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20200483 269 Broadway Mixed Use Traffic Impact Study
Traff ic I m pact Study 269 Broadway — Hamilton Street City of Saratoga Springs, Saratoga County, New York Prepared For: Prime Group Holdings Issued: March 27, 2021 MJ#: 987.04 Prepared By: ��.,��,� Eng��neering and � -- Land Sunreyin�, 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 ................................................................... 3 3.2 Results ......................................................................................................................... 5 4.0 Proposed Conditions............................................................................................................ 6 4.1 Proposed Site Trips...................................................................................................... 6 4.2 Proposed Model .......................................................................................................... 7 4.3 Results ......................................................................................................................... 8 5.0 Conclusions/ Recommendations ..................................................................................... 10 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 M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NV Page ii 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. '�y���r��� `rr'°` �` � �, ��'�� ;,� :s � *R": '� —� ��.�' � "4�p" � ._�'�� :- `° 7 �'�' 4► +� ,;; ��=�:. �� a c Zf+� .� '� � �� �`� + +�""�" '�7� -i � i+ � # ��. � �.L,�:�p '�i �°� �`p�°a�r ^%'k ��� t xr s^ 't �.►` A ■�. � � �"�' �� �,{� �'� • � • d � � ��e ��¢,��'t '`� �.,.> �' s : _ '�'� r-+�'{a t z� � � �. �r+"� ��"��`����--x� ;: _.. �`.�. .�� �� �° '�'�,,�. .� r - � "�:' +�!4k~ �,�':.` , ��� "„*'��,. � °� �: � r , g •l,�� �� .�� a-�= � ,�� .�;.�;' � . • � _ - y� � �..�,+-. '. '_�`�� ' � ,.�; ,.�`,�, �." � * ,�^ A �•4 � ' .'� xt-f �����;- m� '� *ye�,� .����`�. ,.�,� � '��, �' �� � ��'� r: ,.� � '`- �� � �x :`�F `�"' _�� �; .• ;�;� � �'-�� � �� � r� : „�t "�n: `. *,,�ii.� .�r p�. ��':... — ��' rlr ��'� � �r;'_` ��' r i �` r d�! ,.� `° ' k� f� I IUv 6•:7UfVJAHY � ' � �.q.. � �;7..„"-� � ' '7 � ���'� .�� ,,,�. - _ � ,�.' - , , : . �� *� �_ ���.,.y,�,,�� � � � _ ''�_— �_ ti#q�, � �. `;�" '�!, } � �n�,�� �F��,-�� .t� �� � �^ j�� � � � �.. ■ ,. � p . .. '� � �..� �� � �� � �� � � p , ���, ' . � ':' � < aF- . _s �+ ,�� "s T�'`� �i�' �,; ���" ''►,�. '�'`r" '�, �� !�,.�� +.; +y.'' 1�'�� � _��;�,� Y.��k'-+�--`` ��' .� . _ ,� . : • .�,- y� w�- ��;r'� ia��>'*� � � r�►-i'�t.;s r-��'�►«� � � -9 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,NV 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 office building at the Estimated Time of Completion (ETC) (2024). 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) 6th 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,NV 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. The intersection of Hamilton Street with Ballston Avenue (Intersection 1) is a four-legged, 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. The intersection of Hamilton Street with West Circular Street(Intersection 2) is a four-legged, 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 parking lot (Intersection 3) is a four-legged 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. The current site is an empty lot with approximately 24 parking bays and is not currently generating any traffic. 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. 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 historic 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 peak one 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 determined by the CDTC 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,NV Page 3 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. 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 13.4 (B) 11.7 (B) 13.4 (B) 11.8 (B) I Eastbound TH/ RT 12 (B) 14.7 (B) 12 (B) 14.8 (B) Hamilton Street& Northbound LT/TH/ RT 24.9 (C) 24.4(C) 25 (C) 24.4 (C) 1 Ballston Avenue Westbound LT/TH/ RT 21.1 (C) 31.6 (C) 21.2 (C) 32.2 (C) Southbound LT/TH/ RT 28.8 (C) 44.8 (D) 28.9 (C) 45.6 (D) Intersection Overall 19.9(B) 28.4(C) 20(B) 28.8(C) Eastbound LT/TH/ RT 9.3 (A) 15.9 (C) 9.3 (A) 16.2 (C) Northbound LT/TH/ RT 10.9 (B) 14.7 (B) 11 (B) 14.9 (B) Hamilton Street& Z W Circular Street Westbound LT/TH/ RT 9.9 (A) 15.4(C) 9.9 (A) 15.6 (C) Southbound LT/TH/ RT 9.2 (A) 18.2 (C) 9.3 (A) 18.6 (C) Intersection Overall 10(A) 16.2(C) 10(A) 16.5 (C) LT 