 GrandTotal 63 293 0 0 356 53 228 9 0 290 0 199 48 0 247 172 0 128 0 300 1193 Apprch°k 17.7 82.3 0 0 18.3 78.6 3.1 0 0 80.6 19.4 0 57.3 0 42.7 0 Total°k 5.3 24.6 0 0 29.8 4.4 19.1 0.8 0 24.3 0 16.7 4 0 20.7 14.4 0 10.7 0 25.1 Pa��a�ga��an,�,� 63 293 0 0 356 52 227 9 0 288 0 199 48 0 247 167 0 126 0 293 1184 ,�=e�ge��e„,�,� 100 100 0 0 100 98.1 99.6 100 0 99.3 0 100 100 0 100 97.1 0 98.4 0 97.7 99.2 Heavy Vehicles 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 4 0 0 0 4 5 h Heavy Vehicles 0 0 0 0 0 1.9 0 0 0 0.3 0 0 0 0 0 2.3 0 0 0 1.3 0.4 school Buses 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 0 2 0 3 4 �sonoo�e�ses 0 0 0 0 0 0 0.4 0 0 0.3 0 0 0 0 0 0.6 0 1.6 0 1 0.3 �,�� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04 269 Broadway_Int 02_PM Serial Number: TU-1417 Site Code : 98740203 Collected by: D. Williams Start Date : 5/19/2021 Other Notes: Page No : 2 ami on Out In Total 377 356 733 1 0 1 2 0 2 380 356 736 63 293 0 0 0 0 0 0 0 0 0 0 63 293 0 0 �ht Thru Le� RTOR 1 (6 M V V m N O N� 1 1 O CO CO N J 1I �(0 Q J I '�W O�N � C NOfYh O O O O� Q O O O O ` � G r�v r�o r� 5/19/2021 04:00 PM ��N N C `-6 �N � ~ 5/19/2021 05:45 PM � ��o� � ` N N�� U ����L°� Passenger Vehicles � ���� � � m o�rn � _ Heavy Vehicles �`co 0 o co � 0 rmi rmi o 0 0 0� School Buses z7 N N� � co a m � �o 0 0 0 ���°' � I � Left Thru Right RTOR 48 199 0 0 0 0 0 0 0 0 0 0 48 199 0 0 469 247 716 4 0 4 1 0 1 474 247 721 Out In Total Hamilton St Hamilton St W Circular Dr Hamilton St W Circular Dr Southbound Westbound Northbound Eastbound Start Time Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Int.Total Peak Hour Analysis From 430:00 PM to 4:45:00 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:30:00 PM 430:00 PM 7 42 0 0 49 7 40 2 0 49 0 23 5 0 28 24 0 16 0 40 166 4:45:00 PM 3 11 0 0 14 0 6 1 0 7 0 8 4 0 12 8 0 9 0 17 50 04:40 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total volume 10 53 0 0 63 7 46 3 0 56 0 31 9 0 40 32 0 25 0 57 216 %App.Total 15.9 84.1 0 0 12.5 82.1 5.4 0 0 77.5 22.5 0 56.1 0 43.9 0 P H F .357 .315 .000 .000 .321 .250 .288 .375 .000 .286 .000 .337 .450 .000 .357 .333 .000 .391 .000 .356 .325 Pa��a�ga��an,�,� 30 145 0 0 175 28 110 5 0 143 0 92 26 0 118 80 0 70 0 150 586 i Pa��e�ge�vem�i� 300.0 273.6 0 0 277.$ 400.0 239.1 1667 0 Z�J�J.4 0 296.8 288.9 0 Z9�J.0 250.0 0 280.0 0 263.2 27�.3 Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 4 h Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.5 0 0 0 7.0 1.9 school Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 �sonoo�e�ses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.1 0 0 0 1.8 0.5 �,�� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04 269 Broadway_Int 02_PM Serial Number: TU-1417 Site Code : 98740203 Collected by: D. Williams Start Date : 5/19/2021 Other Notes: Page No : 3 ami on Out In Total 190 175 365 0 0 0 0 0 0 190 175 365 30 145 0 0 0 0 0 0 0 0 0 0 30 145 0 0 �ht Thru Le� RTOR 1 Peak Hour Data �C O V�N O O O O 1 1 O M M N J 1I �(0 Q F J I "�"W O O W � NOfYh O O O O� Q O O O O ` � G o v�� r� Peak Hour Begins at 0430 PM ��� � n ��� `" � � o 0 0 0 � � o v��.- Passenger Vehicles A A� � co coL r woow m U °� Heavy Vehicles � � co 0 o co � _ School Buses �`cn o o cn � �CO �O 0000� �7 � O� � ° � �0000 Woow°1 � I � Left Thru Right RTOR 26 92 0 0 0 0 0 0 0 0 0 0 26 92 0 0 230 118 348 4 0 4 1 0 1 235 118 353 Out In Total Hamilton St �,�� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04 269 Broadway_Int 03_AM Serial Number: TU-1414 Site Code : 98740301 Collected by: M. Schick Start Date : 5/19/2021 Other Notes: Page No : 1 Groups Printed-Passenger Vehicles-Heavy Vehicles-School Buses Congress Park Parking Lot Congress St Hamilton St Congress St Southbound Westbound Northbound Eastbound Start Time Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Int.Total 07:00 AM 0 0 0 0 0 1 9 6 0 16 4 2 11 2 19 7 16 0 4 27 62 07:15 AM 0 1 2 0 3 1 16 10 1 28 6 0 10 3 19 9 20 1 2 32 82 07:30 AM 0 0 0 0 0 2 9 12 1 24 7 2 11 6 26 14 22 0 2 38 88 07:45 AM 0 1 1 0 2 3 16 15 0 34 9 7 16 4 36 10 32 0 2 44 116 Total 0 2 3 0 5 7 50 43 2 102 26 11 48 15 100 40 90 1 10 141 348 08:00 AM 2 2 1 0 5 6 29 7 1 43 5 5 20 3 33 12 22 4 1 39 120 08:15 AM 0 0 1 0 1 4 14 6 1 25 5 4 20 2 31 13 17 3 5 38 95 08:30 AM 0 1 0 0 1 3 24 5 0 32 9 2 15 4 30 15 19 0 10 44 107 08:45 AM 0 1 3 1 5 1 18 7 1 27 11 1 29 0 41 11 15 1 11 38 111 Total 2 4 5 1 12 14 85 25 3 127 30 12 84 9 135 51 73 8 27 159 433 Grand Total 2 6 8 1 17 21 135 68 5 229 56 23 132 24 235 91 163 9 37 300 781 Apprch°k 11.8 35.3 47.1 5.9 9.2 59 29.7 2.2 23.8 9.8 56.2 10.2 30.3 54.3 3 12.3 Total°k 0.3 0.8 1 0.1 2.2 2.7 17.3 8.7 0.6 29.3 7.2 2.9 16.9 3.1 30.1 11.7 20.9 1.2 4.7 38.4 Pa��a�ga��an,�,� 2 6 6 1 15 20 134 68 5 227 51 23 129 23 226 90 161 9 37 297 765 ,a==e�ge��e„,�,� 100 100 75 100 88.2 95.2 99.3 100 100 99.1 91.1 100 97.7 95.8 96.2 98.9 98.8 100 100 99 98 Heavy Vehicles 0 0 2 0 2 1 1 0 0 2 1 0 3 1 5 0 2 0 0 2 11 h Heavy Vehicles 0 0 25 0 11.8 4.8 0.7 0 0 0.9 1.8 0 2.3 4.2 2.1 0 1.2 0 0 0.7 1.4 school Buses 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 1 0 0 0 1 5 �sonoo�e�ses 0 0 0 0 0 0 0 0 0 0 7.1 0 0 0 1.7 1.1 0 0 0 0.3 0.6 �,�� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04 269 Broadway_Int 03_AM Serial Number: TU-1414 Site Code : 98740301 Collected by: M. Schick Start Date : 5/19/2021 Other Notes: Page No : 2 ongress ar ar ing o Out In Total 52 15 67 1 2 3 0 0 0 53 17 70 2 6 6 1 0 0 2 0 0 0 0 0 2 6 8 1 �ht Thru Le� RTOR 1 mcNoco�� rnoorn o� � �� 1 � O J I �N N N � F �O�O N � NOM � NOftll � �IAUI W�C� � �c��o CO �O r� 5/19/2021 07:00 AM ��� � o ��N � ~ 5/19/2021 08:45 AM � �o�A � N N�� m 00��+-• N N � U �' �'� Passenger Vehicles ��� � �o^'J � �v o rn Heavy Vehicles a o o a O N N m O O m d' SCIlOOI BUS2S .-0 A A 0� � Cn A 91 d' .-OUIOO Ul �A�I Ul- � I � Left Thru Right RTOR 129 23 51 23 3 0 1 1 0 0 4 0 132 23 56 24 164 226 390 0 5 5 1 4 5 165 235 400 Out In Total Hamilton St Congress Park Parking Lot Congress St Hamilton St Congress St Southbound Westbound Northbound Eastbound Start Time Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Int.Total Peak Hour Analysis From 7:15:00 AM to 8:00:00 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:15:00 AM 7:15:00 AM 0 1 2 0 3 1 16 10 1 28 6 0 10 3 19 9 20 1 2 32 82 730:00 AM 0 0 0 0 0 2 9 12 1 24 7 2 11 6 26 14 22 0 2 38 88 7:45:00 AM 0 1 1 0 2 3 16 15 0 34 9 7 16 4 36 10 32 0 2 44 116 8:00:00 AM 2 2 1 0 5 6 29 7 1 43 5 5 20 3 33 12 22 4 1 39 120 Total volume 2 4 4 0 10 12 70 44 3 129 27 14 57 16 114 45 96 5 7 153 406 %App.Total 20 40 40 0 9.3 54.3 34.1 2.3 23.7 12.3 50 14 29.4 62.7 3.3 4.6 P H F .250 .500 .500 .000 .500 .500 .603 .733 .750 .750 .750 .500 .713 .667 .792 .804 .750 .313 .875 .869 .846 Pa��a�ga��an,�,� 2 4 2 0 8 11 70 44 3 128 23 14 54 15 106 44 95 5 7 151 393 „a==e�ge��e„,�,� 100 100 50.0 0 80.0 91.7 100 100 100 99.2 85.2 100 94.7 93.8 93.0 97.8 99.0 100 100 98.7 96.8 Heavy Vehicles 0 0 2 0 2 1 0 0 0 1 0 0 3 1 4 0 1 0 0 1 8 h Heavy Vehicles 0 0 50.0 0 20.0 8.3 0 0 0 0.8 0 0 5.3 6.3 3.5 0 1.0 0 0 0.7 2.0 school Buses 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 1 0 0 0 1 5 �sonoo�e�ses 0 0 0 0 0 0 0 0 0 0 14.8 0 0 0 3.5 2.2 0 0 0 0.7 1.2 �,�� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04 269 Broadway_Int 03_AM Serial Number: TU-1414 Site Code : 98740301 Collected by: M. Schick Start Date : 5/19/2021 Other Notes: Page No : 3 ongress ar ar ing o Out In Total 30 8 38 1 2 3 0 0 0 31 10 41 2 4 2 0 0 0 2 0 0 0 0 0 2 4 4 0 �ht Thru Le� RTOR 1 Peak Hour Data ����� �oo� 1 1 0 N N N J 1 �(0 Q J I �� F N O� N N� ��oco North �Awo" � � � � � rn rn L� Peak Hour Begins at 07:15 AM �� o ��� `" � � 0000 co o� v o��.- Passenger Vehicles N N� � o � �L°� Heavy Vehicles r co o�a �, U co r�o rn � _ School Buses ���o o� � O� N I�OOI�d' .-0 N N� � O Cn A 91 d' .-O W 00 W �AA W— � I � Left Thru Right RTOR 54 14 23 15 3 0 0 1 0 0 4 0 57 14 27 16 92 106 198 0 4 4 1 4 5 93 114 207 Out In Total Hamilton St �,�� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04 269 Broadway_Int 03_PM Serial Number: TU-1414 Site Code : 98740303 Collected by: M. Schick Start Date : 5/19/2021 Other Notes: Page No : 1 Groups Printed-Passenger Vehicles-Heavy Vehicles-School Buses Congress Park Parking Lot Congress St Hamilton St Congress St Southbound Westbound Northbound Eastbound Start Time Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Int.Total 04:00 PM 2 3 4 1 10 1 49 11 0 61 17 3 34 6 60 33 42 2 8 85 216 04:15 PM 1 6 4 1 12 2 42 10 0 54 10 0 38 5 53 30 41 2 10 83 202 04:30 PM 4 4 1 2 11 0 50 7 2 59 19 1 31 11 62 23 53 1 9 86 218 04:45 PM 1 2 3 1 7 5 51 11 1 68 14 1 31 9 55 16 48 2 2 68 198 Total 8 15 12 5 40 8 192 39 3 242 60 5 134 31 230 102 184 7 29 322 834 05:00 PM 2 8 4 2 16 3 45 5 2 55 9 4 29 7 49 36 44 4 14 98 218 05:15 PM 3 5 4 2 14 4 48 6 1 59 5 7 42 7 61 29 47 3 9 88 222 05:30 PM 2 1 5 1 9 4 54 8 0 66 14 0 35 6 55 23 41 3 8 75 205 05:45 PM 1 5 4 2 12 3 50 14 0 67 14 3 30 4 51 21 64 2 1 88 218 Total 8 19 17 7 51 14 197 33 3 247 42 14 136 24 216 109 196 12 32 349 863 GrandTotal 16 34 29 12 91 22 389 72 6 489 102 19 270 55 446 211 380 19 61 671 1697 Apprch°k 17.6 37.4 31.9 13.2 4.5 79.6 14.7 1.2 22.9 4.3 60.5 12.3 31.4 56.6 2.8 9.1 Total°k 0.9 2 1.7 0.7 5.4 1.3 22.9 4.2 0.4 28.8 6 1.1 15.9 3.2 26.3 12.4 22.4 1.1 3.6 39.5 Pa��a�ga��an,�,� 16 34 29 12 91 22 386 70 6 484 101 19 268 54 442 209 379 18 61 667 1684 ,�=e�ge��e„,�,� 100 100 100 100 100 100 99.2 97.2 100 99 99 100 99.3 98.2 99.1 99.1 99.7 94.7 100 99.4 99.2 Heavy Vehicles 0 0 0 0 0 0 3 1 0 4 1 0 2 1 4 2 1 1 0 4 12 h Heavy Vehicles 0 0 0 0 0 0 0.8 1.4 0 0.8 1 0 0.7 1.8 0.9 0.9 0.3 5.3 0 0.6 0.7 school Buses 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 �sonoo�e�ses 0 0 0 0 0 0 0 1.4 0 0.2 0 0 0 0 0 0 0 0 0 0 0.1 �,�� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04 269 Broadway_Int 03_PM Serial Number: TU-1414 Site Code : 98740303 Collected by: M. Schick Start Date : 5/19/2021 Other Notes: Page No : 2 ongress ar ar ing o Out In Total 59 91 150 1 0 1 0 0 0 60 91 151 16 34 29 12 0 0 0 0 0 0 0 0 16 34 29 12 �ht Thru Le� RTOR 1 ��rn o� co�o rn o m m �� 1 � O J I �N N � Ul F N O O N O� rn�oo North �oNco" � �v o� r�i �m r� 5/19/2021 04:00 PM ��W W o ��cCOo c�o ~ 5/19/2021 05:45 PM � �o W� � m O N O�L r C�O�A A� tl� � � c� c� o�-� Passenger Vehicles ��� � � o�o� � Heavy Vehicles N,,o 0 c�o c�o �o o�� School Buses z7 0 �o� � o co m � �rnoorn o�rnw— � I � Left Thru Right RTOR 268 19 101 54 2 0 1 1 0 0 0 0 270 19 102 55 313 442 755 3 4 7 1 0 1 317 446 763 Out In Total Hamilton St Congress Park Parking Lot Congress St Hamilton St Congress St Southbound Westbound Northbound Eastbound Start Time Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Right Thru Left RTOR qpp rocai Int.Total Peak Hour Analysis From 430:00 PM to 5:15:00 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:30:00 PM 430:00 PM 4 4 1 2 11 0 50 7 2 59 19 1 31 11 62 23 53 1 9 86 218 4:45:00 PM 1 2 3 1 7 5 51 11 1 68 14 1 31 9 55 16 48 2 2 68 198 5:00:00 PM 2 8 4 2 16 3 45 5 2 55 9 4 29 7 49 36 44 4 14 98 218 5:15:00 PM 3 5 4 2 14 4 48 6 1 59 5 7 42 7 61 29 47 3 9 88 222 Totalvolume 10 19 12 7 48 12 194 29 6 241 47 13 133 34 227 104 192 10 34 340 856 %App.Total 20.8 39.6 25 14.6 5 80.5 12 2.5 20.7 5.7 58.6 15 30.6 56.5 2.9 10 PHF .625 .594 .750 .875 .750 .600 .951 .659 .750 .886 .618 .464 .792 .773 .915 .722 .906 .625 .607 .867 .964 Pa��a�ga��an,�,� 10 19 12 7 48 12 194 29 6 241 47 13 133 34 227 104 191 10 34 339 855 „a==e�ge��e„,�,� 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 99.5 100 100 99.7 99.9 Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 h Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.5 0 0 0.3 0.1 School Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �sonoo�e�ses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �,�� 1533 Crescent Road Clifton Park, NY 12065 Weather: Sunny File Name : MJ987.04 269 Broadway_Int 03_PM Serial Number: TU-1414 Site Code : 98740303 Collected by: M. Schick Start Date : 5/19/2021 Other Notes: Page No : 3 ongress ar ar ing o Out In Total 35 48 83 0 0 0 0 0 0 35 48 83 10 19 12 7 0 0 0 0 0 0 0 0 10 19 12 7 �ht Thru Le� RTOR 1 Peak Hour Data ���o� o000 o� � �� 1 � , o J I 7� N N F •"NOO N � Ul� �oc� � North � ����(� � � � � � m�o o� r� Peak Hour Begins at 0430 PM ��� � o ��M M ~ � A O O A � o� v o o v.- Passenger Vehicles A A� � o � �L°� Heavy Vehicles r o o� �, U �o o� � �� _ School Buses ��cNo 0 o cNo � O M M m OOm d' .-O A AD � CO CO N d' .-0�00� N��� � I � Left Thru Right RTOR 133 13 47 34 0 0 0 0 0 0 0 0 133 13 47 34 152 227 379 0 0 0 0 0 0 152 227 379 Out In Total Hamilton St Appendix C Existing and Proposed Traffic Count Figures M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NV Y � � ¢ O � J N � N � � Y � � Z Q O � U t 26 � titi �--123 CONGRESS ST � i � �77 9� � � � 168—► � � co 91� --a `�' � m � �; m � � E 0 > � w A H I S �0 p M � o f-119 � W CIRCULAR ST � i � �5 N � 39--� � 1 �' � 2—► N � o % 114� � °' m m � U W 4 �- �4 Sj�N RO m o c� �389 8p�'�' qN .--� f� o � 1 � �a � N m 75� � � � � 320� � � � °' 12� � ti � m C � O 2 a � o � � N E Z d H f i a J ti �,.M.