6.1 (A) 12 (B) 8.1 (A) 12.1 (B) Eastbound Thru/ Right 8.6 (A) 12.8 (B) 8.6 (A) 12.9 (B) LT 7.6 (A) 18.3 (B) 7.6 (A) 18.6 (B) Northbound TH/ RT 7.4 (A) 12.8 (B) 7.4 (A) 13 (B) Hamilton Street 3 and Congress LT 10.4 (B) 19.1 (B) 10.5 (B) 19.4(B) Street Westbound TH/ RT 7.6 (A) 9.6 (A) 7.6 (A) 9.6 (A) LT/TH 6.7 (A) 11.5 (B) 6.7 (A) 11.7 (B) Southbound RT 6.7 (A) 11.4 (B) 6.7 (A) 11.5 (B) Intersection Overall 8.2 (A) 13 (B) 8.2 (A) 13.1 (B) M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NV Page 4 3.2 Results Analysis for 2021 Existing conditions indicates that all intersections, overall, are operating LOS C or better during the AM and PM peaks. Intersections 2, and 3 operate with an overall LOS A during the AM peaks and B during the PM peaks. Intersection 1 operates with an overall LOS B during the AM and LOS C in the PM. During the PM peak hour, the SB approach at Intersection 1 operates at LOS D. All other approaches operate at LOS C or better for the Existing and No-Build conditions. The vehicle to capacity ratio at each of the intersections in existing conditions is less than 1.0 which indicates that the capacity provided at the intersection can sustain the traffic volumes. In urban areas, the overall intersection acceptable standard is LOS D or better. A LOS analysis was also performed under the no build conditions. Generally, the future traffic volumes using the CDTC growth factor had a minimal impact to LOS. Most intersection lane groups experienced negligible increases in delay and there were no changes to the LOS for all intersections and lane groups. M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NV Page 5 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 to be 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. Preliminary Concept Site Plans are included in Appendix A. 4.1 Proposed Site Trips The Institute of Transportation Engineers,Trip Generation Manual, 10th 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 (72,250 SF) • 820—Shopping Center(17,320 SF) • 931—Quality Restaurant (5,000 SF) The areas used for trip generation are based on the usable space of the building, and excludes balconies, restrooms, lobbies, and closets. The proposed trips from the development of 269 Broadway are summarized below in Table 2. 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 26 13 39 2-6 LUC 710 (General Office Building) 83 13 96 13 71 84 Totals 95 21 116 71 118 189 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. 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 vehicle trips to sites located in urban infills 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 M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NV Page 6 reduced according to methods and available data in Chapter 7 and Appendix B and C of the ITE Trip Generation Handbook 3rd Edition. Additionally, trips generated by LUC 820 — Shopping Center and LUC 931 — Quality Restaurant were reduced for a percentage of pass-by trips. Pass-by-trips occur at sites where existing traffic already utilizing 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. The trip reductions and the revised proposed trips are shown in Table 4 below. 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 -3 -2 -5 -10 -11 -21 - Pass-by-Trip Reductions -2 -1 -3 -7 -8 -15 2 LUC 931 (Quality Restaurant) 2 2 4 26 13 39 - Pass-by-Trip Reductions -1 -1 -2 -11 -6 -17 2-6 LUC 710 (General Office Building) 83 13 96 13 71 84 Final Trip Generation Totals 88 17 106 43 93 136 4.2 Proposed Model The final trip generation totals 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-legged intersection with a single, shared left/right exiting lane 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.The Synchro analysis was performed for both the AM and PM peak periods. The results of the build analysis is 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,NV Page 7 TABLE 5 LOS Table - Build (Delay in Seconds) Build 2024 Build 2024 No. Location Approach Movement Optimized AM PM AM PM I LT 13.6 (B) 11.8 (B) 15 (B) 13.6 (B) Eastbound TH/ RT 12 (B) 14.8 (B) 13.3 (B) 17.2 (B) Hamilton Street& Northbound LT/TH/ RT 25.7 (C) 24.6 (C) 19.3 (B) 22.2 (C) 1 Ballston Avenue Westbound LT/TH/ RT 21.5 (C) 32.4 (C) 26.7 (C) 42.6 (D) Southbound LT/TH/ RT 30.5 (C) 55.3 (E) 21.8 (C) 41.7 (D) Intersection Overall 20.6(C) 31.6(C) 20.2(C) 32.1 (C) Eastbound LT/TH/ RT 9.9 (A) 19.1 (C) 9.9 (A) 19.1 (C) Northbound LT/TH/ RT 12.3 (B) 17.1 (C) 12.3 (B) 17.1 (C) Hamilton Street& Z W Circular Street Westbound LT/TH/ RT 10.5 (B) 17.9 (C) 10.5 (B) 17.9 (C) Southbound LT/TH/ RT 9.7 (A) 26.6 (D) 9.7 (A) 26.6 (D) Intersection Overall 10.9(B) 20.9(C) 10.8(B) 20.9(C) LT 8.1 (A) 13.6 (B) 8.1 (A) 12.8 (B) Eastbound Thru/ Right 8.7 (A) 14.6 (B) 8.8 (A) 18.7 (B) LT 7.7 (A) 21.1 (C) 7.6 (A) 18.6 (B) Northbound TH/ RT 7.5 (A) 14.1 (B) 7.4 (A) 12.4 (B) Hamilton Street 3 and Congress LT 11 (B) 22.7 (C) 11 (B) 21.4 (C) Street Westbound TH/ RT 7.5 (A) 10.7 (B) 7.6 (A) 10.2 (B) LT/TH 6.8 (A) 12.6 (B) 6.7 (A) 11.1 (B) Southbound RT 6.8 (A) 12.4 (B) 6.7 (A) 10.9 (B) Intersection Overall 8.4(A) 14.9(B) 8.4(A) 15.6(B) Hamilton Street Westbound LT/ RT 12.4 (B) 15.6 (C) 12.4 (B) 15.6 (C) 4 and 269 Southbound LT 8.2 (A) 8.2 (A) 8.2 (A) 8.2 (A) Broadway Parking Garage Intersection All N/A N/A N/A N/A � � 4.3 Results Intersections 1, 2, and 3 operate at overall intersection LOS C or better for both the AM and PM peaks. Intersection 1 is expected to operate at LOS C for both the AM and PM peak hours of traffic. Intersection 2 is anticipated to operate at LOS B in during the AM peak hour and LOS C during the PM peak hour. Intersection 3 is projected to operate at a LOS A in the AM and LOS B in the PM.The southbound approach M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NV Page 8 to Intersection 1 is only expected to operate at a LOS E during the PM peak with 55.3 seconds of delay. This is a likely result of the long phase lengths for the EB and WB approaches to the intersection. Additionally,the SB approach to Intersection 2 is expected to operate at LOS D with 26.6 seconds of delay. The LOS for traffic exiting the parking garage WB is expected to be B and C for the morning and evening peak hours, respectively. Left turning vehicles into the garage are anticipated to operate at LOS A with 8.2 seconds of delay.The slight delay is caused by left turning vehicles waiting for a sufficient gap in opposing traffic before they can safely execute their turn. New build models were created to analyze the LOS with signal timing optimizations at Intersection 1 and 3 for both the AM and PM peaks. These results are shown in Table 4 under the Build Optimized 2024 column. The optimized signal timings at Intersection 1 resulted in reduced delay for the SB approach from 55.3 seconds to 41.7 seconds during the PM peak hour, improving LOS from E to D. However, the signal optimizations also caused delay for the WB approach to increase from 32.4 seconds to 42.6 seconds worsening the LOS from C to D during the PM peak. The LOS for Intersection 3 remains at LOS C overall for both peak hours. The signal timing optimizations had minimal impact to the LOS of Intersection 3 during the AM peak hour. For the PM peak, the LOS slightly improved for all lane groups at the cost of an increase delay of 4.1 seconds for the EB thru/right movements. The LOS at Intersection 2 and the intersection of Hamilton Street and the parking garage remain unchanged because these intersections are unsignalized. M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NV Page 9 5 .O CONCLUSIONS � RECOMMENDATIONS Overall,the additional traffic generated by 269 Broadway will not cause a significant increase in delays to traffic traveling on Hamilton Street and at the three study intersections. Intersections 1, 2, and 3 are anticipated to operate at LOS C or better for both peak hours under the Build conditions. The traffic volumes on Ballston Avenue at the EB and WB approaches of Intersection 1 cause increased delay for the NB and SB approaches during the PM peak hour. Analysis of the intersection with revised traffic signal timings shows that it is possible to reduce delay for NB and SB traffic,however,at the expense of EB and particularly WB traffic. Considering the traffic volumes on Ballston Avenue are much heavier than Hamilton Street, it is not recommended to adjust the traffic signal timings as it would cause unacceptable delay for the EB and WB approaches. Based on the analysis, Intersection 3 operates at acceptable LOS during the Build condition during AM and PM peaks.Optimized signal timings may result in some minor decreases in delay, however, is unnecessary to maintain traffic flow. In urban areas, the overall intersection acceptable standard is LOS D or better. All intersections operate within these standards for the build condition. Therefore, no mitigation is recommended. M.J.Engineering and Land Surveying,P.C. Traffic Impact Study for 269 Broadway for Hamilton Street Saratoga Springs Saratoga County,NV Page 10 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 i �'YFi 1 C� � ■. J w-.: � �� fl����i' i#MMA�I��i�■, ■ca ■Arl R 'w� JIf:.