� � �� = PEAK - 7:15 AM TO 8:15 AM � mm� om i�L EXISTING VOLUMES (2021) - AM PEAK %� � Jm U ii ii ii a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK 1 NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos Y � � ¢ O � J N � N � � Y � � Z Q O � U t 32 � M �, �-340 CONGRESS ST � �, � �51 18-� '� f r' 336—► N N � 242� m � �; m � � E 0 > � w A H I ° 49 � � o � No f-193 � W CIRCULAR ST � i � �9 N � 123--} � f � °� 0—► � oo % 156� � � m m � U W � �� joN Rp _° `° m `N° �599 8p��'S O o � � � �9 � N m �V� � � � � 502� � N � °' 11� '" ti � m C � O 2 a � o � � N E Z d H f i a J ti �,.M.� � �� = PEAK - 4:30 PM TO 5:30 PM � mm� om i�L EXISTING VOLUMES (2021) - PM PEAK %� � Jm U ii ii ii a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK 2 NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos Y � � ¢ O � J N � N � � Y � � Z Q O � U t 26 �r r� r� �--124 CONGRESS ST � i � �78 9� � � � 170-► � � ti 92� = `V °O m � �; m � � E 0 > � w A H I ; 61 o M � p f-12� � W CIRCULAR ST � i � �5 N � 39--� � 1 �' � 2-► N � o % 115� � °' m m � U W 4 � �4 S.��N RO � o M �393 8p��' qN .--� f� o � 1 � �a � N m 76� � � � � 323� � � � °' 12� � ti � m C � O 2 a � o � � N E Z d H f i d J ti �,.�.� � �� = PEAK - 7:15 AM TO 8:15 AM � mm� om i�L NO BUILD VOLUMES (2024) - AM PEAK %� � Jm U ii ii ii a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK 3 NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos Y � � ¢ O � J N � N � � Y � � Z Q O � U t 32 � M �, �-343 CONGRESS ST � �, � �51 18-� '� f r' 339—► N N � 244� m � �; m � � E 0 > � w A H I ° 49 � o � No f-195 � W CIRCULAR ST � i � �9 N � 124-� � f �' ti 0—► � c� o % 157� � � m m � U W � �� joN Rp _° � m N �604 8p��'S O o � � � �9 � N m 89� � � � � 507� � N � °' 11� '" ti � m C � O 2 a � o � � N E Z d H f i d J ti �,.�.� � �� = PEAK - 4:30 PM TO 5:30 PM � mm� om i�L NO BUILD VOLUMES (2024) - PM PEAK %� � Jm U ii ii ii a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK 4 NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos STANDARD DISTRIBUTION Y � � ¢ O � J N � N � � Y � � Z Q O � U � �- CONGRESS ST � �, � �15% � � � � 1 � � 20%� � 'n N M �(35%1 � �, � �(65%) i g BRO --- m �GARAGE ADWAYi �, t � -------� � �, m � _ 0 > � w A H I '° � 10% � � O y ` f_ � W CIRCULAR ST � i � � N m 11%-� � f �' � °� —► � � � % � � m m � U W O z � oN RQ � ' � � � `S� � `° N o � 8pL O O � 1 � � 0" N m 16%� � � � � � � �' N ti � f Oi C � O 2 a � o � � N E Z d H f i d J ti �,.�.� � �� = PEAK - 7:15 AM TO 8:15 AM �� LEGEND Jm � ('/) -EEXITING BUILD - TRIP DISTRIBUTIONS (2024) - AM PEAK �� �� �� - a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK 5 NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos STANDARD DISTRIBUTION Y � � ¢ O � J N � N � � Y � � Z Q O � U � �- CONGRESS ST � �, � �1Z � � � � 1 � � 16� N �(51 � j � �rio� i 9 BRO --- m �GARAGE ADWAYi �, t � -------� � � E 0 > � w A H � I i0 8 � '� y `O f— � W CIRCULAR ST � i � � N � � � � � m 9 � � � � —i M f � / m O1 li U W H � 8 `S,��N RO 4 � p� � _ � _ q � � � ° .� 1 �. � � N m 13� � � � M o�p � N 0' '' � E OI C � O 2 a � o � � N E Z d H f ' � ti �� � �� = PEAK — 7:15 AM TO 8:15 AM �� LEGEND �;� # = ENTERING BUILD — TRIP ASSIGNMENT (2024) — AM PEAK �m � (#) = EXITING �� �� �� a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK 6 NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos STANDARD DISTRIBUTION Y � � ¢ O � J N � N � � Y � � Z Q O � U t 26 �r r� r� �--124 CONGRESS ST � i � �90 9� � � � 17�—� N N W 108� -- ti ti .-. N 5 � j � �10 ; 269 BROADWAY ' q t �► �GARAGE i m rn � i„� --------I � m � m N � 0 > � w A H I ; 69 o M � p f-12� � W CIRCULAR ST � i � �5 N � 48--� � 1 �' � 2-► N � o % 115� � N m m � U W 4 N �4 S.��N RO � o -� � �393 8p��' q M .--� f� o � 1 � �a � N m 89� � � � � 323� � � � °' 12� � ti � m C � O 2 a � o � � N E Z d� H i d J ti �� � �� = PEAK - 7:15 AM TO 8:15 AM � mm� om i�L BUILD VOLUMES (2024) - AM PEAK %� � Jm U ii ii ii a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK 7 NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos STANDARD DISTRIBUTION Y � � ¢ O � J N � N � � Y � � Z Q O � U � �- CONGRESS ST � �, � �11% � � � � 1 � ti 32%� "' v � � �(43%1 � j � �r57z� i 9 BRO --- m �GARAGE ADWAYi �, t � -------� � ti E � 0 > � w A H I v � � 8% O � O � f— � W CIRCULAR ST � i � � N m 19%--} � � �' � °� —► � � o q � M m O1 li U W O z � oN RQ � � � � � � � 8p�`S� O O � 1 � � 0" N m 11%� � � � � � � � � ti � � m C � O 2 a � o � � N E Z d� H i d J ti �� � �� = PEAK - 4:30 PM TO 5:30 PM �� LEGEND Jm � ('/) -EEXITING BUILD - TRIP DISTRIBUTIONS (2024) - PM PEAK �� �� �� - a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK $ NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos STANDARD DISTRIBUTION Y � � ¢ O � J N � N � � Y � � Z Q O � U � �- CONGRESS ST � i � �5 � � � � 1 0 0 15� � � � �(401 � j � �r52� i 9 BRO --- m �GARAGE ADWAYi �, t � -------� � N E 0 > � w A H � I i0 4 q ti � O � f- � W CIRCULAR ST � i � � N � � � � � m 8 � � � 1 � � -� � � m m � U W H � � � � � 8p�`S,��N RO O O � 1 � � 0" N m 5� � � � � � a, � ti � f rn C � O 2 a � o � � N E Z O �f F�- � � ti �� � �� = PEAK - 4:30 PM TO 5:30 PM �� LEGEND �;� # = ENTERING BUILD - TRIP ASSIGNMENT (2024) - PM PEAK �m � (#) = EXITING �� �� �� a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK 9 NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos STANDARD DISTRIBUTION Y � � ¢ O � J N � N � � Y � � Z Q O � U t 32 � M �, �-343 CONGRESS ST � �, � �56 18-� '� f r' 339—► � M M 259� N N � � �"") �N 4� � j � �s2 ; 269 BROADWAY ' q t �► �GARAGE i m � ,r, � --------I � � N m M � O > .�a w A H I ; 53 � M o � � o f-195 � W CIRCULAR ST � i � �9 N � 132--} � f � ti 0—► � co 0 % 157� � =° m m � U W � �� joN Rp � N � M �604 8p��'S q •--� N .--� � � � � 9 � � N m 94� � � � � 507� � � � °' 11� '" ti � m C � O 2 a � o � � N E Z d H f i d J ti �,.�.� � �� = PEAK - 4:30 PM TO 5:30 PM � mm� om i�L BUILD VOLUMES (2024) - PM PEAK %� � Jm U ii ii ii a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK 10 NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos MODIFIED DISTRIBUTION Y � � ¢ O � J N � N � � Y � � Z Q O � U � �- CONGRESS ST � �, � �15% � � � � 1 � � 20%� v v � � M 1 �. �«oo�, � ; 269 BROADWAY ' q t �► �GARAGE i m �, � --------� � �, m � _ 0 > � w A _ �10% O O f— � W CIRCULAR ST � i � � N m 11%-� � f �' � °� -► � � � % � � m m � U W H � � 8p�`SjON RO O ° .� 1 �. � � N m 16%� � � � � � � �' N ti � f Oi C � O 2 a � o � � N E Z d H f i d J ti �,.�.� � �� = PEAK - 7:15 AM TO 8:15 AM �� LEGEND Jm � ('/) -EEXITING BUILD - TRIP DISTRIBUTIONS (2024) - AM PEAK �� �� �� - a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK 5 NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos MODIFIED DISTRIBUTION Y � � ¢ O � J N � N � � Y � � Z Q O � U � �- CONGRESS ST � �, � �1Z � � � � 1 � � 16� N �(15) � 1 � � ; 269 BROADWAY ' q t �► �GARAGE i m m �„� __----_I � � E 0 > � w A H � I i0 8 � o � � W CIRCULAR ST � i � � N � � � � � m 9 � � � � —i M f � / m O1 li U W H � � 8p�`SjON RO O ° .� 1 �. � � N m 13� � � � M o�p � N 0' '' � E OI C � O 2 a � o � � N E Z d H f ' � ti �� � �� = PEAK - 7:15 AM TO 8:15 AM �� LEGEND �;� # = ENTERING BUILD - TRIP ASSIGNMENT (2024) - AM PEAK �m � (#) = EXITING �� �� �� a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK 6 NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos MODIFIED DISTRIBUTION Y � � ¢ O � J N � N � � Y � � Z Q O � U t 26 �r r� r� �--124 CONGRESS ST � i � �90 9� � � � 17�-i NNm 108� --� ti " N 15 �, 1 � � ; 26g B-------� m �GARAGROADWAYi �, t � ------� � � � m N � 0 > � w A H I ; 69 o M � p f-12� � W CIRCULAR ST � i � �5 N � 48--� � 1 �' � 2-► N � o % 115� � N m m � U W 4 �- �4 Sj�N RO � o M �393 8p��' qN .--� f� o � 1 � �a � N m 89� � � � � 323� � � � °' 12� � ti � m C � O 2 a � o � � N E Z d H f i d J ti �� � �� = PEAK - 7:15 AM TO 8:15 AM � mm� om i�L BUILD VOLUMES (2024) - AM PEAK %� � Jm U ii ii ii a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK 7 NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos MODIFIED DISTRIBUTION Y � � ¢ O � J N � N � � Y � � Z Q O � U � �- CONGRESS ST � �, � �11% � � � � 1 � � 32%� v N � �(100%) � 1 � � ; 269 BROADWAY ' q t �► �GARAGE i m �, � --------� � ti E � 0 > � w A H I � 8% o � � W CIRCULAR ST � i � � N m 19%--} � � �' � °� —► � � o q � M m O1 li U W H � � 8p�`SjON RO O ° .� 1 �. � � N m 11%� � � � � � � � � ti � � m C � O 2 a � o � � N E Z d H f i d J ti �,.�.� � �� = PEAK - 4:30 PM TO 5:30 PM �� LEGEND Jm � ('/) -EEXITING BUILD - TRIP DISTRIBUTIONS (2024) - PM PEAK �� �� �� - a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK $ NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos MODIFIED DISTRIBUTION Y � � ¢ O � J N � N � � Y � � Z Q O � U � �- CONGRESS ST � i � �5 � � � � 1 � a- 15� CO � o �(921 � 1 � � ; 269 BROADWAY ' q t �► �GARAGE i m �, � --------� � N E 0 > � w A H � I i0 4 � o � � W CIRCULAR ST � i � � N � � � � � m 9 � � •�j —� M f � / � m O1 li U W H � � 8p�`SjON RO O ° .� 1 �. � � N m 5� � � � � � � � ti � � m C � O 2 a � o � � N E Z d H f ' � ti m?; � �� = PEAK - 4:30 PM TO 5:30 PM �� LEGEND �;� # = ENTERING BUILD - TRIP ASSIGNMENT (2024) - PM PEAK �m � (#) = EXITING �� �� �� a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK 9 NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos MODIFIED DISTRIBUTION Y � � ¢ O � J N � N � � Y � � Z Q O � U t 32 � M �, �-343 CONGRESS ST � �, � �56 18-� '� f r' 339—► o N � 259� m � � 92 � 1 � � ; 269 BROADWAY ' q t �► �GARAGE i m � ,r, � --------I � � N m M � O > .�a w A H I q 53 � o � No f-195 � W CIRCULAR ST � i � �9 N � 133--} � f � ti 0—► � �no % 15 7� � �° m m � U W � �� joN Rp _° � m N �604 8p��'S O o � � � �9 � N m 94� � � � � 507� � M � °' 11� '" ti � m C � O 2 a � o � � N E Z d� H J i ti I�N � �(`7 Q �� = PEAK - 4:30 PM TO 5:30 PM � mm� om i�L BUILD VOLUMES (2024) - PM PEAK %� � Jm U ii ii ii a�� FIGURE N0. SCALE DATE _�= MJ987.04—269 BROADWAY Engineering and J� Land Surveying,P.C. ,�o SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK 10 NONE MAY2021 � ,s33�,e=��,R,ad.�,;Ro�Pa,<„�,zoos Appendix D Synchro 11 O Anal ysis Output M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NV HCM 6th Signalized Intersection Summary 1: Hamilton St. & Ballston Ave. o9i29i2o2� � � � � � � � � � � i � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � � � Traffic Volume(veh/h) 75 320 12 0 389 4 0 158 4 72 107 28 Future Volume(veh/h) 75 320 12 0 389 4 0 158 4 72 107 28 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1710 1710 1710 1710 1657 1710 1710 1683 1377 1710 1710 1710 Adj Flow Rate,veh/h 132 376 34 0 442 16 0 229 16 91 127 65 Peak Hour Factor 0.57 0.85 0.35 0.92 0.88 0.25 0.92 0.69 0.25 0.79 0.84 0.43 Percent Heavy Veh, % 0 0 0 0 4 0 0 2 25 0 0 0 Cap,veh/h 335 811 73 0 565 20 0 505 35 151 194 85 Arrive On Green 0.09 0.52 0.52 0.00 0.36 0.36 0.00 0.32 0.32 0.32 0.32 0.32 SatFlow,veh/h 1629 1545 140 0 1589 58 0 1555 109 282 598 262 Grp Volume(v),veh/h 132 0 410 0 0 458 0 0 245 283 0 0 Grp Sat Flow(s),veh/h/In 1629 0 1685 0 0 1646 0 0 1664 1142 0 0 Q Serve(g_s),s 3.7 0.0 12.2 0.0 0.0 19.9 0.0 0.0 9.3 10.2 0.0 0.0 Cycle Q Clear(g_c),s 3.7 0.0 12.2 0.0 0.0 19.9 0.0 0.0 9.3 19.5 0.0 0.0 Prop In Lane 1.00 0.08 0.00 0.03 0.00 0.07 0.32 0.23 Lane Grp Cap(c),veh/h 335 0 885 0 0 585 0 0 541 431 0 0 V/C Ratio(X) 0.39 0.00 0.46 0.00 0.00 0.78 0.00 0.00 0.45 0.66 0.00 0.00 Avail Cap(c_a),veh/h 425 0 885 0 0 585 0 0 541 431 0 0 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 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 15.5 0.0 11.9 0.0 0.0 23.0 0.0 0.0 21.4 25.3 0.0 0.0 Incr Delay(d2),s/veh 0.3 0.0 1.7 0.0 0.0 10.1 0.0 0.0 2.7 7.6 0.0 0.0 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/In 1.3 0.0 4.6 0.0 0.0 8.9 0.0 0.0 3.9 5.7 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 15.8 0.0 13.7 0.0 0.0 33.1 0.0 0.0 24.1 33.0 0.0 0.0 LnGrp LOS B A B A A C A A C C A A Approach Vol,veh/h 542 458 245 283 Approach Delay,s/veh 14.2 33.1 24.1 33.0 Approach LOS � B f C C � C � Timer-Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc),s 48.0 32.0 13.6 34.4 32.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 24.0 26.0 12.0 24.0 26.0 Max Q Clear Time(g_c+11),s 14.2 11.3 5.7 21.9 21.5 Green Ext Time(p_c),s 2.4 1.6 0.1 0.8 0.9 Intersection Summary HCM 6th Ctrl Delay 24.9 HCM 6th LOS C Scenario 1 Existing(2021)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 1 HCM 6th AWSC 2: Hamilton St. & W Circular St. o9i29i2o2� Intersection Intersection Delay,s/veh 12.