����Y.d��l' /�rl.r�■ 11`- w�."y ■�@�■ li��7��. ■ i■r ■�p��1�■ ■rI��\�■ ■■A■�liir t �y�Y �■��. '.�.Y 4�: -_ �. ral������ �1��l��f��l�J����i���l�■�� '�itM����iii�r�! i����� :�i� �''�a. — � ■� .�. 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JI�„ �. �+-+�w�n -�r■�ar��r ars�r. � �• �.:�����r�� .��:��� # �:,.... ; / ���� �1*�i ■i �.,._ � �. . ����1� ,�����■ __ , '"7�lFf A��l��yI __.. .:�.. _ ' J �r� ���r. ._.._. � � Ji���M�IL� � - �I�I��l�f a. , � i����Is�Y � � � i�!l��i�■ ■'_\�fi�■ ri��ii:� +��ra�aa�a ��N�■ %�hY� ���� � -- if#1riF.11sFti_ i� w Ry�I .. ����l��.. ��� . � ��J�� � f�■�t[��w� if�� � �f�Y�� - � YA�I�� 1 - ��� ■����■ �' ��iil�f`���''�1 ����� �� ■I�iiili� ■�■ rtsr ■ ■sa���es��r���* +��rur�rwrs ■usurauasu�r� w�A ��4*�� �■ i7�1lf��l��ii �it�� ,rrr��trrra�rw,w����r �� t��R�l���������s l����t �w��fY�a�f��l���a � �A ' ��1���� a� "�������i��++ �, �/��' ■ f r r�r � . ������ �■����` � , �I���� ���■� . .��r ��•�■.�� ��� � _� A � • • • , • � / � � � � � a • � � � '• � �..� * 4 ` � � � � 4 _:_._,.a. ' C.S -� '..._ : � Ca �i i F KiS � : � •� � � ....-.�.� ���� � � .-_.... ._� � ����� `�� � .- 71►` �� �i��, �� _ �� �.. � ��_�� ...� -.-� � - - _ , �•�...w�-_,�.. • -� � • • � : � •- . .� . � : � � � � � � . • • � ' • • • � ' � � ��.• � � � � � � � � � • ' • � • • � �� l� � '��• � " ' l� � ' 1 1 • � � • ' • '• ' :1'. •" • � 1� C ' � � � '��• � " ' � � '• : � : ' 1 • ' 1 • � : � : ' 1 1 • " � : ' 1 • 1 ' . � l� � �' ' ' • • " 11 1 1• 11 " ' ' � � � � � � � � � � � � � 1 ' � ' � ' � ' � •' � � • • ' � ' � y ' • ' ' 11 • 1 11 i ' � ' � ' � ' � •' � � � • • ' � ' � • ' � • • • � " • • � 1 " ' ' e � � - ...¢ � � � l� � � , � E i '��• � 1 � " ' � '• � • - — � 1 1 1 � � � � � � � � � � i � � � � � � � • � � � � � � � � � �• � ' � � � � . • � � � � ' .�• � � � � �'• • •� 1� � ' • • ' • " " : .�• • ' " •' _ _ — � � � � I � � � � 1 . . ' ' •' . _ • � � � _ — � � � - •- � . � - " � � � ' . = � . • — • � ._ . . . . . . _ . • ' • • •� ' _ _ — • _ ' ' � �.• • �. �• � � � � � � � � ' • ' ' � •' ' ' • . � . . . � � •� _ _ — _ . � � . � � � � . 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 ���� 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 rotai 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 ���� 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 ���� 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 l J���. � 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 P��a�ga��an,�,� 119 217 136 25 497 2 608 12 1 623 14 156 6 4 180 8 543 88 1 640 1940 ,a==�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 l J���. � 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 Right ThIru Left 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 P��a�ga��an,�,� 55 110 70 11 246 0 336 5 0 341 8 74 2 0 84 6 276 51 0 333 1004 „a==�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 l J���. � 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 Right ThIru Left 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 l J���. � 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 P��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 l J���. � 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 Right ThIru Left 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 P��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 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 Right Thru Le� RTOR i I /—' 1 Peak Hour Data M N M C O �O N y ? O� � N N J 1 � O N 1 �t[] 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 l J���. � 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 P��a�ga��an,�,� 63 293 0 0 356 52 227 9 0 288 0 199 48 0 247 167 0 126 0 293 1184 ,a==�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 l J���. � 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 Right ThIru Left 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 P��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 l J���. � 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 Right ThIru Left 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 l J���. � 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 P��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 l J���. � 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 Right ThIru Left 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 P��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 l J���. � 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 Right ThIru Left 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 l J���. � 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 P��a�ga��an,�,� 16 34 29 12 91 22 386 70 6 484 101 19 268 54 442 209 379 18 61 667 1684 ,a==�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 l J���. � 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 Right ThIru Left 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 P��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 l J���. � 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 Right ThIru Left 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 Z W � Y � � Z Q O � U t 26 � ti ti �--123 CONGRESS ST � i � �77 9� � � � 168—► � N � 91� � m � �; m � � E 0 > � w A H I S �0 � o � � o f-119 � W CIRCULAR ST � i � �5 N � 39--� � 1 �' � 2 1 N CO O % 114� � °' m m � U W 4 �- �q Sj�N RO � N o � �389 8p��' o � 1 � �o � N m 75� � � � � 320� � � � °' 12� � ti � m C � O 2 a � o � � N E Z d� H J n� � Q�.,� Q �� = PEAK - 7:15 AM TO 8:15 AM �o �;� EXISTING VOLUMES (2021) - AM PEAK J In E 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 � ,533�,e=ce�,R�ad.�,;Ro„Pa,<„�,zobs Y � � ¢ O � J N � N Z W � 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 � cCDv o ~193 � W CIRCULAR ST � i � �9 N � 123-� � f � ° 0—► � oo % 156� � � m m � U W � �� joN Rp _° `° m `N° �599 8p��'S � o � � � �9 � N m �V� � � � � 502� � N � °' 11� '" ti � m C � O 2 a � o � � N E Z da H � N ti n� � Q�.,� Q �� = PEAK - 4:30 PM TO 5:30 PM �o �;� EXISTING VOLUMES (2021) - PM PEAK J In E 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 � ,533�,e=ce�,R�ad.�,;Ro„Pa,<„�,zobs Y � � ¢ O � J N � N Z W � 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 1 N N O % 115� � °' m m � U W 4 � �4 S.��N RO � N o � �393 8p��' o � 1 � �o � N m 76� � � � � 323� � � � °' 12� � ti � m C � O 2 a � o � � N E Z da H � N ti n� � Q�.,� Q �� = PEAK - 7:15 AM TO 8:15 AM �o �;� NO BUILD VOLUMES (2024) - AM PEAK J In E 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 � ,533�,e=ce�,R�ad.�,;Ro„Pa,<„�,zobs Y � � ¢ O � J N � N Z W � 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 � cCDv o ~195 � W CIRCULAR ST � i � �9 N � 124-� � f �' ti Q1 � N p % 157� � � m m � U W � �� joN Rp _° � m N �604 8p��'S � o � � � �9 � N m 89� � � � � 507� � N � °' 11� '" ti � m C � O 2 a � o � � N E Z d a H � N ti n� � Q�.,� Q �� = PEAK - 4:30 PM TO 5:30 PM �o �;� NO BUILD VOLUMES (2024) - PM PEAK J In E 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 � ,533�,e=ce�,R�ad.�,;Ro„Pa,<„�,zobs Y � � ¢ O � J N � N Z W � Y � � Z Q O � U � �- CONGRESS ST � �, � �15% � � � � 1 � � 20%� � 'n N M �(35%1 � �, � �(65%) i g BRO --- m �GARAGE ADWAYi �, f �' -------� � �, m � � 0 � � w A H I '° � 10% � � O y ` f_ � W CIRCULAR ST � i � � N m 11%-� � � �' � ti 1 \ f C q � � m O1 li U W O z � oN RQ � � s 'c.�o °o�o o � 8p�.�-S� � � ° .� 1 �. � � N m 16%� � � � � � � �' N ti � f Oi C � O 2 a � o � � N E Z d a H � N ti n� � Q�.,� Q �� = PEAK - 7:15 AM TO 8:15 AM mm,� LEGEND N� % = ENTERING BUILD - TRIP DISTRIBUTIONS (2024) - AM PEAK ��E ('/.) = EXITING �� �� �� 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 � ,533�,e=ce�,R�ad.�,;Ro„Pa,<„�,zobs Y � � ¢ O � J N � N Z W � Y � � Z Q O � U � �- CONGRESS ST � �, � �13 � � � � 18—► v v � cD �(6) � j � �rii� i 9 BRO --- m �GARAGE ADWAYi �, f �' -------� � � E 0 > � w A H � I i0 9 � o � m f— � W CIRCULAR ST � i � � N � � � � � m 9 � � � f —i M / � m O1 li U W H � � � � � Bp�LSjON RO ° .� 1 �. � � N m 14� � � � � o^p � N 0' '' � E OI C � O 2 a � o � � N E Z d H � ' � ti �� � �m = PEAK - 7:15 AM TO 8:15 AM mm,� LEGEND N� # = ENTERING BUILD - TRIP ASSIGNMENT (2024) - AM PEAK ��E (#) = 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 � ,533�,e=ce�,R�ad.�,;Ro„Pa,<„�,zobs Y � � ¢ O � J N � N Z W � Y � � Z Q O � U t 26 �r r� r� �--124 CONGRESS ST � i � �91 9� � � � 170—� N N � 110� •- ti ti � �'-" M 6 � �, � �11 ; 269 BROADWAY ' q f �► �GARAGE i m �, � � --------I � m � m N � 0 > � w A H I S �O o M O� p f—1 2� � W CIRCULAR ST � i � �5 N � 48--� � 1 �' � 'Z—i N I� p % 115� � N m m � U W 4 M �4 S.��N RO � M � � �393 8p��' � � 1 � o � � N m 90� � � � � 323� � � � °' 12� � ti � m C � O 2 a � o � � N E Z d a H ' M ti n� � o�.,� Q �� = PEAK - 7:15 AM TO 8:15 AM �o �;� BUILD VOLUMES (2024) - AM PEAK J In E 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 � ,533�,e=ce�,R�ad.�,;Ro„Pa,<„�,zobs Y � � ¢ O � J N � N Z W � Y � � Z Q O � U � �- CONGRESS ST � �, � �11% � � � � 1 � ti 32%� "' v � � �(43%) � j � �r57z� i 9 BRO --- m �GARAGE ADWAYi �, f �' -------� � � E � 0 > � w A H I v � � 8% O � O � f— � W CIRCULAR ST � i � � N m 19%--} � � �' � ti 1 \ f O q � M m O1 li U W O z � oN RQ � � ; � m � � 8p��-S� � � ° .