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 39 2 114 5 119 60 42 196 0 0 86 32 Future Vol,veh/h 39 2 114 5 119 60 42 196 0 0 86 32 Peak Hour Factor 0.69 0.25 0.85 0.38 0.59 0.61 0.86 0.70 0.92 0.92 0.82 0.64 Heavy Vehicles, % 1 0 0 0 1 0 0 3 0 0 0 0 Mvmt Flow 57 8 134 13 202 98 49 280 0 0 105 50 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 , 1 , 1 - 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 , 1 , 1 - 1 HCM Control Delay 10.9 13.3 14.5 10.7 HCM LOS B � B � B � B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 18% 25% 3% 0% Vol Thru, % 82% 1% 65% 73% Vol Right, % 0% 74% 33% 27% Sign Control � Stop Stop Stop Stop Traffic Vol by Lane 238 155 184 118 LT Vol , 42 39 5 0 Through Vol 196 2 119 86 RT Vol * 0 114 60 32 Lane Flow Rate 329 199 313 155 Geometry Grp 1 1 1 1 Degree of Util(X) 0.513 0.301 0.472 0.247 Departure Headway(Hd) 5.613 5.453 5.429 5.745 Convergence,Y/N Yes Yes Yes Yes Cap 638 654 661 621 Service Time 3.676 3.528 3.496 3.821 HCM Lane V/C Ratio 0.516 0.304 0.474 0.25 HCM Control Delay 14.5 10.9 13.3 10.7 HCM Lane LOS B B B B HCM 95th-tile Q 2.9 1.3 2.5 1 Scenario 1 Existing(2021)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary 3: Hamilton St./Congress Park Parking Lot & Congress St. o9i29i2o2� � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � "� � "�i �' � Traffic Volume(veh/h) 9 168 91 77 123 26 116 28 86 7 7 4 Future Volume(veh/h) 9 168 91 77 123 26 116 28 86 7 7 4 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1710 1697 1710 1710 1710 1657 1643 1710 1710 1377 1710 1710 Adj Flow Rate,veh/h 29 224 114 105 205 52 163 56 115 14 14 16 Peak Hour Factor 0.31 0.75 0.80 0.73 0.60 0.50 0.71 0.50 0.75 0.50 0.50 0.25 Percent Heavy Veh, % 0 1 0 0 0 4 5 0 0 25 0 0 Cap,veh/h 425 387 197 356 481 122 495 175 360 309 261 508 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.35 0.35 0.35 0.35 0.35 0.35 SatFlow,veh/h 1026 1060 539 953 1316 334 1212 500 1026 516 745 1449 Grp Volume(v),veh/h 29 0 338 105 0 257 163 0 171 28 0 16 Grp Sat Flow(s),veh/h/In1026 0 1600 953 0 1650 1212 0 1525 1261 0 1449 Q Serve(g_s),s 0.9 0.0 7.2 4.2 0.0 4.9 4.8 0.0 3.5 0.0 0.0 0.3 Cycle Q Clear(g_c),s 5.9 0.0 7.2 11.4 0.0 4.9 8.3 0.0 3.5 3.5 0.0 0.3 Prop In Lane 1.00 0.34 1.00 0.20 1.00 0.67 0.50 1.00 Lane Grp Cap(c),veh/h 425 0 584 356 0 603 495 0 535 570 0 508 V/C Ratio(X) 0.07 0.00 0.58 0.29 0.00 0.43 0.33 0.00 0.32 0.05 0.00 0.03 Avail Cap(c_a),veh/h 900 0 1325 798 0 1366 931 0 1083 1053 0 1029 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 12.3 0.0 10.8 15.4 0.0 10.1 13.1 0.0 10.0 9.1 0.0 9.0 Incr Delay(d2),s/veh 0.1 0.0 0.9 0.5 0.0 0.5 0.4 0.0 0.3 0.0 0.0 0.0 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/Ir0.2 0.0 2.1 0.8 0.0 1.5 1.1 0.0 1.0 0.1 0.0 0.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 12.4 0.0 11.7 15.8 0.0 10.6 13.5 0.0 10.4 9.1 0.0 9.0 LnGrp LOS B A B B A B B A B A A A Approach Vol,veh/h 367 362 334 44 Approach Delay,s/veh 11.8 12.1 11.9 9.1 Approach LOS B B B f A Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 21.4 20.8 21.4 20.8 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 35.0 30.0 35.0 30.0 Max Q Clear Time(g_c+11),s 9.2 10.3 13.4 5.5 Green Ext Time(p_c),s 2.3 1.5 2.0 0.1 Intersection Summary HCM 6th Ctrl Delay 11.8 HCM 6th LOS B Scenario 1 Existing(2021)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 3 HCM 6th Signalized Intersection Summary 1: Hamilton St. & Ballston Ave. o9i29i2o2� � � � � � � � � � � i � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � � � Traffic Volume(veh/h) 88 502 11 9 599 0 4 128 14 126 191 116 Future Volume(veh/h) 88 502 11 9 599 0 4 128 14 126 191 116 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1900 1841 1900 1900 1870 1900 1900 1900 1900 1856 1885 1870 Adj Flow Rate,veh/h 110 564 15 15 749 0 8 173 56 173 277 132 Peak Hour Factor 0.80 0.89 0.75 0.62 0.80 0.92 0.50 0.74 0.25 0.73 0.69 0.88 Percent Heavy Veh, % 0 4 0 0 2 0 0 0 0 3 1 2 Cap,veh/h 314 992 26 47 745 0 48 428 134 184 231 106 Arrive On Green 0.08 0.56 0.56 0.41 0.41 0.00 0.31 0.31 0.31 0.31 0.31 0.31 SatFlow,veh/h 1810 1785 47 15 1836 0 21 1374 432 425 741 342 Grp Volume(v),veh/h 110 0 579 764 0 0 237 0 0 582 0 0 Grp Sat Flow(s),veh/h/In 1810 0 1832 1851 0 0 1827 0 0 1508 0 0 Q Serve(g_s),s 2.8 0.0 18.5 15.6 0.0 0.0 0.0 0.0 0.0 18.7 0.0 0.0 Cycle Q Clear(g_c),s 2.8 0.0 18.5 36.5 0.0 0.0 9.3 0.0 0.0 28.0 0.0 0.0 Prop In Lane 1.00 0.03 0.02 0.00 0.03 0.24 0.30 0.23 Lane Grp Cap(c),veh/h 314 0 1018 792 0 0 610 0 0 521 0 0 V/C Ratio(X) 0.35 0.00 0.57 0.96 0.00 0.00 0.39 0.00 0.00 1.12 0.00 0.00 Avail Cap(c_a),veh/h 445 0 1018 792 0 0 610 0 0 521 0 0 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 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 11.5 0.0 13.0 26.9 0.0 0.0 24.5 0.0 0.0 32.5 0.0 0.0 Incr Delay(d2),s/veh 0.2 0.0 2.3 24.5 0.0 0.0 1.9 0.0 0.0 75.6 0.0 0.0 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/In 1.1 0.0 7.6 20.9 0.0 0.0 4.2 0.0 0.0 22.3 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.7 0.0 15.3 51.4 0.0 0.0 26.4 0.0 0.0 108.1 0.0 0.0 LnGrp LOS B A B D A A C A A F A A Approach Vol,veh/h 689 764 237 582 Approach Delay,s/veh 14.7 51.4 26.4 108.1 Approach LOS � B f D C � F � Timer-Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc),s 56.0 34.0 13.5 42.5 34.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 30.0 28.0 14.0 30.0 28.0 Max Q Clear Time(g_c+11),s 20.5 30.0 4.8 38.5 11.3 Green Ext Time(p_c),s 3.5 0.0 0.1 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 52.2 HCM 6th LOS D Scenario 1 Existing(2021)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 1 HCM 6th AWSC 2: Hamilton St. & W Circular St. o9i29i2o2� Intersection Intersection Delay,s/veh30.3 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 123 0 156 9 193 49 47 170 0 0 266 53 Future Vol,veh/h 123 0 156 9 193 49 47 170 0 0 266 53 Peak Hour Factor 0.76 0.92 0.89 0.62 0.69 0.70 0.59 0.77 0.92 0.92 0.86 0.75 Heavy Vehicles, % 0 0 5 0 0 0 0 0 0 0 0 0 Mvmt Flow 162 0 175 15 280 70 80 221 0 0 309 71 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 , 1 , 1 - 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 , 1 , 1 - 1 HCM Control Delay 27.4 32.2 25.7 34.8 HCM LOS D � D � D � D Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 22% 44% 4% 0% Vol Thru, % 78% 0% 77% 83% Vol Right, % 0% 56% 20% 17% Sign Control � Stop Stop Stop Stop Traffic Vol by Lane 217 279 251 319 LT Vol , 47 123 9 0 Through Vol 170 0 193 266 RT Vol * 0 156 49 53 Lane Flow Rate 300 337 364 380 Geometry Grp 1 1 1 1 Degree of Util(X) 0.666 0.711 0.771 0.8 Departure Headway(Hd) 7.985 7.594 7.619 7.579 Convergence,Y/N Yes Yes Yes Yes Cap 451 475 473 475 Service Time 6.074 5.678 5.701 5.658 HCM Lane V/C Ratio 0.665 0.709 0.77 0.8 HCM Control Delay 25.7 27.4 32.2 34.8 HCM Lane LOS D D D D HCM 95th-tile Q 4.8 5.6 6.7 7.4 Scenario 1 Existing(2021)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary 3: Hamilton St./Congress Park Parking Lot & Congress St. o9i29i2o2� � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � "� � "�i �' � Traffic Volume(veh/h) 18 336 242 51 340 32 233 23 142 21 33 30 Future Volume(veh/h) 18 336 242 51 340 32 233 23 142 21 33 30 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate,veh/h 29 369 336 77 358 53 295 50 229 28 56 48 Peak Hour Factor 0.62 0.91 0.72 0.66 0.95 0.60 0.79 0.46 0.62 0.75 0.59 0.62 Percent Heavy Veh, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap,veh/h 400 423 385 169 746 110 424 113 517 194 362 613 Arrive On Green 0.46 0.46 0.46 0.46 0.46 0.46 0.38 0.38 0.38 0.38 0.38 0.38 SatFlow,veh/h 990 916 834 754 1617 239 1311 297 1359 344 951 1610 Grp Volume(v),veh/h 29 0 705 77 0 411 295 0 279 84 0 48 Grp Sat Flow(s),veh/h/In 990 0 1750 754 0 1857 1311 0 1655 1295 0 1610 Q Serve(g_s),s 1.6 0.0 27.6 7.4 0.0 11.6 16.5 0.0 9.5 0.3 0.0 1.4 Cycle Q Clear(g_c),s 13.2 0.0 27.6 35.0 0.0 11.6 26.3 0.0 9.5 9.8 0.0 1.4 Prop In Lane 1.00 0.48 1.00 0.13 1.00 0.82 0.33 1.00 Lane Grp Cap(c),veh/h 400 0 807 169 0 857 424 0 630 556 0 613 V/C Ratio(X) 0.07 0.00 0.87 0.46 0.00 0.48 0.70 0.00 0.44 0.15 0.00 0.08 Avail Cap(c_a),veh/h 400 0 807 169 0 857 443 0 655 579 0 637 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 18.7 0.0 18.4 34.4 0.0 14.1 27.5 0.0 17.5 15.4 0.0 15.0 Incr Delay(d2),s/veh 0.1 0.0 10.4 1.9 0.0 0.4 4.5 0.0 0.5 0.1 0.0 0.1 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/Ir0.4 0.0 12.3 1.5 0.0 4.6 5.4 0.0 3.5 0.9 0.0 0.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 18.8 0.0 28.8 36.3 0.0 14.5 31.9 0.0 18.0 15.6 0.0 15.1 LnGrp LOS B A C D A B C A B B A B Approach Vol,veh/h 734 488 574 132 Approach Delay,s/veh 28.4 18.0 25.2 15.4 Approach LOS C B C f B Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 41.0 34.9 41.0 34.9 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 35.0 30.0 35.0 30.0 Max Q Clear Time(g_c+11),s 29.6 11.8 37.0 28.3 Green Ext Time(p_c),s 2.4 0.5 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 23.9 HCM 6th LOS C Scenario 1 Existing(2021)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 3 HCM 6th Signalized Intersection Summary 1: Hamilton St. & Ballston Ave. o9i29i2o2� � � � � � � � � � � i � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � � � Traffic Volume(veh/h) 76 323 12 0 393 4 0 159 4 73 108 28 Future Volume(veh/h) 76 323 12 0 393 4 0 159 4 73 108 28 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1811 1796 1693 1900 1841 1900 1900 1885 1530 1900 1900 1900 Adj Flow Rate,veh/h 133 380 34 0 447 16 0 230 16 92 129 65 Peak Hour Factor 0.57 0.85 0.35 0.92 0.88 0.25 0.92 0.69 0.25 0.79 0.84 0.43 Percent Heavy Veh, % 6 7 14 0 4 0 0 1 25 0 0 0 Cap,veh/h 377 853 76 0 627 22 0 566 39 168 226 99 Arrive On Green 0.09 0.52 0.52 0.00 0.36 0.36 0.00 0.32 0.32 0.32 0.32 0.32 SatFlow,veh/h 1725 1625 145 0 1766 63 0 1742 121 335 696 303 Grp Volume(v),veh/h 133 0 414 0 0 463 0 0 246 286 0 0 Grp Sat Flow(s),veh/h/In 1725 0 1770 0 0 1829 0 0 1863 1334 0 0 Q Serve(g_s),s 3.5 0.0 11.6 0.0 0.0 17.5 0.0 0.0 8.2 8.2 0.0 0.0 Cycle Q Clear(g_c),s 3.5 0.0 11.6 0.0 0.0 17.5 0.0 0.0 8.2 16.4 0.0 0.0 Prop In Lane 1.00 0.08 0.00 0.03 0.00 0.07 0.32 0.23 Lane Grp Cap(c),veh/h 377 0 929 0 0 650 0 0 606 493 0 0 V/C Ratio(X) 0.35 0.00 0.45 0.00 0.00 0.71 0.00 0.00 0.41 0.58 0.00 0.00 Avail Cap(c_a),veh/h 472 0 929 0 0 650 0 0 606 493 0 0 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 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 14.7 0.0 11.8 0.0 0.0 22.3 0.0 0.0 21.0 24.0 0.0 0.0 Incr Delay(d2),s/veh 0.2 0.0 1.5 0.0 0.0 6.5 0.0 0.0 2.0 4.9 0.0 0.0 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/In 1.3 0.0 4.5 0.0 0.0 8.3 0.0 0.0 3.8 5.3 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 14.9 0.0 13.3 0.0 0.0 28.8 0.0 0.0 23.0 28.9 0.0 0.0 LnGrp LOS B A B A A C A A C C A A Approach Vol,veh/h 547 463 246 286 Approach Delay,s/veh 13.7 28.8 23.0 28.9 Approach LOS � B f C C � C � Timer-Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc),s 48.0 32.0 13.6 34.4 32.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 24.0 26.0 12.0 24.0 26.0 Max Q Clear Time(g_c+11),s 13.6 10.2 5.5 19.5 18.4 Green Ext Time(p_c),s 2.5 1.7 0.1 1.5 1.3 Intersection Summary HCM 6th Ctrl Delay 22.5 HCM 6th LOS C Scenario 1 No Build(2024)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 1 HCM 6th AWSC 2: Hamilton St. & W Circular St. o9i29i2o2� Intersection Intersection Delay,s/veh 13 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 39 2 115 5 120 61 42 198 0 0 87 32 Future Vol,veh/h 39 2 115 5 120 61 42 198 0 0 87 32 Peak Hour Factor 0.69 0.25 0.85 0.38 0.59 0.61 0.86 0.70 0.92 0.92 0.82 0.64 Heavy Vehicles, % 5 0 0 0 2 0 0 3 0 0 0 0 Mvmt Flow 57 8 135 13 203 100 49 283 0 0 106 50 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 , 1 , 1 - 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 , 1 , 1 - 1 HCM Control Delay 11.1 13.5 147 10.8 HCM LOS B � B � B � B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 17% 25% 3% 0% Vol Thru, % 82% 1% 65% 73% Vol Right, % 0% 74% 33% 27% Sign Control � Stop Stop Stop Stop Traffic Vol by Lane 240 156 186 119 LT Vol , 42 39 5 0 Through Vol 198 2 120 87 RT Vol , 0 115 61 32 Lane Flow Rate 332 200 317 156 Geometry Grp 1 1 1 1 Degree of Util(X) 0.52 0.308 0.48 0.251 Departure Headway(Hd) 5.641 5.549 5.455 5.779 Convergence,Y/N Yes Yes Yes Yes Cap 637 643 655 617 Service Time 3.709 3.629 3.525 3.863 HCM Lane V/C Ratio 0.521 0.311 0.484 0.253 HCM Control Delay 147 11.1 13.5 10.8 HCM Lane LOS B B B B HCM 95th-tile Q 3 1.3 2.6 1 Scenario 1 No Build(2024)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary 3: Hamilton St./Congress Park Parking Lot & Congress St. o9i29i2o2� � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � "� � "�i �' � Traffic Volume(veh/h) 9 170 92 78 124 26 117 28 87 7 7 4 Future Volume(veh/h) 9 170 92 78 124 26 117 28 87 7 7 4 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1900 1885 1900 1870 1900 1781 1826 1900 1900 1530 1900 1900 Adj Flow Rate,veh/h 29 227 115 107 207 52 165 56 116 14 14 16 Peak Hour Factor 0.31 0.75 0.80 0.73 0.60 0.50 0.71 0.50 0.75 0.50 0.50 0.25 Percent Heavy Veh, % 0 1 0 2 0 8 5 0 0 25 0 0 Cap,veh/h 460 423 214 386 526 132 551 195 405 339 301 571 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.35 0.35 0.35 0.35 0.35 0.35 SatFlow,veh/h 1138 1180 598 1039 1466 368 1347 552 1143 594 848 1610 Grp Volume(v),veh/h 29 0 342 107 0 259 165 0 172 28 0 16 Grp Sat Flow(s),veh/h/In1138 0 1778 1039 0 1834 1347 0 1694 1442 0 1610 Q Serve(g_s),s 0.8 0.0 6.4 3.8 0.0 4.4 4.2 0.0 3.1 0.0 0.0 0.3 Cycle Q Clear(g_c),s 5.2 0.0 6.4 10.2 0.0 4.4 7.3 0.0 3.1 3.1 0.0 0.3 Prop In Lane 1.00 0.34 1.00 0.20 1.00 0.67 0.50 1.00 Lane Grp Cap(c),veh/h 460 0 638 386 0 658 551 0 600 640 0 571 V/C Ratio(X) 0.06 0.00 0.54 0.28 0.00 0.39 0.30 0.00 0.29 0.04 0.00 0.03 Avail Cap(c_a),veh/h 1005 0 1488 883 0 1535 1039 0 1215 1183 0 1155 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 12.0 0.0 10.6 14.7 0.0 10.0 12.3 0.0 9.7 8.9 0.0 8.8 Incr Delay(d2),s/veh 0.1 0.0 0.7 0.4 0.0 0.4 0.3 0.0 0.3 0.0 0.0 0.0 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/Ir0.2 0.0 2.1 0.8 0.0 1.5 1.1 0.0 0.9 0.1 0.0 0.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 12.0 0.0 11.4 15.1 0.0 10.4 12.6 0.0 10.0 8.9 0.0 8.8 LnGrp LOS B A B B A B B A A A A A Approach Vol,veh/h 371 366 337 44 Approach Delay,s/veh 11.4 11.8 11.3 8.9 Approach LOS B B B f A Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 21.0 20.8 21.0 20.8 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 35.0 30.0 35.0 30.0 Max Q Clear Time(g_c+11),s 8.4 9.3 12.2 5.1 Green Ext Time(p_c),s 2.4 1.5 2.0 0.1 Intersection Summary HCM 6th Ctrl Delay 11.4 HCM 6th LOS B Scenario 1 No Build(2024)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 3 HCM 6th Signalized Intersection Summary 1: Hamilton St. & Ballston Ave. o9i29i2o2� � � � � � � � � � � i � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � � � Traffic Volume(veh/h) 89 507 11 9 604 0 4 129 14 127 193 117 Future Volume(veh/h) 89 507 11 9 604 0 4 129 14 127 193 117 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1900 1841 1900 1900 1870 1900 1900 1900 1900 1856 1885 1870 Adj Flow Rate,veh/h 111 570 15 15 755 0 8 174 56 174 280 133 Peak Hour Factor 0.80 0.89 0.75 0.62 0.80 0.92 0.50 0.74 0.25 0.73 0.69 0.88 Percent Heavy Veh, % 0 4 0 0 2 0 0 0 0 3 1 2 Cap,veh/h 314 992 26 47 745 0 48 428 134 184 231 106 Arrive On Green 0.08 0.56 0.56 0.41 0.41 0.00 0.31 0.31 0.31 0.31 0.31 0.31 SatFlow,veh/h 1810 1785 47 15 1836 0 21 1376 430 423 742 341 Grp Volume(v),veh/h 111 0 585 770 0 0 238 0 0 587 0 0 Grp Sat Flow(s),veh/h/In 1810 0 1832 1851 0 0 1827 0 0 1506 0 0 Q Serve(g_s),s 2.9 0.0 18.8 15.6 0.0 0.0 0.0 0.0 0.0 18.7 0.0 0.0 Cycle Q Clear(g_c),s 2.9 0.0 18.8 36.5 0.0 0.0 9.3 0.0 0.0 28.0 0.0 0.0 Prop In Lane 1.00 0.03 0.02 0.00 0.03 0.24 0.30 0.23 Lane Grp Cap(c),veh/h 314 0 1018 792 0 0 610 0 0 520 0 0 V/C Ratio(X) 0.35 0.00 0.57 0.97 0.00 0.00 0.39 0.00 0.00 1.13 0.00 0.00 Avail Cap(c_a),veh/h 445 0 1018 792 0 0 610 0 0 520 0 0 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 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 11.5 0.0 13.1 27.1 0.0 0.0 24.6 0.0 0.0 32.5 0.0 0.0 Incr Delay(d2),s/veh 0.3 0.0 2.4 26.0 0.0 0.0 1.9 0.0 0.0 79.6 0.0 0.0 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/In 1.1 0.0 7.7 21.5 0.0 0.0 4.2 0.0 0.0 22.9 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.7 0.0 15.4 53.1 0.0 0.0 26.4 0.0 0.0 112.1 0.0 0.0 LnGrp LOS B A B D A A C A A F A A Approach Vol,veh/h 696 770 238 587 Approach Delay,s/veh 14.8 53.1 26.4 112.1 Approach LOS � B f D C � F � Timer-Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc),s 56.0 34.0 13.5 42.5 34.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 30.0 28.0 14.0 30.0 28.0 Max Q Clear Time(g_c+11),s 20.8 30.0 4.9 38.5 11.3 Green Ext Time(p_c),s 3.5 0.0 0.1 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 53.8 HCM 6th LOS D Scenario 1 No Build(2024)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 1 HCM 6th AWSC 2: Hamilton St. & W Circular St. o9i29i2o2� Intersection Intersection Delay,s/veh31.7 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 124 0 157 9 195 49 47 172 0 0 268 53 Future Vol,veh/h 124 0 157 9 195 49 47 172 0 0 268 53 Peak Hour Factor 0.76 0.92 0.89 0.62 0.69 0.70 0.59 0.77 0.92 0.92 0.86 0.75 Heavy Vehicles, % 0 0 5 0 0 0 0 0 0 0 0 0 Mvmt Flow 163 0 176 15 283 70 80 223 0 0 312 71 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 , 1 , 1 - 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 , 1 , 1 - 1 HCM Control Delay 28.6 33.8 26.8 36.5 HCM LOS D � D � D � E Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 21% 44% 4% 0% Vol Thru, % 79% 0% 77% 83% Vol Right, % 0% 56% 19% 17% Sign Control � Stop Stop Stop Stop Traffic Vol by Lane 219 281 253 321 LT Vol , 47 124 9 0 Through Vol 172 0 195 268 RT Vol * 0 157 49 53 Lane Flow Rate 303 340 367 382 Geometry Grp 1 1 1 1 Degree of Util(X) 0.679 0.724 0.785 0.813 Departure Headway(Hd) 8.068 7.674 7.696 7.656 Convergence,Y/N Yes Yes Yes Yes Cap 445 469 466 470 Service Time 6.164 5.767 5.787 5.745 HCM Lane V/C Ratio 0.681 0.725 0.788 0.813 HCM Control Delay 26.8 28.6 33.8 36.5 HCM Lane LOS D D D E HCM 95th-tile Q 5 5.8 7 7.7 Scenario 1 No Build(2024)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary 3: Hamilton St./Congress Park Parking Lot & Congress St. o9i29i2o2� � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � "� � "�i �' � Traffic Volume(veh/h) 18 339 244 51 343 32 235 23 143 21 33 30 Future Volume(veh/h) 18 339 244 51 343 32 235 23 143 21 33 30 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate,veh/h 29 373 339 77 361 53 297 50 231 28 56 48 Peak Hour Factor 0.62 0.91 0.72 0.66 0.95 0.60 0.79 0.46 0.62 0.75 0.59 0.62 Percent Heavy Veh, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap,veh/h 396 422 383 162 745 109 424 112 520 194 362 615 Arrive On Green 0.46 0.46 0.46 0.46 0.46 0.46 0.38 0.38 0.38 0.38 0.38 0.38 SatFlow,veh/h 988 917 833 750 1619 238 1311 295 1361 343 948 1610 Grp Volume(v),veh/h 29 0 712 77 0 414 297 0 281 84 0 48 Grp Sat Flow(s),veh/h/In 988 0 1750 750 0 1857 1311 0 1655 1291 0 1610 Q Serve(g_s),s 1.6 0.0 28.2 6.8 0.0 11.8 16.7 0.0 9.6 0.3 0.0 1.4 Cycle Q Clear(g_c),s 13.4 0.0 28.2 35.0 0.0 11.8 26.6 0.0 9.6 9.9 0.0 1.4 Prop In Lane 1.00 0.48 1.00 0.13 1.00 0.82 0.33 1.00 Lane Grp Cap(c),veh/h 396 0 805 162 0 855 424 0 632 556 0 615 V/C Ratio(X) 0.07 0.00 0.88 0.48 0.00 0.48 0.70 0.00 0.44 0.15 0.00 0.08 Avail Cap(c_a),veh/h 396 0 805 162 0 855 441 0 653 576 0 635 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 18.9 0.0 18.7 35.0 0.0 14.3 27.5 0.0 17.5 15.4 0.0 15.0 Incr Delay(d2),s/veh 0.1 0.0 11.4 2.2 0.0 0.4 4.7 0.0 0.5 0.1 0.0 0.1 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/Ir0.4 0.0 12.8 1.5 0.0 4.6 5.5 0.0 3.5 0.9 0.0 0.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 19.0 0.0 30.1 37.2 0.0 14.7 32.2 0.0 18.0 15.5 0.0 15.0 LnGrp LOS B A C D A B C A B B A B Approach Vol,veh/h 741 491 578 132 Approach Delay,s/veh 29.7 18.2 25.3 15.4 Approach LOS C B C f B Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 41.0 35.0 41.0 35.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 35.0 30.0 35.0 30.0 Max Q Clear Time(g_c+11),s 30.2 11.9 37.0 28.6 Green Ext Time(p_c),s 2.2 0.5 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 24.5 HCM 6th LOS C Scenario 1 No Build(2024)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 3 HCM 6th Signalized Intersection Summary Standard Distribution 1: Hamilton St. & Ballston Ave. �oi�ai2o2� � � � � � � � � � � i � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � � � Traffic Volume(veh/h) 89 323 12 0 393 4 0 182 4 75 112 32 Future Volume(veh/h) 89 323 12 0 393 4 0 182 4 75 112 32 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1811 1796 1693 1900 1841 1900 1900 1885 1530 1900 1900 1900 Adj Flow Rate,veh/h 156 380 34 0 447 16 0 264 16 95 133 74 Peak Hour Factor 0.57 0.85 0.35 0.92 0.88 0.25 0.92 0.69 0.25 0.79 0.84 0.43 Percent Heavy Veh, % 6 7 14 0 4 0 0 1 25 0 0 0 Cap,veh/h 378 853 76 0 624 22 0 572 35 156 210 100 Arrive On Green 0.10 0.52 0.52 0.00 0.35 0.35 0.00 0.32 0.32 0.32 0.32 0.32 SatFlow,veh/h 1725 1625 145 0 1766 63 0 1759 107 299 648 307 Grp Volume(v),veh/h 156 0 414 0 0 463 0 0 280 302 0 0 Grp Sat Flow(s),veh/h/In 1725 0 1770 0 0 1829 0 0 1866 1254 0 0 Q Serve(g_s),s 4.2 0.0 11.6 0.0 0.0 17.5 0.0 0.0 9.5 9.4 0.0 0.0 Cycle Q Clear(g_c),s 4.2 0.0 11.6 0.0 0.0 17.5 0.0 0.0 9.5 19.0 0.0 0.0 Prop In Lane 1.00 0.08 0.00 0.03 0.00 0.06 0.31 0.25 Lane Grp Cap(c),veh/h 378 0 929 0 0 646 0 0 606 467 0 0 V/C Ratio(X) 0.41 0.00 0.45 0.00 0.00 0.72 0.00 0.00 0.46 0.65 0.00 0.00 Avail Cap(c_a),veh/h 469 0 929 0 0 646 0 0 606 467 0 0 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 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 15.0 0.0 11.8 0.0 0.0 22.4 0.0 0.0 21.4 25.0 0.0 0.0 Incr Delay(d2),s/veh 0.3 0.0 1.5 0.0 0.0 6.7 0.0 0.0 2.5 6.8 0.0 0.0 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/In 1.5 0.0 4.6 0.0 0.0 8.3 0.0 0.0 4.4 5.9 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 15.3 0.0 13.3 0.0 0.0 29.1 0.0 0.0 24.0 31.8 0.0 0.0 LnGrp LOS B A B A A C A A C C A A Approach Vol,veh/h 570 463 280 302 Approach Delay,s/veh 13.9 29.1 24.0 31.8 Approach LOS � B f C C � C � Timer-Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc),s 48.0 32.0 13.8 34.2 32.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 24.0 26.0 12.0 24.0 26.0 Max Q Clear Time(g_c+11),s 13.6 11.5 6.2 19.5 21.0 Green Ext Time(p_c),s 2.5 1.9 0.1 1.5 1.1 Intersection Summary HCM 6th Ctrl Delay 23.3 HCM 6th LOS C Scenario 1 Build(2024)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 1 HCM 6th AWSC Standard Distribution 2: Hamilton St. & W Circular St. �oi�ai2o2� Intersection Intersection Delay,s/veh 15.4 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 48 2 115 5 120 69 42 234 0 0 95 34 Future Vol,veh/h 48 2 115 5 120 69 42 234 0 0 95 34 Peak Hour Factor 0.69 0.25 0.85 0.38 0.59 0.61 0.86 0.70 0.92 0.92 0.82 0.64 Heavy Vehicles, % 5 0 0 0 2 0 0 3 0 0 0 0 Mvmt Flow 70 8 135 13 203 113 49 334 0 0 116 53 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 , 1 , 1 - 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 , 1 , 1 - 1 HCM Control Delay 12.3 15.4 18.6 11.8 HCM LOS B � C � C � B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 15% 29% 3% 0% Vol Thru, % 85% 1% 62% 74% Vol Right, % 0% 70% 36% 26% Sign Control � Stop Stop Stop Stop Traffic Vol by Lane 276 165 194 129 LT Vol , 42 48 5 0 Through Vol 234 2 120 95 RT Vol * 0 115 69 34 Lane Flow Rate 383 213 330 169 Geometry Grp 1 1 1 1 Degree of Util(X) 0.633 0.355 0.533 0.29 Departure Headway(Hd) 5.947 6.001 5.824 6.181 Convergence,Y/N Yes Yes Yes Yes Cap 613 598 620 580 Service Time 3.947 4.053 3.871 4.235 HCM Lane V/C Ratio 0.625 0.356 0.532 0.291 HCM Control Delay 18.6 12.3 15.4 11.8 HCM Lane LOS C B C B HCM 95th-tile Q 4.5 1.6 3.1 1.2 Scenario 1 Build(2024)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary Standard Distribution 3: Hamilton St./Congress Park Parking Lot & Congress St. �oi�ai2o2� � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � "� � "�i �' � Traffic Volume(veh/h) 9 170 108 90 124 26 120 28 89 7 7 4 Future Volume(veh/h) 9 170 108 90 124 26 120 28 89 7 7 4 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1900 1885 1900 1900 1900 1781 1826 1900 1900 1530 1900 1900 Adj Flow Rate,veh/h 29 227 135 123 207 52 169 56 119 14 14 16 Peak Hour Factor 0.31 0.75 0.80 0.73 0.60 0.50 0.71 0.50 0.75 0.50 0.50 0.25 Percent Heavy Veh, % 0 1 0 0 0 8 5 0 0 25 0 0 Cap,veh/h 469 406 242 381 537 135 540 190 403 333 295 564 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.35 0.35 0.35 0.35 0.35 0.35 SatFlow,veh/h 1138 1108 659 1036 1466 368 1347 542 1151 587 841 1610 Grp Volume(v),veh/h 29 0 362 123 0 259 169 0 175 28 0 16 Grp Sat Flow(s),veh/h/In1138 0 1767 1036 0 1834 1347 0 1693 1428 0 1610 Q Serve(g_s),s 0.8 0.0 6.9 4.5 0.0 4.4 4.4 0.0 3.2 0.0 0.0 0.3 Cycle Q Clear(g_c),s 5.2 0.0 6.9 11.5 0.0 4.4 7.6 0.0 3.2 3.2 0.0 0.3 Prop In Lane 1.00 0.37 1.00 0.20 1.00 0.68 0.50 1.00 Lane Grp Cap(c),veh/h 469 0 648 381 0 672 540 0 593 627 0 564 V/C Ratio(X) 0.06 0.00 0.56 0.32 0.00 0.39 0.31 0.00 0.30 0.04 0.00 0.03 Avail Cap(c_a),veh/h 991 0 1459 856 0 1514 1022 0 1198 1161 0 1140 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 11.8 0.0 10.7 15.3 0.0 9.9 12.7 0.0 10.0 9.1 0.0 9.0 Incr Delay(d2),s/veh 0.1 0.0 0.8 0.5 0.0 0.4 0.3 0.0 0.3 0.0 0.0 0.0 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/Ir0.2 0.0 2.2 1.0 0.0 1.4 1.1 0.0 1.0 0.1 0.0 0.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.9 0.0 11.4 15.7 0.0 10.3 13.1 0.0 10.3 9.1 0.0 9.1 LnGrp LOS B A B B A B B A B A A A Approach Vol,veh/h 391 382 344 44 Approach Delay,s/veh 11.5 12.0 11.6 9.1 Approach LOS B B B f A Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 21.5 20.8 21.5 20.8 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 35.0 30.0 35.0 30.0 Max Q Clear Time(g_c+11),s 8.9 9.6 13.5 5.2 Green Ext Time(p_c),s 2.5 1.5 2.1 0.1 Intersection Summary HCM 6th Ctrl Delay 11.6 HCM 6th LOS B Scenario 1 Build(2024)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 3 HCM 6th TWSC Standard Distribution 4: Hamilton St. & 269 Broadway Garage 10/14/2021 Intersection Int Delay,s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations � "�i �' Traffic Vol,veh/h 10 5 298 53 28 177 Future Vol,veh/h 10 5 298 53 28 177 Conflicting Peds,#/hr 6 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 11 5 324 58 30 192 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 611 353 0 0 382 0 Stage 1 353 - - - - - Stage 2 258 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 457 691 - - 1176 - Stage 1 711 - - - - - Stage 2 785 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 441 691 - - 1176 - Mov Cap-2 Maneuver 441 - - - - - Stage 1 711 - - - - - Stage 2 758 - - - - - Approach WB NB SB HCM Control Delay,s 12.4 0 1.