� 1 �. � � N m 11%� � � � � � � � � ti � � m C � O 2 a � o � � N E Z d a H ' M ti n� � o�.,� Q �� = PEAK - 4:30 PM TO 5:30 PM mm,� LEGEND N� % = ENTERING BUILD - TRIP DISTRIBUTIONS (2024) - PM PEAK ��E ('/.) = EXITING �� �� �� 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 � ,533�,e=ce�,R�ad.�,;Ro„Pa,<„�,zobs Y � � ¢ O � J N � N Z W � Y � � Z Q O � U � �- CONGRESS ST � i � �5 � � � � 1 0 0 14� � � °' �(401 �, � (53) � � ; 269 BROADWAY ; q f �► �GARAGE � m �, �, --------� � N E 0 > � w A H � I '° 3 q � � O � f— � W CIRCULAR ST � i � � N � � � � � m 8 � � ti 1 M f � i � m O1 li U W � � SjoN Rp s o 00 .-. � 8p�.�- � � ° .� 1 �. � � N m 5� � � � � � � � ti � � m C � O 2 a � o � � N E Z d a H ' � ti n� � o�.,� Q �� = PEAK - 4:30 PM TO 5:30 PM mm,� LEGEND N� # = ENTERING BUILD - TRIP ASSIGNMENT (2024) - PM PEAK ��E (#) = 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 � ,533�,e=ce�,R�ad.�,;Ro„Pa,<„�,zobs Y � � ¢ O � J N � N Z W � Y � � Z Q O � U t 32 � M �, �-343 CONGRESS ST � �, � �56 18� '� f r' 339—► � M M 258� N N � � M °.' 40 � j � �s3 ; 269 BROADWAY ' q f �► �GARAGE i m � ,r, �n --------I � � N m M � O > .�a w A H I q SZ � M o �= M o f-195 � W CIRCULAR ST � i � �9 N � 132--} � f � ti Q1 � � O % 15 7� � �° m m � U W � �� joN Rp � � c� � ~604 8p��'S � � � � 9 � � N m 94� � � � � 507� � M � °' 11� '" ti � m C � O 2 a � o � � N E Z da H ' � ti n� � o�.,� Q �� = PEAK - 4:30 PM TO 5:30 PM �o �;� BUILD VOLUMES (2024) - PM PEAK J In E 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 � ,533�,e=ce�,R�ad.�,;Ro„Pa,<„�,zobs 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. Existing(202�)a,M Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "�i � � � 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 82 348 13 0 423 4 0 172 4 78 116 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 446 995 37 0 761 7 0 566 13 182 256 59 Arrive On Green 0.08 0.56 0.56 0.00 0.41 0.41 0.00 0.31 0.31 0.31 0.31 0.31 Sat Flow,veh/h 1781 1791 67 0 1850 17 0 1820 42 412 824 191 Grp Volume(v),veh/h 82 0 361 0 0 427 0 0 176 224 0 0 Grp Sat Flow(s),veh/h/In 1781 0 1858 0 0 1867 0 0 1863 1427 0 0 Q Serve(g_s),s 2.1 0.0 9.6 0.0 0.0 15.7 0.0 0.0 6.5 6.5 0.0 0.0 Cycle Q Clear(g_c),s 2.1 0.0 9.6 0.0 0.0 15.7 0.0 0.0 6.5 12.9 0.0 0.0 Prop In Lane 1.00 0.04 0.00 0.01 0.00 0.02 0.35 0.13 Lane Grp Cap(c),veh/h 446 0 1032 0 0 768 0 0 580 498 0 0 V/C Ratio(X) 0.18 0.00 0.35 0.00 0.00 0.56 0.00 0.00 0.30 0.45 0.00 0.00 Avail Cap(c_a),veh/h 585 0 1032 0 0 768 0 0 580 498 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 13.2 0.0 11.0 0.0 0.0 20.2 0.0 0.0 23.6 25.9 0.0 0.0 Incr Delay(d2),s/veh 0.2 0.0 0.9 0.0 0.0 0.9 0.0 0.0 1.3 2.9 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 0.8 0.0 3.9 0.0 0.0 6.7 0.0 0.0 3.0 4.3 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 13.4 0.0 12.0 0.0 0.0 21.1 0.0 0.0 24.9 28.8 0.0 0.0 LnGrp LOS B A B A A C A A C C A A Approach Vol,veh/h 443 427 176 224 Approach Delay,s/veh 12.2 21.1 24.9 28.8 Approach LOS � B f C C � C � Timer-Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc),s 34.0 56.0 34.0 13.0 43.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 28.0 50.0 i 28.0 14.0 30.0 Max Q Clear Time(g_c+11),s 8.5 11.6 14.9 4.1 17.7 Green Ext Time(p_c),s 0.9 2.4 * 1.0 0.1 2.1 Intersection Summary HCM 6th Ctrl Delay 19.9 HCM 6th LOS B 05/27/2021 Synchro 11 Report MPS Page 1 HCM 6th AWSC 2: Hamilton St. & W Circular St. Existing(202�)a,M Peak Intersection Intersection Delay,s/veh 10 Intersection LOS A 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 � 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow , 42 2 124 5 129 65 46 213 0 0 93 35 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 - 1 - 1 1 � Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 - 1 - 1 1 � HCM Control Delay 9.3 9.9 10.9 9.2 HCM LOS A � A � B A � Lane NBLn1 EBLn1 WBLn1 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 259 168 200 128 Geometry Grp � 1 1 1 1 Degree of Util(X) 0.36 0.223 0.273 0.182 Departure Headway(Hd) , 5.01 4.766 4.916 5.098 Convergence,Y/N Yes Yes Yes Yes Cap , 709 743 722 708 Service Time 3.102 2.865 3.011 3.098 HCM Lane V/C Ratio - 0.365 0.226 0.277 0.181 HCM Control Delay 10.9 9.3 9.9 9.2 HCM Lane LOS B A A A HCM 95th-tile Q 1.6 0.9 1.1 0.7 05/27/2021 Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary 3: Hamilton St./Congress Park Parking Lot & Congress St. Existing(202�)a,M Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "�i � "� � '�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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 