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 501 1176 - HCM Lane V/C Ratio - - 0.033 0.026 - HCM Control Delay(s) - - 12.4 8.1 0 HCM Lane LOS - - B A A HCM 95th%tile Q(veh) - - 0.1 0.1 - Scenario 1 Build(2024)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 4 HCM 6th Signalized Intersection Summary Standard Distribution 1: Hamilton St. & Ballston Ave. �oi�ai2o2� � � � � � � � � � � i � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � � � Traffic Volume(veh/h) 94 507 11 9 604 0 4 138 14 134 210 127 Future Volume(veh/h) 94 507 11 9 604 0 4 138 14 134 210 127 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1900 1841 1900 1900 1870 1900 1900 1900 1900 1856 1885 1870 Adj Flow Rate,veh/h 118 570 15 15 755 0 8 186 56 184 304 144 Peak Hour Factor 0.80 0.89 0.75 0.62 0.80 0.92 0.50 0.74 0.25 0.73 0.69 0.88 Percent Heavy Veh, % 0 4 0 0 2 0 0 0 0 3 1 2 Cap,veh/h 316 992 26 47 743 0 47 436 128 180 227 105 Arrive On Green 0.08 0.56 0.56 0.40 0.40 0.00 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow,veh/h 1810 1785 47 15 1836 0 20 1400 410 413 731 338 Grp Volume(v),veh/h 118 0 585 770 0 0 250 0 0 632 0 0 Grp Sat Flow(s),veh/h/In 1810 0 1832 1851 0 0 1830 0 0 1482 0 0 Q Serve(g_s),s 3.1 0.0 18.8 15.5 0.0 0.0 0.0 0.0 0.0 18.2 0.0 0.0 Cycle Q Clear(g_c),s 3.1 0.0 18.8 36.4 0.0 0.0 9.8 0.0 0.0 28.0 0.0 0.0 Prop In Lane 1.00 0.03 0.02 0.00 0.03 0.22 0.29 0.23 Lane Grp Cap(c),veh/h 316 0 1018 790 0 0 611 0 0 513 0 0 V/C Ratio(X) 0.37 0.00 0.57 0.97 0.00 0.00 0.41 0.00 0.00 1.23 0.00 0.00 Avail Cap(c_a),veh/h 445 0 1018 790 0 0 611 0 0 513 0 0 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 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 11.5 0.0 13.1 27.2 0.0 0.0 24.7 0.0 0.0 32.7 0.0 0.0 Incr Delay(d2),s/veh 0.3 0.0 2.4 26.4 0.0 0.0 2.0 0.0 0.0 120.9 0.0 0.0 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/In 1.2 0.0 7.7 21.6 0.0 0.0 4.5 0.0 0.0 28.5 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.8 0.0 15.4 53.6 0.0 0.0 26.8 0.0 0.0 153.6 0.0 0.0 LnGrp LOS B A B D A A C A A F A A Approach Vol,veh/h 703 770 250 632 Approach Delay,s/veh 14.8 53.6 26.8 153.6 Approach LOS � B f D C � F � Timer-Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc),s 56.0 34.0 13.6 42.4 34.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 30.0 28.0 14.0 30.0 28.0 Max Q Clear Time(g_c+11),s 20.8 30.0 5.1 38.4 11.8 Green Ext Time(p_c),s 3.5 0.0 0.1 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 66.0 HCM 6th LOS E Scenario 1 Build(2024)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 1 HCM 6th AWSC Standard Distribution 2: Hamilton St. & W Circular St. �oi�ai2o2� Intersection Intersection Delay,s/veh 55 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 133 0 157 9 195 53 47 186 0 0 303 70 Future Vol,veh/h 133 0 157 9 195 53 47 186 0 0 303 70 Peak Hour Factor 0.76 0.92 0.89 0.62 0.69 0.70 0.59 0.77 0.92 0.92 0.86 0.75 Heavy Vehicles, % 0 0 5 0 0 0 0 0 0 0 0 0 Mvmt Flow 175 0 176 15 283 76 80 242 0 0 352 93 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 , 1 , 1 - 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 , 1 , 1 - 1 HCM Control Delay 42.1 49.5 38.8 81.6 HCM LOS E � E � E � F Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 20% 46% 4% 0% Vol Thru, % 80% 0% 76% 81% Vol Right, % 0% 54% 21% 19% Sign Control � Stop Stop Stop Stop Traffic Vol by Lane 233 290 257 373 LT Vol , 47 133 9 0 Through Vol 186 0 195 303 RT Vol * 0 157 53 70 Lane Flow Rate 321 351 373 446 Geometry Grp 1 1 1 1 Degree of Util(X) 0.789 0.828 0.879 1.032 Departure Headway(Hd) 9.132 8.779 8.778 8.339 Convergence,Y/N Yes Yes Yes Yes Cap 398 415 414 432 Service Time 7.132 6.779 6.778 6.42 HCM Lane V/C Ratio 0.807 0.846 0.901 1.032 HCM Control Delay 38.8 42.1 49.5 81.6 HCM Lane LOS E E E F HCM 95th-tile Q 6.8 7.7 8.9 13.7 Scenario 1 Build(2024)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary Standard Distribution 3: Hamilton St./Congress Park Parking Lot & Congress St. �oi�ai2o2� � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � "� � "�i �' � Traffic Volume(veh/h) 18 339 259 56 343 32 264 23 153 21 33 30 Future Volume(veh/h) 18 339 259 56 343 32 264 23 153 21 33 30 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1900 1885 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate,veh/h 29 373 360 85 361 53 334 50 247 28 56 48 Peak Hour Factor 0.62 0.91 0.72 0.66 0.95 0.60 0.79 0.46 0.62 0.75 0.59 0.62 Percent Heavy Veh, % 0 1 0 0 0 0 0 0 0 0 0 0 Cap,veh/h 388 401 387 133 736 108 423 108 535 193 359 627 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.39 0.39 0.39 0.39 0.39 0.39 SatFlow,veh/h 988 881 851 735 1619 238 1311 278 1374 335 922 1610 Grp Volume(v),veh/h 29 0 733 85 0 414 334 0 297 84 0 48 Grp Sat Flow(s),veh/h/In 988 0 1732 735 0 1857 1311 0 1653 1257 0 1610 Q Serve(g_s),s 1.6 0.0 30.8 4.2 0.0 12.0 19.3 0.0 10.3 0.4 0.0 1.4 Cycle Q Clear(g_c),s 13.7 0.0 30.8 35.0 0.0 12.0 30.0 0.0 10.3 10.7 0.0 1.4 Prop In Lane 1.00 0.49 1.00 0.13 1.00 0.83 0.33 1.00 Lane Grp Cap(c),veh/h 388 0 787 133 0 844 423 0 644 552 0 627 V/C Ratio(X) 0.07 0.00 0.93 0.64 0.00 0.49 0.79 0.00 0.46 0.15 0.00 0.08 Avail Cap(c_a),veh/h 388 0 787 133 0 844 423 0 644 552 0 627 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 19.5 0.0 19.9 37.5 0.0 14.7 29.0 0.0 17.5 15.3 0.0 14.8 Incr Delay(d2),s/veh 0.1 0.0 17.6 9.6 0.0 0.4 9.8 0.0 0.5 0.1 0.0 0.1 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/Ir0.4 0.0 15.0 1.9 0.0 4.8 7.0 0.0 3.8 0.9 0.0 0.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 19.6 0.0 37.4 47.1 0.0 15.2 38.7 0.0 18.0 15.4 0.0 14.8 LnGrp LOS B A D D A B D A B B A B Approach Vol,veh/h 762 499 631 132 Approach Delay,s/veh 36.8 20.6 29.0 15.2 Approach LOS D C C f B Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 41.0 36.0 41.0 36.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 35.0 30.0 35.0 30.0 Max Q Clear Time(g_c+11),s 32.8 12.7 37.0 32.0 Green Ext Time(p_c),s 1.1 0.5 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 28.9 HCM 6th LOS C Scenario 1 Build(2024)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 3 HCM 6th TWSC Standard Distribution 4: Hamilton St. & 269 Broadway Garage 10/14/2021 Intersection Int Delay,s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations � "�i �' Traffic Vol,veh/h 52 40 345 26 20 329 Future Vol,veh/h 52 40 345 26 20 329 Conflicting Peds,#/hr 40 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 57 43 375 28 22 358 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 831 389 0 0 403 0 Stage 1 389 - - - - - Stage 2 442 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 340 659 - - 1156 - Stage 1 685 - - - - - Stage 2 648 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 319 659 - - 1156 - Mov Cap-2 Maneuver 319 - - - - - Stage 1 685 - - - - - Stage 2 608 - - - - - Approach WB NB SB HCM Control Delay,s 16.6 0 0.5 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 411 1156 - HCM Lane V/C Ratio - - 0.243 0.019 - HCM Control Delay(s) - - 16.6 8.2 0 HCM Lane LOS - - C A A HCM 95th%tile Q(veh) - - 0.9 0.1 - Scenario 1 Build(2024)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 4 HCM 6th Signalized Intersection Summary Modified Distribution 1: Hamilton St. & Ballston Ave. �oiosi2o2� � � � � � � � � � � i � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � � � Traffic Volume(veh/h) 89 323 12 0 393 4 0 182 4 73 108 28 Future Volume(veh/h) 89 323 12 0 393 4 0 182 4 73 108 28 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1811 1796 1693 1900 1841 1900 1900 1885 1530 1900 1900 1900 Adj Flow Rate,veh/h 156 380 34 0 447 16 0 264 16 92 129 65 Peak Hour Factor 0.57 0.85 0.35 0.92 0.88 0.25 0.92 0.69 0.25 0.79 0.84 0.43 Percent Heavy Veh, % 6 7 14 0 4 0 0 1 25 0 0 0 Cap,veh/h 378 853 76 0 624 22 0 572 35 159 213 92 Arrive On Green 0.10 0.52 0.52 0.00 0.35 0.35 0.00 0.32 0.32 0.32 0.32 0.32 SatFlow,veh/h 1725 1625 145 0 1766 63 0 1759 107 306 656 283 Grp Volume(v),veh/h 156 0 414 0 0 463 0 0 280 286 0 0 Grp Sat Flow(s),veh/h/In 1725 0 1770 0 0 1829 0 0 1866 1244 0 0 Q Serve(g_s),s 4.2 0.0 11.6 0.0 0.0 17.5 0.0 0.0 9.5 8.7 0.0 0.0 Cycle Q Clear(g_c),s 4.2 0.0 11.6 0.0 0.0 17.5 0.0 0.0 9.5 18.2 0.0 0.0 Prop In Lane 1.00 0.08 0.00 0.03 0.00 0.06 0.32 0.23 Lane Grp Cap(c),veh/h 378 0 929 0 0 646 0 0 606 464 0 0 V/C Ratio(X) 0.41 0.00 0.45 0.00 0.00 0.72 0.00 0.00 0.46 0.62 0.00 0.00 Avail Cap(c_a),veh/h 469 0 929 0 0 646 0 0 606 464 0 0 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 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 15.0 0.0 11.8 0.0 0.0 22.4 0.0 0.0 21.4 24.7 0.0 0.0 Incr Delay(d2),s/veh 0.3 0.0 1.5 0.0 0.0 6.7 0.0 0.0 2.5 6.0 0.0 0.0 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/In 1.5 0.0 4.6 0.0 0.0 8.3 0.0 0.0 4.4 5.5 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 15.3 0.0 13.3 0.0 0.0 29.1 0.0 0.0 24.0 30.8 0.0 0.0 LnGrp LOS B A B A A C A A C C A A Approach Vol,veh/h 570 463 280 286 Approach Delay,s/veh 13.9 29.1 24.0 30.8 Approach LOS � B f C C � C � Timer-Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc),s 48.0 32.0 13.8 34.2 32.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 24.0 26.0 12.0 24.0 26.0 Max Q Clear Time(g_c+11),s 13.6 11.5 6.2 19.5 20.2 Green Ext Time(p_c),s 2.5 1.9 0.1 1.5 1.1 Intersection Summary HCM 6th Ctrl Delay 23.1 HCM 6th LOS C Scenario 1 Build(2024)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 1 HCM 6th AWSC Modified Distribution 2: Hamilton St. & W Circular St. �oiosi2o2� Intersection Intersection Delay,s/veh 15.2 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 48 2 115 5 120 69 42 234 0 0 87 32 Future Vol,veh/h 48 2 115 5 120 69 42 234 0 0 87 32 Peak Hour Factor 0.69 0.25 0.85 0.38 0.59 0.61 0.86 0.70 0.92 0.92 0.82 0.64 Heavy Vehicles, % 5 0 0 0 2 0 0 3 0 0 0 0 Mvmt Flow 70 8 135 13 203 113 49 334 0 0 106 50 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 , 1 , 1 - 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 , 1 , 1 - 1 HCM Control Delay 12.2 15.2 18.3 11.5 HCM LOS B � C � C � B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 15% 29% 3% 0% Vol Thru, % 85% 1% 62% 73% Vol Right, % 0% 70% 36% 27% Sign Control � Stop Stop Stop Stop Traffic Vol by Lane 276 165 194 119 LT Vol , 42 48 5 0 Through Vol 234 2 120 87 RT Vol * 0 115 69 32 Lane Flow Rate 383 213 330 156 Geometry Grp 1 1 1 1 Degree of Util(X) 0.626 0.351 0.53 0.267 Departure Headway(Hd) 5.881 5.938 5.786 6.154 Convergence,Y/N Yes Yes Yes Yes Cap 617 605 626 582 Service Time 3.902 3.987 3.808 4.207 HCM Lane V/C Ratio 0.621 0.352 0.527 0.268 HCM Control Delay 18.3 12.2 15.2 11.5 HCM Lane LOS C B C B HCM 95th-tile Q 4.4 1.6 3.1 1.1 Scenario 1 Build(2024)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary Modified Distribution 3: Hamilton St./Congress Park Parking Lot & Congress St. �oiosi2o2� � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � "� � "�i �' � Traffic Volume(veh/h) 9 170 108 90 124 26 126 28 93 7 7 4 Future Volume(veh/h) 9 170 108 90 124 26 126 28 93 7 7 4 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1900 1885 1900 1900 1900 1781 1826 1900 1900 1530 1900 1900 Adj Flow Rate,veh/h 29 227 135 123 207 52 177 56 124 14 14 16 Peak Hour Factor 0.31 0.75 0.80 0.73 0.60 0.50 0.71 0.50 0.75 0.50 0.50 0.25 Percent Heavy Veh, % 0 1 0 0 0 8 5 0 0 25 0 0 Cap,veh/h 468 406 242 380 537 135 537 184 408 331 292 564 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.35 0.35 0.35 0.35 0.35 0.35 SatFlow,veh/h 1138 1108 659 1036 1466 368 1347 526 1164 580 834 1610 Grp Volume(v),veh/h 29 0 362 123 0 259 177 0 180 28 0 16 Grp Sat Flow(s),veh/h/In1138 0 1767 1036 0 1834 1347 0 1690 1414 0 1610 Q Serve(g_s),s 0.8 0.0 6.9 4.6 0.0 4.4 4.7 0.0 3.3 0.0 0.0 0.3 Cycle Q Clear(g_c),s 5.2 0.0 6.9 11.5 0.0 4.4 8.0 0.0 3.3 3.3 0.0 0.3 Prop In Lane 1.00 0.37 1.00 0.20 1.00 0.69 0.50 1.00 Lane Grp Cap(c),veh/h 468 0 648 380 0 672 537 0 592 623 0 564 V/C Ratio(X) 0.06 0.00 0.56 0.32 0.00 0.39 0.33 0.00 0.30 0.04 0.00 0.03 Avail Cap(c_a),veh/h 990 0 1458 855 0 1513 1017 0 1196 1154 0 1139 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 11.8 0.0 10.7 15.3 0.0 9.9 12.9 0.0 10.0 9.1 0.0 9.0 Incr Delay(d2),s/veh 0.1 0.0 0.8 0.5 0.0 0.4 0.4 0.0 0.3 0.0 0.0 0.0 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/Ir0.2 0.0 2.2 1.0 0.0 1.4 1.2 0.0 1.0 0.1 0.0 0.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.9 0.0 11.5 15.8 0.0 10.3 13.3 0.0 10.3 9.1 0.0 9.1 LnGrp LOS B A B B A B B A B A A A Approach Vol,veh/h 391 382 357 44 Approach Delay,s/veh 11.5 12.0 11.8 9.1 Approach LOS B B B f A Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 21.6 20.9 21.6 20.9 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 35.0 30.0 35.0 30.0 Max Q Clear Time(g_c+11),s 8.9 10.0 13.5 5.3 Green Ext Time(p_c),s 2.5 1.6 2.1 0.1 Intersection Summary HCM 6th Ctrl Delay 11.7 HCM 6th LOS B Scenario 1 Build(2024)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 3 HCM 6th TWSC Modified Distribution 4: Hamilton St. & 269 Broadway Garage 10/08/2021 Intersection Int Delay,s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations � "�i �' Traffic Vol,veh/h 0 15 298 53 28 177 Future Vol,veh/h 0 15 298 53 28 177 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 16 324 58 30 192 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 605 353 0 0 382 0 Stage 1 353 - - - - - Stage 2 252 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 461 691 - - 1176 - Stage 1 711 - - - - - Stage 2 790 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 448 691 - - 1176 - Mov Cap-2 Maneuver 448 - - - - - Stage 1 711 - - - - - Stage 2 767 - - - - - Approach WB NB SB HCM Control Delay,s 10.3 0 1.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 691 1176 - HCM Lane V/C Ratio - - 0.024 0.026 - HCM Control Delay(s) - - 10.3 8.1 0 HCM Lane LOS - - B A A HCM 95th%tile Q(veh) - - 0.1 0.1 - Scenario 1 Build(2024)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 4 HCM 6th Signalized Intersection Summary Modified Distribution 1: Hamilton St. & Ballston Ave. �oiosi2o2� � � � � � � � � � � i � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � � � Traffic Volume(veh/h) 94 507 11 9 604 0 4 137 14 127 193 117 Future Volume(veh/h) 94 507 11 9 604 0 4 137 14 127 193 117 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1900 1841 1900 1900 1870 1900 1900 1900 1900 1856 1885 1870 Adj Flow Rate,veh/h 118 570 15 15 755 0 8 185 56 174 280 133 Peak Hour Factor 0.80 0.89 0.75 0.62 0.80 0.92 0.50 0.74 0.25 0.73 0.69 0.88 Percent Heavy Veh, % 0 4 0 0 2 0 0 0 0 3 1 2 Cap,veh/h 316 992 26 47 743 0 48 435 128 182 228 105 Arrive On Green 0.08 0.56 0.56 0.40 0.40 0.00 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow,veh/h 1810 1785 47 15 1836 0 20 1399 412 418 733 337 Grp Volume(v),veh/h 118 0 585 770 0 0 249 0 0 587 0 0 Grp Sat Flow(s),veh/h/In 1810 0 1832 1851 0 0 1830 0 0 1488 0 0 Q Serve(g_s),s 3.1 0.0 18.8 15.5 0.0 0.0 0.0 0.0 0.0 18.2 0.0 0.0 Cycle Q Clear(g_c),s 3.1 0.0 18.8 36.4 0.0 0.0 9.8 0.0 0.0 28.0 0.0 0.0 Prop In Lane 1.00 0.03 0.02 0.00 0.03 0.22 0.30 0.23 Lane Grp Cap(c),veh/h 316 0 1018 790 0 0 611 0 0 515 0 0 V/C Ratio(X) 0.37 0.00 0.57 0.97 0.00 0.00 0.41 0.00 0.00 1.14 0.00 0.00 Avail Cap(c_a),veh/h 445 0 1018 790 0 0 611 0 0 515 0 0 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 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 11.5 0.0 13.1 27.2 0.0 0.0 24.7 0.0 0.0 32.6 0.0 0.0 Incr Delay(d2),s/veh 0.3 0.0 2.4 26.4 0.0 0.0 2.0 0.0 0.0 84.3 0.0 0.0 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/In 1.2 0.0 7.7 21.6 0.0 0.0 4.5 0.0 0.0 23.3 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.8 0.0 15.4 53.6 0.0 0.0 26.7 0.0 0.0 116.9 0.0 0.0 LnGrp LOS B A B D A A C A A F A A Approach Vol,veh/h 703 770 249 587 Approach Delay,s/veh 14.8 53.6 26.7 116.9 Approach LOS � B f D C � F � Timer-Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc),s 56.0 34.0 13.6 42.4 34.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 30.0 28.0 14.0 30.0 28.0 Max Q Clear Time(g_c+11),s 20.8 30.0 5.1 38.4 11.8 Green Ext Time(p_c),s 3.5 0.0 0.1 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 55.0 HCM 6th LOS D Scenario 1 Build(2024)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 1 HCM 6th AWSC Modified Distribution 2: Hamilton St. & W Circular St. �oiosi2o2� Intersection Intersection Delay,s/veh38.6 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 133 0 157 9 195 52 47 185 0 0 268 53 Future Vol,veh/h 133 0 157 9 195 52 47 185 0 0 268 53 Peak Hour Factor 0.76 0.92 0.89 0.62 0.69 0.70 0.59 0.77 0.92 0.92 0.86 0.75 Heavy Vehicles, % 0 0 5 0 0 0 0 0 0 0 0 0 MvmtFlow 175 0 176 15 283 74 80 240 0 0 312 71 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 , 1 , 1 - 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 , 1 , 1 - 1 HCM Control Delay 35.5 40.9 33.1 43.8 HCM LOS E � E � D � E Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 20% 46% 4% 0% Vol Thru, % 80% 0% 76% 83% Vol Right, % 0% 54% 20% 17% Sign Control � Stop Stop Stop Stop Traffic Vol by Lane 232 290 256 321 LT Vol , 47 133 9 0 Through Vol 185 0 195 268 RT Vol * 0 157 52 53 Lane Flow Rate 320 351 371 382 Geometry Grp 1 1 1 1 Degree of Util(X) 0.751 0.789 0.836 0.858 Departure Headway(Hd) 8.45 8.082 8.105 8.08 Convergence,Y/N Yes Yes Yes Yes Cap 425 446 446 447 Service Time 6.536 6.165 6.187 6.159 HCM Lane V/C Ratio 0.753 0.787 0.832 0.855 HCM Control Delay 33.1 35.5 40.9 43.8 HCM Lane LOS D E E E HCM 95th-tile Q 6.2 7 8.1 8.6 Scenario 1 Build(2024)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary Modified Distribution 3: Hamilton St./Congress Park Parking Lot & Congress St. �oiosi2o2� � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � "� � "�i �' � Traffic Volume(veh/h) 18 339 259 56 343 32 303 23 167 21 33 30 Future Volume(veh/h) 18 339 259 56 343 32 303 23 167 21 33 30 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1900 1885 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate,veh/h 29 373 360 85 361 53 384 50 269 28 56 48 Peak Hour Factor 0.62 0.91 0.72 0.66 0.95 0.60 0.79 0.46 0.62 0.75 0.59 0.62 Percent Heavy Veh, % 0 1 0 0 0 0 0 0 0 0 0 0 Cap,veh/h 388 401 387 133 736 108 405 101 542 185 344 627 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.39 0.39 0.39 0.39 0.39 0.39 SatFlow,veh/h 988 881 851 735 1619 238 1311 259 1391 315 883 1610 Grp Volume(v),veh/h 29 0 733 85 0 414 384 0 319 84 0 48 Grp Sat Flow(s),veh/h/In 988 0 1732 735 0 1857 1311 0 1650 1198 0 1610 Q Serve(g_s),s 1.6 0.0 30.8 4.2 0.0 12.0 18.3 0.0 11.3 0.4 0.0 1.4 Cycle Q Clear(g_c),s 13.7 0.0 30.8 35.0 0.0 12.0 30.0 0.0 11.3 11.7 0.0 1.4 Prop In Lane 1.00 0.49 1.00 0.13 1.00 0.84 0.33 1.00 Lane Grp Cap(c),veh/h 388 0 787 133 0 844 405 0 643 529 0 627 V/C Ratio(X) 0.07 0.00 0.93 0.64 0.00 0.49 0.95 0.00 0.50 0.16 0.00 0.08 Avail Cap(c_a),veh/h 388 0 787 133 0 844 405 0 643 529 0 627 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 19.5 0.0 19.9 37.5 0.0 14.7 31.1 0.0 17.8 15.4 0.0 14.8 Incr Delay(d2),s/veh 0.1 0.0 17.6 9.6 0.0 0.4 31.6 0.0 0.6 0.1 0.0 0.1 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/Ir0.4 0.0 15.0 1.9 0.0 4.8 10.7 0.0 4.1 0.9 0.0 0.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 19.6 0.0 37.4 47.1 0.0 15.2 62.7 0.0 18.4 15.5 0.0 14.8 LnGrp LOS B A D D A B E A B B A B Approach Vol,veh/h 762 499 703 132 Approach Delay,s/veh 36.8 20.6 42.6 15.3 Approach LOS D C D f B Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 41.0 36.0 41.0 36.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 35.0 30.0 35.0 30.0 Max Q Clear Time(g_c+11),s 32.8 13.7 37.0 32.0 Green Ext Time(p_c),s 1.1 0.5 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 33.5 HCM 6th LOS C Scenario 1 Build(2024)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 3 HCM 6th TWSC Modified Distribution 4: Hamilton St. & 269 Broadway Garage 10/08/2021 Intersection Int Delay,s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations � "�i �' Traffic Vol,veh/h 0 92 345 26 20 329 Future Vol,veh/h 0 92 345 26 20 329 Conflicting Peds,#/hr 40 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 100 375 28 22 358 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 831 389 0 0 403 0 Stage 1 389 - - - - - Stage 2 442 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 340 659 - - 1156 - Stage 1 685 - - - - - Stage 2 648 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 319 659 - - 1156 - Mov Cap-2 Maneuver 319 - - - - - Stage 1 685 - - - - - Stage 2 608 - - - - - Approach WB NB SB HCM Control Delay,s 11.4 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 659 1156 - HCM Lane V/C Ratio - - 0.152 0.019 - HCM Control Delay(s) - - 11.4 8.2 0 HCM Lane LOS - - B A A HCM 95th%tile Q(veh) - - 0.5 0.1 - Scenario 1 Build(2024)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 4 HCM 6th Signalized Intersection Summary Modified Distribution with Improvements 1: Hamilton St. & Ballston Ave. �oi�3i2o2� � � � � � � � � � � i � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � � � Traffic Volume(veh/h) 89 323 12 0 393 4 0 182 4 73 108 28 Future Volume(veh/h) 89 323 12 0 393 4 0 182 4 73 108 28 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1811 1796 1693 1900 1841 1900 1900 1885 1530 1900 1900 1900 Adj Flow Rate,veh/h 156 380 34 0 447 16 0 264 16 92 129 65 Peak Hour Factor 0.57 0.85 0.35 0.92 0.88 0.25 0.92 0.69 0.25 0.79 0.84 0.43 Percent Heavy Veh, % 6 7 14 0 4 0 0 1 25 0 0 0 Cap,veh/h 378 853 76 0 624 22 0 572 35 159 213 92 Arrive On Green 0.10 0.52 0.52 0.00 0.35 0.35 0.00 0.32 0.32 0.32 0.32 0.32 SatFlow,veh/h 1725 1625 145 0 1766 63 0 1759 107 306 656 283 Grp Volume(v),veh/h 156 0 414 0 0 463 0 0 280 286 0 0 Grp Sat Flow(s),veh/h/In 1725 0 1770 0 0 1829 0 0 1866 1244 0 0 Q Serve(g_s),s 4.2 0.0 11.6 0.0 0.0 17.5 0.0 0.0 9.5 8.7 0.0 0.0 Cycle Q Clear(g_c),s 4.2 0.0 11.6 0.0 0.0 17.5 0.0 0.0 9.5 18.2 0.0 0.0 Prop In Lane 1.00 0.08 0.00 0.03 0.00 0.06 0.32 0.23 Lane Grp Cap(c),veh/h 378 0 929 0 0 646 0 0 606 464 0 0 V/C Ratio(X) 0.41 0.00 0.45 0.00 0.00 0.72 0.00 0.00 0.46 0.62 0.00 0.00 Avail Cap(c_a),veh/h 469 0 929 0 0 646 0 0 606 464 0 0 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 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 15.0 0.0 11.8 0.0 0.0 22.4 0.0 0.0 21.4 24.7 0.0 0.0 Incr Delay(d2),s/veh 0.3 0.0 1.5 0.0 0.0 6.7 0.0 0.0 2.5 6.0 0.0 0.0 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/In 1.5 0.0 4.6 0.0 0.0 8.3 0.0 0.0 4.4 5.5 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 15.3 0.0 13.3 0.0 0.0 29.1 0.0 0.0 24.0 30.8 0.0 0.0 LnGrp LOS B A B A A C A A C C A A Approach Vol,veh/h 570 463 280 286 Approach Delay,s/veh 13.9 29.1 24.0 30.8 Approach LOS � B f C C � C � Timer-Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc),s 48.0 32.0 13.8 34.2 32.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 24.0 26.0 12.0 24.0 26.0 Max Q Clear Time(g_c+11),s 13.6 11.5 6.2 19.5 20.2 Green Ext Time(p_c),s 2.5 1.9 0.1 1.5 1.1 Intersection Summary HCM 6th Ctrl Delay 23.1 HCM 6th LOS C Scenario 1 Build(2024)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 1 HCM 6th AWSC Modified Distribution with Improvements 2: Hamilton St. & W Circular St. �oi�3i2o2� Intersection Intersection Delay,s/veh 15.4 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � �' � Traffic Vol,veh/h 48 2 115 5 120 69 42 234 0 0 87 32 Future Vol,veh/h 48 2 115 5 120 69 42 234 0 0 87 32 Peak Hour Factor 0.69 0.25 0.85 0.38 0.59 0.61 0.86 0.70 0.92 0.92 0.82 0.64 Heavy Vehicles, % 5 0 0 0 2 0 0 3 0 0 0 0 Mvmt Flow 70 8 135 13 203 113 49 334 0 0 106 50 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 , 1 , 1 - 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 , 2 , 1 - 1 HCM Control Delay 12.3 15.3 19.1 10.7 HCM LOS B � C � C � B Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2 Vol Left, % 15% 29% 3% 0% 0% Vol Thru, % 85% 1% 62% 100% 0% Vol Right, % 0% 70% 36% 0% 100% Sign Control � Stop Stop Stop Stop Stop Traffic Vol by Lane 276 165 194 87 32 LT Vol , 42 48 5 0 0 Through Vol 234 2 120 87 0 RT Vol * 0 115 69 0 32 Lane Flow Rate 383 213 330 106 50 Geometry Grp 5 2 2 7 7 Degree of Util(X) 0.639 0.353 0.532 0.202 0.085 Departure Headway(Hd) 6.006 5.97 5.811 6.846 6.13 Convergence,Y/N Yes Yes Yes Yes Yes Cap 602 602 623 524 584 Service Time 4.026 4.017 3.833 4.594 3.878 HCM Lane V/C Ratio 0.636 0.354 0.53 0.202 0.086 HCM Control Delay 19.1 12.3 15.3 11.3 9.5 HCM Lane LOS C B C B A HCM 95th-tile Q 4.5 1.6 3.1 0.7 0.3 Scenario 1 Build(2024)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary Modified Distribution with Improvements 3: Hamilton St./Congress Park Parking Lot & Congress St. �oi�3i2o2� � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � "� � "�i �' � Traffic Volume(veh/h) 9 170 108 90 124 26 126 28 93 7 7 4 Future Volume(veh/h) 9 170 108 90 124 26 126 28 93 7 7 4 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1900 1885 1900 1900 1900 1781 1826 1900 1900 1530 1900 1900 Adj Flow Rate,veh/h 29 227 135 123 207 52 177 56 124 14 14 16 Peak Hour Factor 0.31 0.75 0.80 0.73 0.60 0.50 0.71 0.50 0.75 0.50 0.50 0.25 Percent Heavy Veh, % 0 1 0 0 0 8 5 0 0 25 0 0 Cap,veh/h 468 406 241 380 537 135 537 184 408 331 293 565 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.35 0.35 0.35 0.35 0.35 0.35 SatFlow,veh/h 1138 1108 659 1036 1466 368 1347 526 1164 580 834 1610 Grp Volume(v),veh/h 29 0 362 123 0 259 177 0 180 28 0 16 Grp Sat Flow(s),veh/h/In1138 0 1767 1036 0 1834 1347 0 1690 1414 0 1610 Q Serve(g_s),s 0.8 0.0 6.9 4.6 0.0 4.4 4.7 0.0 3.3 0.0 0.0 0.3 Cycle Q Clear(g_c),s 5.2 0.0 6.9 11.5 0.0 4.4 8.0 0.0 3.3 3.3 0.0 0.3 Prop In Lane 1.00 0.37 1.00 0.20 1.00 0.69 0.50 1.00 Lane Grp Cap(c),veh/h 468 0 647 380 0 671 537 0 593 623 0 565 V/C Ratio(X) 0.06 0.00 0.56 0.32 0.00 0.39 0.33 0.00 0.30 0.04 0.00 0.03 Avail Cap(c_a),veh/h 964 0 1417 831 0 1471 1050 0 1236 1190 0 1178 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 11.8 0.0 10.7 15.3 0.0 9.9 12.9 0.0 10.0 9.1 0.0 9.0 Incr Delay(d2),s/veh 0.1 0.0 0.8 0.5 0.0 0.4 0.4 0.0 0.3 0.0 0.0 0.0 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/Ir0.2 0.0 2.2 1.0 0.0 1.4 1.2 0.0 1.0 0.1 0.0 0.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.9 0.0 11.5 15.8 0.0 10.3 13.3 0.0 10.3 9.1 0.0 9.0 LnGrp LOS B A B B A B B A B A A A Approach Vol,veh/h 391 382 357 44 Approach Delay,s/veh 11.5 12.0 11.8 9.1 Approach LOS B B B f A Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 21.5 20.9 21.5 20.9 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 34.0 31.0 34.0 31.0 Max Q Clear Time(g_c+11),s 8.9 10.0 13.5 5.3 Green Ext Time(p_c),s 2.5 1.6 2.0 0.1 Intersection Summary HCM 6th Ctrl Delay 11.7 HCM 6th LOS B Scenario 1 Build(2024)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 3 HCM 6th TWSC Modified Distribution with Improvements 4: Hamilton St. & 269 Broadway Garage 10/13/2021 Intersection Int Delay,s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations � "�i �' Traffic Vol,veh/h 0 15 298 53 28 177 Future Vol,veh/h 0 15 298 53 28 177 Conflicting Peds,#/hr 6 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 16 324 58 30 192 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 611 353 0 0 382 0 Stage 1 353 - - - - - Stage 2 258 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 457 691 - - 1176 - Stage 1 711 - - - - - Stage 2 785 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 441 691 - - 1176 - Mov Cap-2 Maneuver 441 - - - - - Stage 1 711 - - - - - Stage 2 758 - - - - - Approach WB NB SB HCM Control Delay,s 10.3 0 1.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 691 1176 - HCM Lane V/C Ratio - - 0.024 0.026 - HCM Control Delay(s) - - 10.3 8.1 0 HCM Lane LOS - - B A A HCM 95th%tile Q(veh) - - 0.1 0.1 - Scenario 1 Build(2024)2:50 pm 05/19/2021 AM Peak Synchro 11 Report MPS Page 4 HCM 6th Signalized Intersection Summary Modified Distribution with Improvements 1: Hamilton St. & Ballston Ave. �oiosi2o2� � � � � � � � � � � i � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � � � Traffic Volume(veh/h) 94 507 11 9 604 0 4 137 14 127 193 117 Future Volume(veh/h) 94 507 11 9 604 0 4 137 14 127 193 117 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1900 1841 1900 1900 1870 1900 1900 1900 1900 1856 1885 1870 Adj Flow Rate,veh/h 118 570 15 15 755 0 8 185 56 174 280 133 Peak Hour Factor 0.80 0.89 0.75 0.62 0.80 0.92 0.50 0.74 0.25 0.73 0.69 0.88 Percent Heavy Veh, % 0 4 0 0 2 0 0 0 0 3 1 2 Cap,veh/h 316 992 26 47 743 0 48 435 128 182 228 105 Arrive On Green 0.08 0.56 0.56 0.40 0.40 0.00 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow,veh/h 1810 1785 47 15 1836 0 20 1399 412 418 733 337 Grp Volume(v),veh/h 118 0 585 770 0 0 249 0 0 587 0 0 Grp Sat Flow(s),veh/h/In 1810 0 1832 1851 0 0 1830 0 0 1488 0 0 Q Serve(g_s),s 3.1 0.0 18.8 15.5 0.0 0.0 0.0 0.0 0.0 18.2 0.0 0.0 Cycle Q Clear(g_c),s 3.1 0.0 18.8 36.4 0.0 0.0 9.8 0.0 0.0 28.0 0.0 0.0 Prop In Lane 1.00 0.03 0.02 0.00 0.03 0.22 0.30 0.23 Lane Grp Cap(c),veh/h 316 0 1018 790 0 0 611 0 0 515 0 0 V/C Ratio(X) 0.37 0.00 0.57 0.97 0.00 0.00 0.41 0.00 0.00 1.14 0.00 0.00 Avail Cap(c_a),veh/h 445 0 1018 790 0 0 611 0 0 515 0 0 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 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 11.5 0.0 13.1 27.2 0.0 0.0 24.7 0.0 0.0 32.6 0.0 0.0 Incr Delay(d2),s/veh 0.3 0.0 2.4 26.4 0.0 0.0 2.0 0.0 0.0 84.3 0.0 0.0 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/In 1.2 0.0 7.7 21.6 0.0 0.0 4.5 0.0 0.0 23.3 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.8 0.0 15.4 53.6 0.0 0.0 26.7 0.0 0.0 116.9 0.0 0.0 LnGrp LOS B A B D A A C A A F A A Approach Vol,veh/h 703 770 249 587 Approach Delay,s/veh 14.8 53.6 26.7 116.9 Approach LOS � B f D C � F � Timer-Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc),s 56.0 34.0 13.6 42.4 34.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 30.0 28.0 14.0 30.0 28.0 Max Q Clear Time(g_c+11),s 20.8 30.0 5.1 38.4 11.8 Green Ext Time(p_c),s 3.5 0.0 0.1 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 55.0 HCM 6th LOS D Scenario 1 Build(2024)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 1 HCM 6th AWSC Modified Distribution with Improvements 2: Hamilton St. & W Circular St. �oiosi2o2� Intersection Intersection Delay,s/veh31.5 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � �' � Traffic Vol,veh/h 133 0 157 9 195 53 47 185 0 0 268 53 Future Vol,veh/h 133 0 157 9 195 53 47 185 0 0 268 53 Peak Hour Factor 0.76 0.92 0.89 0.62 0.69 0.70 0.59 0.77 0.92 0.92 0.86 0.75 Heavy Vehicles, % 0 0 5 0 0 0 0 0 0 0 0 0 Mvmt Flow 175 0 176 15 283 76 80 240 0 0 312 71 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 , 1 , 1 - 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 , 2 � 1 - 1 HCM Control Delay 31.6 36.3 31 27.2 HCM LOS D � E � D � D Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2 Vol Left, % 20% 46% 4% 0% 0% Vol Thru, % 80% 0% 76% 100% 0% Vol Right, % 0% 54% 21% 0% 100% Sign Control � Stop Stop Stop Stop Stop Traffic Vol by Lane 232 290 257 268 53 LT Vol , 47 133 9 0 0 Through Vol 185 0 195 268 0 RT Vol * 0 157 53 0 53 Lane Flow Rate 320 351 373 312 71 Geometry Grp 5 2 2 7 7 Degree of Util(X) 0.733 0.759 0.807 0.727 0.151 Departure Headway(Hd) 8.25 7.771 7.795 8.399 7.674 Convergence,Y/N Yes Yes Yes Yes Yes Cap 438 464 462 430 466 Service Time 6.332 5.85 5.873 6.174 5.448 HCM Lane V/C Ratio 0.731 0.756 0.807 0.726 0.152 HCM Control Delay 31 31.6 36.3 30.7 11.8 HCM Lane LOS D D E D B HCM 95th-tile Q 5.9 6.4 7.5 5.7 0.5 Scenario 1 Build(2024)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary Modified Distribution with Improvements 3: Hamilton St./Congress Park Parking Lot & Congress St. �oiosi2o2� � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � "� � "�i �' � Traffic Volume(veh/h) 18 339 259 56 343 32 303 23 167 21 33 30 Future Volume(veh/h) 18 339 259 56 343 32 303 23 167 21 33 30 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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/In 1900 1885 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate,veh/h 29 373 360 85 361 53 384 50 269 28 56 48 Peak Hour Factor 0.62 0.91 0.72 0.66 0.95 0.60 0.79 0.46 0.62 0.75 0.59 0.62 Percent Heavy Veh, % 0 1 0 0 0 0 0 0 0 0 0 0 Cap,veh/h 371 389 376 117 715 105 426 104 560 193 360 648 Arrive On Green 0.44 0.44 0.44 0.44 0.44 0.44 0.40 0.40 0.40 0.40 0.40 0.40 SatFlow,veh/h 988 881 851 735 1619 238 1311 259 1391 325 895 1610 Grp Volume(v),veh/h 29 0 733 85 0 414 384 0 319 84 0 48 Grp Sat Flow(s),veh/h/In 988 0 1732 735 0 1857 1311 0 1650 1220 0 1610 Q Serve(g_s),s 1.7 0.0 31.5 2.5 0.0 12.3 19.6 0.0 11.0 0.4 0.0 1.4 Cycle Q Clear(g_c),s 14.0 0.0 31.5 34.0 0.0 12.3 31.0 0.0 11.0 11.4 0.0 1.4 Prop In Lane 1.00 0.49 1.00 0.13 1.00 0.84 0.33 1.00 Lane Grp Cap(c),veh/h 371 0 765 117 0 820 426 0 664 554 0 648 V/C Ratio(X) 0.08 0.00 0.96 0.73 0.00 0.50 0.90 0.00 0.48 0.15 0.00 0.07 Avail Cap(c_a),veh/h 371 0 765 117 0 820 426 0 664 554 0 648 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 20.5 0.0 20.8 38.2 0.0 15.5 30.0 0.0 17.0 14.7 0.0 14.2 Incr Delay(d2),s/veh 0.1 0.0 22.8 20.2 0.0 0.5 21.7 0.0 0.5 0.1 0.0 0.0 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/Ir0.4 0.0 16.4 2.2 0.0 4.9 9.7 0.0 4.0 0.9 0.0 0.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 20.6 0.0 43.7 58.3 0.0 16.0 51.7 0.0 17.6 14.8 0.0 14.2 LnGrp LOS C A D E A B D A B B A B Approach Vol,veh/h 762 499 703 132 Approach Delay,s/veh 42.8 23.2 36.2 14.6 Approach LOS D C D f B Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 40.0 37.0 40.0 37.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 34.0 31.0 34.0 31.0 Max Q Clear Time(g_c+11),s 33.5 13.4 36.0 33.0 Green Ext Time(p_c),s 0.3 0.5 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 34.1 HCM 6th LOS C Scenario 1 Build(2024)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 3 HCM 6th TWSC Modified Distribution with Improvements 4: Hamilton St. & 269 Broadway Garage 10/08/2021 Intersection Int Delay,s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations � "�i �' Traffic Vol,veh/h 0 92 345 26 20 329 Future Vol,veh/h 0 92 345 26 20 329 Conflicting Peds,#/hr 40 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 100 375 28 22 358 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 831 389 0 0 403 0 Stage 1 389 - - - - - Stage 2 442 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 340 659 - - 1156 - Stage 1 685 - - - - - Stage 2 648 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 319 659 - - 1156 - Mov Cap-2 Maneuver 319 - - - - - Stage 1 685 - - - - - Stage 2 608 - - - - - Approach WB NB SB HCM Control Delay,s 11.4 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 659 1156 - HCM Lane V/C Ratio - - 0.152 0.019 - HCM Control Delay(s) - - 11.4 8.2 0 HCM Lane LOS - - B A A HCM 95th%tile Q(veh) - - 0.5 0.1 - Scenario 1 Build(2024)2:50 pm 05/19/2021 PM Peak Synchro 11 Report MPS Page 4 Appendix E Additional Supporting Documentation M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NV MJ 987.04 Trip Distribution Percentages Y Y � � � � Qo Qo � J � J N � N � W �-�. W �-�. � Y � Y C.7 � C.7 � Z Q Z Q O � O � U U � � �- �- CONGRESS ST �J j � � 68 68/(458) = 15% CONGRESS ST .-� j �. � 72 �2/(663) = 11% � � � � � � � � 91/(458) = 20% 91 � 211/(663) = 32% 211 � L L 1 �. � ,----------- l �- � �---------- � GARqBROADWAYi � GARqBROADWAYi 458 vehicles traveling toward site f � �---________� 663 vehicles traveling toward site f � �___________� Exiting % for proposed development Exiting % for proposed development mirror entering % mirror entering % L L I ~ 48 48/(458) = 10% I ~ 53 53/(663) = 8% W CIRCULAR ST � + � � � W CIRCULAR ST � + � � � 50/(458) = 11% 50 � f �' 128/(663) = 19% 128 -� �1 f �' � 201 � 199 201/(458) = 44% 199/(663) = 30% � 8p�`Sj�� R� � 8p�`Sj�� R� � i � � � i y � (78/(78+140))*44 = 16% 78 � � T � (88/(88+156))*30 = 11% 88 � � T � � 140 � 156 (140/(78+140))*44 = 28% (156/(88+156))*30 = 19% � � � � Z Z 0 0 � � J J � � Q Q 2 2 AM Peak Usin� 2 hours of Collected Data PM Peak Usin� 2 hours of Collected Data 1nM-i�und (luihnunA � ti1s�Jc SEtarc. M��dc Sl�ar�s � f'crsnna] 1'crsnnal Area C]crel.up-mrn€ ����� I'as�na�cr Vrheicle Semple Pacsengcr Vchidc Samplc � I.nnJ L1sC Lus.��ii.m Te•pr' f.�niw I J:[� 4�el�itir �l�ruck 14'alk 7�eai3sit li�kr [.he 5iK /'chicVc I ruck lL'alk �1'ransit [3ikc (lee. tiice S���e��� � �i.nnrhncnl� f�almuuth,11E: 5 37z]ll.! „E� •�h i I il il 1.1{ ]?fi �1fi � i� i3 ft ].f3 1R9 Kc.m Huu{�4•r.A.4�+4 rapa.runcntc Mt.I'icassn[.SC b 3dU llL' ,""�i y} I d 1 1 1 J5 i'_a R? ] 12 f] p IAS 2�3 [tcns.Inc. N A�wrtu�en7� Ukl�dinma Cil�',f)K h :fiU 17l' ,TE� 1471] p Sl q u 1.111 IRf. �i9 ] B [1 I7 ].d3 7K �ff:titic l�r�r.f-oasule.tnt. T w A�urtmc•nts �I�xm�a.FL h _'?%llL' 22❑ 4? I I u I I.'i� 138 v? I 0 CF ]31f Sn parsnns E3rinkcnc�r�f � A�aanmentx Tampa,FL h }17]JL' „II 9h I] l � ] 1.14 h13 9l, ❑ [1 l 1:�6 46 ['arsnns H.nnkcrhoil' y r�Pamncros l�am�pa.FL 6 hn4 a74: 2?Ei ��� I d il I I I� i 17 ��? 1 - [i I ].?� 19f1 Par�un.r€3rinkcrhoff � tinn�,3c,:r:��,racr ;}h i l!! f!i u.� II.? I I5. '74 7 I.� i.+ [I1i I]3 I?9 � �• \4acl Cnllc�.c Sta[inn.7X .- E39 rnnms 3'_�� �7� _ d 4 u 1.?3 h+ 9E: _ Ii q U I.S� 51 'C�tas r1&M9 i:nivc�ifp � � �so<<�i c ou��:���.,non.rx 5 .Y ,��r ��E� �„ � r, u �� i s� �n a, � ? n u �.nK �� r�•x�G,n�n�u�,r n��y � '�tnoel C i Ilcec 5tauon �l\ : �9 r�n,arrr� �;'_U IUi1 ll [7 ll Is �..�" ;.1 1 W 0 U ll ll ]_'h �7 lcxas AdcM llnE�crsity �i /}� � •M Simplesr•craee tP9.7 t.0 1.3 Ui1 U.0 Ltl 95.0 ±Jf _.� 0.0 U.fl 1.96 � 13nt�1��_•.dlr� [ Ilr3;r tic�ilnn.l�S - 'i[Wii Ji' Iflil U n f1 U 1'_r .� lfiil V v f1 U I}? _- �I�Y�1.1•\1�f�eun;�, f��st � � ti�n�e3za�er.t.. IIHI li 4i f) u 1.:+ IiNl Ip o p fl 133 � iY []l75n f'.�Imnenli.]1E•. f� I'X.UiIIt '10 +]h ; {i fY 1] 1.11 d7 9ti ] i Il [1 1.07 457 lieto3 Iftrup�•o 4i�nr. � � tiomp3c.nc�a�� �Ih 3 Sl 4] i1 1.1] �]ti ] 3 41 0 L{}7 � � Shoppingccmcr' F3ry'3n.T� 5� 1�S�,firtii R�.}u ISiu q Il u u I.I�f 198 I[K� V �� li U L[v ?29 l:\AK�.41Traarsp.InsE. � �7 Shn�ryeingcentcr Eiryan,l:k i lllJ.fllNl fi'_�!Y Ifl{i !7 fl� [] U 1?'_ F6fi 11Y[1 II �? [7 4} ]�U �lvii� �I:\:1&.11�Cra�Lsp.lnse. � � ShupTingccmv` G�oIOCgCkl:lliun.��� � f7h.11lNI #�dl IiHI f] fl {] {3 �.?� i!i? �ONI II V1 [3 il ]?i �?-0 �f�.4ktl�CnnsP.ln�s. 4V Sha�ingcentrr Mt.l'lcasanc.SC i Gk,WO i�?U I�IU [] C] 11 �� 1.2T 2k3( 1W U U 0 6 1.[h '_9i� [trris.lnc. � � ti11��p�+ittg cen1CY F�Iln1(�ilih.\.1F. fi �S.YI1ti h�E! IOti f] tV i1 11 1.16 fifr5 y�1 1 il {I I] 1.64 L.F} Ks•i���33�up�•e 1.so. � � Sim(�Ic��verage I[w] [] [� 4 il I.2I V9.R 11' u [1 Il 1.1$ � � � E7.3nk PruvperL KY' 4 _'.�IH1 �!I) IrN1 f1 tl n u 1-I1 I`f liHl U u i3 f1 I.Ifi ?1 J:�cuh,I�ns�r(;nna�r � v+ Sim�3c nrcn.�:C Iflil [] fl ll il 1 I1 1I111 II ❑ p [] L kF � � �ll3�]CV[�'ti[ilGf8ll[ C�k]shomaC:in�.OK n 5i1nU 4i� InU [1 tl L� U L6' IilS I[iU U U �] +.l I.s2 5d 'IralficEngr.Cnnsultant, � � Ilis;ll F«nl CrC[.Ful'all[ A�F[.i']cati:in[.SC f� �.1 W1 �Ii' �fN1 I] Il fl ll l.ii 1�I �)? � U p 0 ].S; i�J [Ycfiti.In�'. � Iir�vc-�lvu restaur:m� Pr+s�et.K5' : '.xiiG 9i.1 9t� [1 :1 fl i� 1.27 !35 Yb V a i7 ii 13U 1;v .faco6.I�nzr.(I�r,�ur Q Simplca.•crsgc ^��' t�.fl f.i iiil t�.n 1:71 '+?.' IA 1,.3 fi.0 UA 1.3v � V� `Area types:�Oa}regianal CBD,ROh}autliyng CBd,{1}ur6an core,{2}actnrvity cenier,(3;generaE ueban,{4}suburban husiness district,{5�subur�an sFrip cammercial,i6�general suburban,{7)special district,;8�rural Eown business disYrict,�9}rural,IC} � adjacent to univers�ity campus,{M�within larger mixed-use development,�ga}rail[ransit station within 11�mile,�70�rail station immediately adjarent or conneded-7pp � 7 De�elopmcnt units in gross square feet of Floor area ur�less otherwise indicated. Italics dencrte occcupied de�e�opment units. (Q �Anchored 6y discount stare. � 'Anchored 6y gracery store comprising major portion of tcrtal flaor area. � � Table G.5 In#il! Weekday AM and PM Non-Directianal Peak Period Mode Share and VeF�icle �ccupancy Exarrp�es—Restaurant AM Mode Shares Qceupied Area �eV�lop- ITE MOtO� Vehicle Sample Land Use Location Type' ment Units LUC Vehicl�2 Transit Wa9k 8ike Occu�ancy Size3 5ource Las Angeles, Shopping center CA 3 54,9Ofl sf 820 8fi 12 2 1.44 42 Gibson Teansp.Consult. Shapping center LQs Angeles, 4 i 1,00{7 sf 820 68 24 8 1.39 348 Gibson Trans�.Consuft. Supermarket San Diego, CA Da 43,30fl sf 850 5[} 1(7 4Q na na CaltranslKimley-Harn Retail apparel Los Angeles, 3 44,SQQ sf 876 95 5 R 1.12 53 Gibson Transp.Consult. Flo+�ver shop Berkefey,CA 3TaC 2,4�€}sf na 1 D6 0 0 na na CaltransJKimEey-Harn 5im le avera e-al!Area T e 3/3Ta fnr General R�tail 94 6 y r+a RM Made 5hares Mator Vehicle 5ample Vehi�le� 'Fransit Waik 8ike Qccupancy Size3 497,600 252- Shop in �enter4 Pasadena, CA 4M sf 820 7$ 18 4 1.39 1 l9� Caltrans/UC ❑a�is;TTI Shop in center CA 3 54,90U sf 820 62 37 1 1.�4 43 Gibs�n Trans ,Consuit. Shopping center Los Angeles, 4 i 1,Oafl sf 82� &3 33 4 1.1 9 474 Gibson T`ransp.ConsuEt. Supermarket San piego, CA a� 43,30fl sf 85� 5[} 12 38 na na CaltranslKimfey-Horn pffice 5upply Dakland,CA 3 3(],OQ�sf 867 85 0 15 na 41 CaltranslUC �a�is Retail apparel Lrrs Angeles, 3 44,8Q�sf 876 54 �5 3 1.13 58 Gibson Transp.Consult. CA Pharmacy Oakland,CA DbTvM 11,�Q0 sf 880 0 45 55 na 46 CaltranslUC Da�is Copy/print shap Berkefey,CA 3TaC 3,OQQ sf na 38 � 62 na na Caltran�/Kirnley-Hvrn FI4W��S�IUp 6erkeley,CA 3TaC P,400 sf na 1 QD � {} na na CaltranslKirnEey-Horn Srm le awera e-a!!t3rea 7 e 3/3Ta for General Retail 68 1& f 6 r�a Notes:Simple averag�s are showro only where at least three sites are avaiEak�le for sirnifar eombinations of area ty�e,cont�xt,and raif transit a�ailahility. 5ums o�average mode shares may not add ta 1 D09n due ta rounding. "na" designates not a�ailahle or insufficient sample size. ' Area types: (Qa} regional CBO, {Oi�}outlying CBD, (1] urban care, {2}acti�ity center,(3]general urban, {4)suburi�arr business district, (5) suburban strip�ommercial, {6}general su�urban, [7} special district, {8} rurai town business distr�ct, {9}rural.Special context Eonditic�ns noted are(C) adja�ent to university campus, [M)w�thin larger mixed-use devekopment. Rail transit a�ailabi�ity is (Ta} raii transit station within 1 f4 mile or(Ta} rail station imrnediately adjaeent or cannected-TOQ. z Motoe�ehicle tflps is th�sum of person trlps in personal passenger�ehicles and trucks. 3 Number of persvn trips cn��red by usable interviews; if twa values are listed,the number Qf vehicles counted for�ehicle nccup�ncy is 4 Section surve ed. Tahle E.9 Pass-By and Nvn-Pa�s-By Trips Vlleekday, PM P�ak P�riad Land Use Code S20—Shopping Center SI,�E{1,p00 WEEif�AY PASS-BY MC3N•PASS-S'YTFiIP(95f ADJ.STREET AVERAGE SL�.FT. SURUEY ND.�F TRIP PEAK HOL1R 24-HC]i.1F2 GL4} LOCATEQN C]ATE INTERVI�WS T1ME PERIflD [°Idy PRIMARY DIVERTE❑ TOTA�. VOLLIME TRAFFIC S�URCE 53 Pod OL nge, --1993 1fi2 2:00-6:0�p.m. —59 -- — 4� -- ---- TPp In�. g KissiF�mae, �� �q7 2:00-6;00 p.m. fi6 20 74 3d — — TPI]Inc. 77 Edgewat�r.FL 1982 385 2:�0-�6:00 p:m. i6 — — 54 ---- — tP�Inc. 82 DeEtona,FL 1992 33fi 2:00-fi:OQ p.m. 34 — — 66 — — TPD Inc. 78 C}rlando,FL 1991 7fl2 2:a�6:0�p.m. 55 23 22 45 — — 7P❑Inc. 45 Qrlando,'FL 1892 844 2:00-6:00 p.m. 5fi 24 20 � — — TPO IflC. 5a C}rlando,�L 1392 555 2:O�G:00 p.m. 41 41 7$ 59 — — 7PD Inc. 52 Orlando,FL 1995 555 2:Of1�-6:OQ p.m. 42 33 25 58 — — TPa Inc. 17 C}rlando,FL 1994 196 2:00-6:00 p.m. 55 — — 34 — — TP�Inc. 80 OrlaneSo,FL 1995 1,583 3:00-7:00 p.m. 4a 38 22 60 — — TP�Inc. Crestwovcl, 8artcan- 158 K� June 1993 129 �1;00-6:00 p.m. 36 39 25 6A 759 — Aschman Assne. Louis�iEle Barton- 18 area,KY �une 199� 133 4:0�6:00 p.m. 22 51 27 78 3,555 — Aschman Assoc. Sarton- 74 Lauisville,KY June 1993 187 4:00-6:00 p.m. 36 43 27 70 922 — Rschman Assoe. Louis�ifle Barton- �g area.KY June 1993 2+47 4:OC]-6:00 p.nn. 31 5F 17 69 2,859 — Aschman Assoc. Louisnikle gartvn- 145 area.KY �une 1953 2fifl 4:00-&:00 p.m. 53 3fl 17 47 2,fi3fi — Asehman Assoc. Lauis�ifle Sartvn- 1fl4 area.KY Jurre 1993 281 4;4�6:00 p.m. 28 5Q 22 72 2,111 — Aschman Assoc. Barton- 235 Louisville,KY June 1953 211 4:OQ-6:00 p.m. 35 29 36 65 2,593 — Aschman Assoc. Barton- 71 Louis�ille,KY June 1993 109 4:00-6:iJ0 p:rn. 25 42 33 75 1,559 — Aschman Assoc. 35fl Wcaroester.MA Apr.1994 224 4:0�--6'00 p.m. 1$ 45 37 82 2,112 — ICSC 738 €ast Apr.199a 283 4:00-6:00 p.m. '[4 78 i 86 8,�59 — ICSC BrunswiGk,NJ 29d Philade9phia, Apr.1994 243 4:Q0-fi:00 p:m. 25 5t 24 75 4,055 — ICSC PA �5& Hamden,CT Apr.1994 24$ 4:Of�6:0a p:m. 27 51 22 73 3,422 — ICSC 418 Glen Bumie, Apr.1394 281 4:00�-6:00 p.m. 2a 51 29 80 5,fi1D — ICSC hAb 5fifl FEarrisvnburg, Apr.1994 437 4;p0-6;Q0 p.m. 19 49 32 $1 3,051 — ICSG VA Table E.9 {Cont'd} Pass-By and Non-Pa�s-By Trips W�ekday, PM Peak Perivd Land Use �vde 82U—Shvp�ing Cen�er 512E{1,�00 WEEKOAY NON-PASS-BY TRIP(%] qpJ.STREET AVERAGE Sq.FT. SIJRVEY NQ.OF PASS-BY PEAK 3-IOLlR 24-HOUR GLAJ LflCATIf?M QATE I�fTERVI�EWS T1ME PERIDO TRIP(%) PRkMAftY �1VERTEO TDTAL VdLf1AAE TRAFFIC SOIJRCE 361 GI�'VA1eF1. Ayr.1994 315 4�{7d-6�.��p.rn. 17 54 29 83 2.1734 — ICSC 375 Shel6y,NC May 1994 214 4:O�E:��p.m. 30 48 22 7� 3,053 — ICSC 413 T�x TX�ty. May i994 228 4:UU-$:00 p.m. 2$ 52 20 72 589 � ICSC 49$ Texa�s�Cily. �����d �g� 4;p4--8:p0 p.m. 12 T5 73 88 1,D94 — YCSC 293 Berwyn.IL May i894 282 d:0fl��:00 p.m. 24 7p 6 76 4,60& — 4C5C 667 gour6Lnais, ��y 1994 200 4:0�6:40 p.m. a6 53 31 84 2,770 — tCSC 225 6eklevue,IL Msy i994 264 4:O�G:1f7 p.m. 35 32 33 Fr5 9,97C7 — ICSC 255 $�nER�rf' May 1994 222 4;pU-$:00 p.m. aA 37 39 7C 3,706 — ICSC 8�8 Lag�uCa�Hills. June 1994 � 240 d�4�S:a�p.m. 13 73 14 87 d,035 — ICSC 450 Ftarrford,CA. May 15�9d 321 4�4�b:��p.m. 23 49 �8 77 2J87 — ICSC Bp0 ��A�' May 19@4 205 4:fl0-fi:00 p.m. 21 51 28 79 7,474 — ICSC 59$ Gra@ley,CQ hAay 1994 205 4:�B:dO p.m. 17 55 28 83 3,640 — fCSG 581 Pueblo.CO M�ay 199� 296 d�U�S:[7�p.m. 18 53 29 82 2,939 — lG9C A76 ���,�A e' May 1994 234 4:fl0-S�00 p.m. 26 54 Pd 74 3,427 — ICSC Framingham, Raymond Keyes 720 �A Oec.i9$2 92 3:3�7:00 p.m. 23 38 38 77 — 73��$ Assoc. 890 Nawark,17E July 198A 179 3:40-8:00 p.m. 12 49 3g $$ _ _ �aympnd}(eyes Assac. Manassas, Raymandl{eyes d�2 VA June 1984 87 d�9�5:00 p.m. 48 25 27 52 Assac. 462 Ross,PA Jurte 1980 175 5�34�7:0�p.m. 36 — — gy _ 27 20� Raymond Keyes Assoc. HunSing[on Raymond Keyes �� LI,NY �v.1985 181 4:�T:00 p.m. 46 21 33 54 — '��� Assac. 658 Way�e,dJJ Sep[.�9&1 2a3 3:q{�G:00 p.m. 27 61 12 73 — g�,�,p Raymand Keyes Ass[tc. '1.200 �aso�16�' 1990 364 4�Ud�S:��p.m. 25 35 4� 75 — — GaraveSlade 800 Soulhem GA — 7.Om� d�f7Q-S:[7�p.m. 12 45 43 88 — — Frischer 451 Portland,bR — — 5:0[�-6.�4 p.m. 25 — — 75 — — Buttke 113 Pantsnd,OR — — 5:40-�'i:0[7 p.m. 17 — — 83 — — BultkE Table E.9 4C�nt'd} Pass-By and Non-Pass-By Trips Weekday, PM Peak Periad Land Use Code 82fl—Shopping Center Sl2E(1.R00 WEE4(�AY NQN-PAS$-BYTFiIP�°Jp} A�J.STREET AWERAGE St�.Fi SURVEY NO.DF PHSS-8Y PEAK HOU�R 24-HDiJR � GLA} LaCAT9�N 6ATE INTERVIEWS T1ME PERIO� TRiP�%� PRIMARY OIVERTED TOTAL 'VaLLIME TRAFFIC SOiJF2CE 622 Ramsey,MN Nuv.7985 4G 4:�G-9 00 p.m. 44 2fi 3{Y 56 — 35,370 �aymond Keyes Assoc. 736 Pansaeola.FL Ocl.1985 383 3:00-7:�0 p.m. 28 35 39 74 � _ Raympnd Keyes Assoc. 94 �o�er.�E July 1965 218 3�30-7:OQ p.m. 50 6 44 54 Raymand Keyes Assoc. 500 Mariden,CT Ape,7985 — 4:DO�f3:OQ p.m. S — — g2 _ _ Cn�neCl+cul DOT 660 EnSeld,CT Apr.1985 — 4�00�:�0 p.m. 22 — — 7g _ _ Conneeticu! ❑OT 845 Waterfard,CT Rpr,i985 — 4:D0�dQ p.m. '�a — — gs _ _ � ConnecticuE OO7 1,�fi4 West Haetford,CT Apr.1985 — 4'Q0�'i:�0 p.m. 1�7 — — gg , _ C6nneCCicul O�T 131 Pc GBorges Co.,MD I 1882183 BS 4;00�:00 p.rtF. 74 — — 26 — — JHk 181 Pc Georges Co.,MO 19$2183 105 4:DQ�:04 p.m. 36 — — 64 — — JHf{ 1�0 Pr.Gear[,�es Ca.,Md 1$92183 99 4:Op-G:00 p.m. 36 — — 64 — — JHK 475 Pe.Georges Ca.,M� 1987J83 13�R 4:p0-&:00 p.m. 24 — — B4 — — .]HK BD Pc Gearges Co.,Mp 19$2f83 72 d;p0-8:�0 p.m. 72 — — 2B — — JHfi 90 Pr.Georges Co.,M� I 1987183 91 4�00�6:Q0 p.m. 5'8 — — 42 — — JWK 78 Pr.Georges Co..M� I 1987183 1�3 d�00�:0a p.m. 59 — — 41 — — JHK 44 Pc Georges Ca.,M� I t987183 97 d�00�_OQ p.m. 51 — — 48 — — dHK 467 Pr.Georges Co.,M� I 1982f$3 99 4�00-fi:0a p.m. 56 — — 44 — — JHK 35� +N.Orange.NJ Msr.19$6 149 4�U0-�6:04 p.m. 3$ 79 43 62 _. Z�g20 R�ymond Keyas As3pC. 176 Tarpon Spnngs,FL May T98fi, 124 3:D0-7:00 p.m. 37 28 35 C3 — �q{�S0 Raymond Keyes Assoc. 762 C?rEando.FL F�ll 938� 1$2 d;pp-6:00 p.m. 25 52 23 75 — _ Kimley-Hom and Assac.lnc. 166 OrEando,FL Fafl 1985 124 4:00�:0��p�.m. 27 48 25 73� — _ !(imley-Hom and Rssoc.lnc. 129 Qr6ando,FL Fall 19B5 916 4:00�:4d}p.m. 2$ 5b 22 72 — _ Kimiey-Hom and Assac.lnC. 71 prEanda,FL Fafl 1�3$5 81 4:Op�:OQ p.m. 50 44 � �g _ _ !{kmiey��lom and Assoc.lnc. T�ble E.9 iCant'd� Pass-By and Non-Pass-�y Trips We�kday, PM Peak Period Land Use Code 820—Shvpping Cer�ter SIZE ML]N-PA55-BYTR6P{35} +qDJ.STREE"! AVERAGE [1,�04 SQ. WEEK�AY NO.OF PA55-BY PEAK HtJUR 24-Hi)EfR FT.GLA] LOGATION Sl1RVEY OATE !lUTERVfEWS TIME PERIL)� TRIP(5�� PRIMARY DIVERTEQ T�TAL VOLIJME TRAFFIC S4UftCE 921 Albany,nYY �uly&Auy. �y6 4:U0-6:�0 p.m 23 a2 35 77 — 6Q9S�11 Raymond Keyes 1985 � Assoc. 1QB O�erland Park,KS July 1988 1�f 4;30-5:30 p.m. 26 61 13 74 — 34,OOU — 118 Overland Park,KS Aug.1988 i23 4:30-5:3�p.m. 25 55 2� 75 256 Greece,NY Ju�e i988 120 4:Q0-fi:UO p.rro. 38 62 — 62 — 23,41fl Sear 8rown 180 Greeca,NY June 1988 78 4:0�-8:40 p.m. 29 Tt — 7t — 57,306 Sear Brown S50 Grgecs,NY June 198$ 117 4;DO�:UO p.m. 48 52 — 52 — 40,7G3 Sear Brawn 51 Boca Raton,FL �ec.1987 T70 A��O--fi:fl0 p.m. 33 34 33 67 — az 225 Kimley-Harn and Assoc.Inc. 1,D9Q Ross Twp,Pq July 1988 di1 2:00-B:UO p.m. 34 56 10 66 , 51$� '��16ur Smith and Assoc. 97 Upper Quhlin y�yinler 1988769� — 4�00-5:U0 p.m. 41 — — 59 — gq p� �cMahon 7wp.PA Associates 178 Tradyffnn Twp,PA Winter t998189 — A:pO-B:UQ p.m. 2A — — 76 — 10,�[kD gO°Z'`�len& Hamitton 122 Lawnside,N.} Winler 198$7Q9 — A�00-f,:UO p.m. 37 — — 63 — 20,Opfl Pennoni Associa[es 726 Boca Ratan,FL Win[ee t98$189 — 4;pp-{3;Up p,m. 43 — — g7 _ �Q�� McRAahon Associales 15D Willow Grove,PA WlnleG t9881B9 -- 4:0[J-,6:q0 p.m�. 39 — — 6t — 26,OQa gO°�'°'�len& Mamiltan 153 Broward Cnty.,FL Win[ar t9$8189 — 4:(30-fi:�0 p.m. 5(1 .--. ._ �p ` a$d� F+ScMahon Associales 153 Arden,oE Winler 198�i$9 — I 4:00-6:U0 p.m. 30 — — 70 — 26,OtH1 Orth-Rc�dgars& ,4ssac.Inc. 154 Doylestown,PA N/in[er 19&9189 — 4:D0-6:U0 p.m. 32 — — gg _ 2�0� ��h-Rodgers 8 AssDc.Inc. Middla[awn BoazAllen& �� Pwp,PA �linrer 1988189 — 4A0-fi:90 p.m. 33 — — 67 — 25,OW Hamilton 186 Haddon Twp,NJ Winler i986189� — A�00-&;fl0 p.m. 2{7 — — 80 — fi,a00 Pennoni Associates 2D5 E3rUw2rd Cnty.,FL Win[er t988189 — 4;�0-8:9�p.m, 55 — — d5 � ���,� �cMahon Associates Tahle E,9 (Con#'d� Pass-By and Non-Pass-�y Trips 1Neekday, PM Peak Period Land Use Cocle 82�—Shvpp�ng Center � — - - M�W-PA$5-BY 7REP(°Ia} AOJ.S�REET AVERAGE I 94.F7�GLAj LpCA71QN ,S RV�Y bA7E INl`�VR hJUS�71ME I'ERiC7i7� TF21�P(k) PI23MARY ❑IVEF2tE0 TQ7AL � �QLl1MER 1 7RA�F C I SOUFtCE 237 W.Windsor W«ter 198�+&9 — 4:[70--6:OD p.m. 48 — — 52 — qb p;}0 Booz A��er.& Twp,NJ HamilPcrn 74z Willow Gro�e, vyinter 1988!$9 — 4:fl�--fi�i�p.m. 37 — T 53 — 2B,D00 Mc�9ahon PA A.ssocfates 297 Whiiehall,PA Winter 1988l89 — 4:40-6:0(1 p.m. 33 — — �;7 _ 2�O00 arth-Rodgers &Assoe.inc. 360 ��a��n�. Winter 1988f89 — 4�Od-6:f3D p.m. 44 — — 56 — 73,OQ0 McMahon �L Associates 370 Ritts6urgh,PA Winter 199&89 — 4:flf3-6:fD0 p.m. 73 — — 87 — 33,DUd Wilbur Smith 150 Pattland,OR — 519 4:{36-fi:Ofl p.m. fi$ 6 26 32 — 25,OQ0 I K�ttelson arad Associates i50 PQrtland,OR — 655 4:9�-&:Ot]p.m. 65 7 28 35 — 3i3,0i10 I Ki[telson and Assaciates 7�0 Galgary,Alberta Oc[:Dec.7987 75,436 4:(3a-6:60 p.m. 20 39 q1 gp e � City of Calgary[30T 1.�g Bordentown, qpr.1989 154 2 C16-6:Q0 p.m. 35 — — 65 ---- a7,980 �aymond A1J Keyes Asso�. t4d N1ana3apan,NJ July 1990 176 3:36-6:1�p.m. 32 44 2a {;g — gg�q� Raymond K8yB5 A$SOC. 549 Na[ick,MA Feb.1989 — I 4:4�5:45 p.m. 33 26 41 67 — 48�gp Raymond Keyes Assc�c. Average Pass-By Trip Percentage: 34 "—" means nQ�ata were pre��ided Table E.28 Pass-By and Nvn-Pass-By Trips Saturday, Mid-Day Peak Period Land Use Ca+de 9'12—Dri�e-in B�ank 53ZE Nphl-P�ISS-BY 7RIPS{°�y RpJ.STR�ET [7,4D0 SL}. SURVEY NO.�F PH55-BY PEAK Hf]lJf2 FT GFA] L{JGATI�IV 13ATE INTERVIEW3 TEME PERIC7p TRIP{°I} PRhMARY �lVERTEQ T[]TAL VQLUME 'S�URCE �� Colqnial h9arch 20[}5 fi3 71:15 a.m.-12:15 p.m. 33 — — �� _ hMr.hl.3hon Park,PA ASSa�iates,inC. �� Camp Hill March 2p05 793 11:pp�.m.—S2:i30 p:m. 77 — — z3 � McMahon MaIV,PA Associates,Inc. 3.Q Exeier ���2005 34 19:3Q-1'1:3p a,m. 37 — � �� � McMahon Twp,PA Rssocia4es,Inc. 3.8 York,PA Marc�2005 53 70:1rr11:15 a.m. 33 — — s� _ McM9ahan Assc,ciales,Inc. 3.8 York,PA March 20Q5 25 10:4rr11:45 a.m. 12 — — gg _ McMahan Rs�aciates,Inc. Average Pass-By Trip Percentage: 38 —" means no data were provided Table E.29 Pass-By and Non-Pass-By Trips Weekday, PM Peak Period Land Use Code 93'1—Quality �estauran� NDh1-PASS-BY TR1PS{%y Ai7J. AASS- STREET SIZE WEEKI]AY BY pEIIK (1,OOG 50. SURVEY NO.OF TRIP HOL}R SEATS FT.GFA) �DCAT14hE pATE IhJTERVdEW5 TllulE FERI[1C} {%} PRIMARY ❑NERTE❑ YDTAL VC1l.UME $�URGE Louisville Barton- 2A� 12 a�� KY July'1993 38 4:04-6:4D p.m, 26 36 38 7d G,145 Aschman Assac. — 6 ����d°' 1992 16B 4�OU-8:0[]p.m. 45 — — 55 — TPd fnc. � g.� DHF�d4, �gy2 8d 2:L1[}�6:QD p.m. 4d 44 �6 56 -- TPO Enc. — 6� flri�Ldo. 1995 173 2:0�8:6[�p.m. fi2 — — 38 — TPD Inc. A�erage Pass-By Tri� Percentage: 44 "—" means na data were provided Clinic �6�(�} Vehicle Trip �nds �s; '10(f0 Sq, Ft. GFA C3n a: Weekday, P�ak Haur af Adjacent Street Traffi+�, �ne Hvur 6etween 7 and 9 a.m. Se##inglLflcatiQn: General UrbanlSu�urhan hlumber of Studies: 4 'f 000 Sq. Ft. GFA: 21 ❑irectional Distri�ution: 78°/o entering, 2�%o exiting Vehicfe Trip Generatian per 1 DUO Sq. Ft. GFA Average Rate Range of Rates Standard �evia#ion 3.fi9 �.27- 9.36 2.8� Qata Plot and Equatian iCaufion—5rna11 Sample 5ize zo� 15a � � � �` X � u H 100 X X X 50 _ �D 10 2� 34 4a K= 1a00 Sq. �t. G�A X 5tudy Site - - � -- A�erage Rate Fitted Cur�e Equativn: Nvt Given RZ=�'"' Clinic 4��0} Veh�c[e Trip Ends �s: 1000 Sq. Ft. GFA vn a. Weekday, Peak Hour af►4d�a�cent Stre�t Traffic, One Hour Between 4 and 6 p.m. SettinglLocation: Generaf urbanlSulaurban Numk�er of Studies: 5 1D[�� Sq. F#. GFA: 18 Directivnal �istri�utivn: 29°/0 �n#ering, 71°/o �xiting Vehicle Trip Genera#fon per 1000 Sq. Ft, GFA Average Rat� Range af R�tes Standard �euiation 3.�8 1.93- 7.[}(� 1.84 Dafa Plot and Equatian Gau�ion—Small Sample 5rze 'CO(} ,' . x ,� . y� , ,' , , so �' , , , �' , ,` N r� T7 � uJ fia r` � � � ' X �e � , � r' ,' 4ff � .' 'f X . . . . . .' za ,' � , , °a �a za sa 40 X= �400 5q.�t. GFA X Study 5ite Fitted Curve - - - - A�erage Rate Fitted Curve Equation: Ln(t]=D.72 Ln[}C)+1.97 R2=D.70