10 183 99 84 134 28 126 30 93 8 8 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 568 381 206 466 500 105 699 134 415 383 324 528 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 SatFlow,veh/h 1224 1142 618 1097 1500 314 1402 402 1245 609 972 1585 Grp Volume(v),veh/h 10 0 282 84 0 162 126 0 123 16 0 4 Grp Sat Flow(s),veh/h/In 1224 0 1759 1097 0 1814 1402 0 1646 1581 0 1585 Q Serve(g_s),s 0.2 0.0 3.8 2.0 0.0 2.0 2.0 0.0 1.6 0.0 0.0 0.1 Cycle Q Clear(g_c),s 2.1 0.0 3.8 5.8 0.0 2.0 2.2 0.0 1.6 0.2 0.0 0.1 Prop In Lane 1.00 0.35 1.00 0.17 1.00 0.76 0.50 1.00 Lane Grp Cap(c),veh/h 568 0 586 466 0 605 699 0 549 707 0 528 V/C Ratio(X) 0.02 0.00 0.48 0.18 0.00 0.27 0.18 0.00 0.22 0.02 0.00 0.01 Avail Cap(c_a),veh/h 2241 0 2991 1966 0 3084 1681 0 1701 1765 0 1638 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 8.1 0.0 7.9 10.2 0.0 7.3 7.5 0.0 7.2 6.7 0.0 6.7 Incr Delay(d2),s/veh 0.0 0.0 0.6 0.2 0.0 0.2 0.1 0.0 0.2 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/In 0.0 0.0 1.0 0.4 0.0 0.5 0.4 0.0 0.4 0.0 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 8.1 0.0 8.6 10.4 0.0 7.6 7.6 0.0 7.4 6.7 0.0 6.7 LnGrp LOS A A A B A A A A A A A A Approach Vol,veh/h 292 246 249 20 Approach Delay,s/veh 8.5 8.5 7.5 6.7 Approach LOS � A f A A � A � Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 15.0 15.0 15.0 15.0 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 31.0 51.0 i 31.0 51.0 Max Q Clear Time(g_c+11),s 4.2 5.8 2.2 7.8 Green Ext Time(p_c),s 1.1 2.0 * 0.1 1.4 Intersection Summary HCM 6th Ctrl Delay 8.2 HCM 6th LOS A 05/27/2021 Synchro 11 Report MPS Page 3 HCM 6th Signalized Intersection Summary 1: Hamilton St. & Ballston Ave. Existing(202�) PM Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "�i � � � 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 96 546 12 10 651 0 4 139 15 137 208 126 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 368 1013 22 45 754 0 45 514 54 184 235 134 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 1781 1823 40 10 1849 0 12 1653 175 426 756 432 Grp Volume(v),veh/h 96 0 558 661 0 0 158 0 0 471 0 0 Grp Sat Flow(s),veh/h/In 1781 0 1863 1858 0 0 1839 0 0 1615 0 0 Q Serve(g_s),s 2.5 0.0 17.1 5.6 0.0 0.0 0.0 0.0 0.0 19.6 0.0 0.0 Cycle Q Clear(g_c),s 2.5 0.0 17.1 29.3 0.0 0.0 5.8 0.0 0.0 25.4 0.0 0.0 Prop In Lane 1.00 0.02 0.02 0.00 0.03 0.09 0.29 0.27 Lane Grp Cap(c),veh/h 368 0 1035 799 0 0 613 0 0 554 0 0 V/C Ratio(X) 0.26 0.00 0.54 0.83 0.00 0.00 0.26 0.00 0.00 0.85 0.00 0.00 Avail Cap(c_a),veh/h 501 0 1035 799 0 0 613 0 0 554 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 11.4 0.0 12.7 24.4 0.0 0.0 23.4 0.0 0.0 29.8 0.0 0.0 Incr Delay(d2),s/veh 0.4 0.0 2.0 7.2 0.0 0.0 1.0 0.0 0.0 15.1 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/In 1.0 0.0 7.1 13.8 0.0 0.0 2.6 0.0 0.0 11.8 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.7 0.0 14.7 31.6 0.0 0.0 24.4 0.0 0.0 44.8 0.0 0.0 LnGrp LOS B A B C A A C A A D A A Approach Vol,veh/h 654 661 158 471 Approach Delay,s/veh 14.3 31.6 24.4 44.8 Approach LOS � B f C C � D � Timer-Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc),s 34.0 56.0 34.0 13.3 42.7 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 28.0 50.0 i 28.0 14.0 30.0 Max Q Clear Time(g_c+11),s 7.8 19.1 27.4 4.5 31.3 Green Ext Time(p_c),s 0.8 4.1 * 0.2 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 28.4 HCM 6th LOS C 05/27/2021 Synchro 11 Report MPS Page 1 HCM 6th AWSC 2: Hamilton St. & W Circular St. Existing(202�) PM Peak Intersection Intersection Delay,s/veh 16.2 Intersection LOS C 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 � 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 MvmtFlow , 134 0 170 10 210 53 51 185 0 0 289 58 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 - 1 - 1 1 � Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 - 1 - 1 1 � HCM Control Delay 15.9 15.4 14.7 18.2 HCM LOS C � C � B C � Lane NBLn1 EBLn1 WBLn1 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 236 303 273 347 Geometry Grp � 1 1 1 1 Degree of Util(X) 0.433 0.523 0.485 0.599 Departure Headway(Hd) , 6.614 6.203 6.399 6.224 Convergence,Y/N Yes Yes Yes Yes Cap , 543 579 562 579 Service Time 4.688 4.268 4.467 4.29 HCM Lane V/C Ratio - 0.435 0.523 0.486 0.599 HCM Control Delay 14.7 15.9 15.4 18.2 HCM Lane LOS B C C C HCM 95th-tile Q 2.2 3 2.6 3.9 05/27/2021 Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary 3: Hamilton St./Congress Park Parking Lot & Congress St. Existing(202�) PM Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "�i � "� � '�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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 20 365 263 55 370 35 253 25 154 23 36 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 453 471 339 275 784 74 477 76 466 251 351 530 Arrive On Green 0.47 0.47 0.47 0.47 0.47 0.47 0.33 0.33 0.33 0.33 0.33 0.33 SatFlow,veh/h 980 1011 728 798 1683 159 1332 226 1393 451 1051 1585 Grp Volume(v),veh/h 20 0 628 55 0 405 253 0 179 59 0 33 Grp Sat Flow(s),veh/h/In 980 0 1739 798 0 1842 1332 0 1620 1502 0 1585 Q Serve(g_s),s 0.7 0.0 15.1 3.1 0.0 7.5 8.8 0.0 4.1 0.0 0.0 0.7 Cycle Q Clear(g_c),s 8.3 0.0 15.1 18.2 0.0 7.5 13.0 0.0 4.1 4.2 0.0 0.7 Prop In Lane 1.00 0.42 1.00 0.09 1.00 0.86 0.39 1.00 Lane Grp Cap(c),veh/h 453 0 811 275 0 858 477 0 541 602 0 530 V/C Ratio(X) 0.04 0.00 0.77 0.20 0.00 0.47 0.53 0.00 0.33 0.10 0.00 0.06 Avail Cap(c_a),veh/h 995 0 1772 716 0 1877 857 0 1003 1041 0 982 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 11.2 18.8 0.0 9.1 17.4 0.0 12.5 11.5 0.0 11.3 Incr Delay(d2),s/veh 0.0 0.0 1.6 0.4 0.0 0.4 0.9 0.0 0.4 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/In 0.1 0.0 4.8 0.5 0.0 2.5 2.5 0.0 1.3 0.4 0.0 0.2 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 12.0 0.0 12.8 19.1 0.0 9.6 18.3 0.0 12.8 11.5 0.0 11.4 LnGrp LOS B A B B A A B A B B A B Approach Vol,veh/h 648 460 432 92 Approach Delay,s/veh 12.8 10.7 16.0 11.5 Approach LOS � B f B B � B � Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 21.7 28.3 21.7 28.3 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 31.0 51.0 i 31.0 51.0 Max Q Clear Time(g_c+11),s 15.0 17.1 6.2 20.2 Green Ext Time(p_c),s 1.7 5.3 * 0.4 3.2 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B 05/27/2021 Synchro 11 Report MPS Page 3 HCM 6th Signalized Intersection Summary 1: Hamilton St. & Ballston Ave. No Buiid(2o2a)a,M Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "�i � � � 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 83 351 13 0 427 4 0 173 4 79 117 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 443 996 37 0 761 7 0 566 13 182 256 59 Arrive On Green 0.08 0.56 0.56 0.00 0.41 0.41 0.00 0.31 0.31 0.31 0.31 0.31 Sat Flow,veh/h 1781 1792 66 0 1850 17 0 1821 42 413 821 189 Grp Volume(v),veh/h 83 0 364 0 0 431 0 0 177 226 0 0 Grp Sat Flow(s),veh/h/In 1781 0 1858 0 0 1867 0 0 1863 1423 0 0 Q Serve(g_s),s 2.2 0.0 9.7 0.0 0.0 15.9 0.0 0.0 6.5 6.6 0.0 0.0 Cycle Q Clear(g_c),s 2.2 0.0 9.7 0.0 0.0 15.9 0.0 0.0 6.5 13.1 0.0 0.0 Prop In Lane 1.00 0.04 0.00 0.01 0.00 0.02 0.35 0.13 Lane Grp Cap(c),veh/h 443 0 1032 0 0 768 0 0 580 497 0 0 V/C Ratio(X) 0.19 0.00 0.35 0.00 0.00 0.56 0.00 0.00 0.31 0.46 0.00 0.00 Avail Cap(c_a),veh/h 581 0 1032 0 0 768 0 0 580 497 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 13.2 0.0 11.1 0.0 0.0 20.3 0.0 0.0 23.6 25.9 0.0 0.0 Incr Delay(d2),s/veh 0.2 0.0 0.9 0.0 0.0 0.9 0.0 0.0 1.4 3.0 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 0.8 0.0 4.0 0.0 0.0 6.8 0.0 0.0 3.0 4.4 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 13.4 0.0 12.0 0.0 0.0 21.2 0.0 0.0 25.0 28.9 0.0 0.0 LnGrp LOS B A B A A C A A C C A A Approach Vol,veh/h 447 431 177 226 Approach Delay,s/veh 12.3 21.2 25.0 28.9 Approach LOS � B f C C � C � Timer-Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc),s 34.0 56.0 34.0 13.0 43.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 28.0 50.0 i 28.0 14.0 30.0 Max Q Clear Time(g_c+11),s 8.5 11.7 15.1 4.2 17.9 Green Ext Time(p_c),s 0.9 2.4 * 1.0 0.1 2.1 Intersection Summary HCM 6th Ctrl Delay 20.0 HCM 6th LOS B 05/27/2021 Synchro 11 Report MPS Page 1 HCM 6th AWSC 2: Hamilton St. & W Circular St. No Buiid(2o2a)a,M Peak Intersection Intersection Delay,s/veh 10 Intersection LOS A 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 � 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow , 42 2 125 5 130 66 46 215 0 0 95 35 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 - 1 - 1 1 � Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 - 1 - 1 1 � HCM Control Delay 9.3 9.9 11 9.3 HCM LOS A � A � B A � Lane NBLn1 EBLn1 WBLn1 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 261 170 202 129 Geometry Grp � 1 1 1 1 Degree of Util(X) 0.364 0.23 0.277 0.184 Departure Headway(Hd) , 5.125 4.88 5.03 5.117 Convergence,Y/N Yes Yes Yes Yes Cap , 707 741 720 704 Service Time 3.125 2.88 3.03 3.127 HCM Lane V/C Ratio - 0.369 0.229 0.281 0.183 HCM Control Delay 11 9.3 9.9 9.3 HCM Lane LOS B A A A HCM 95th-tile Q 1.7 0.9 1.1 0.7 05/27/2021 Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary 3: Hamilton St./Congress Park Parking Lot & Congress St. No Buiid(2o2a)a,M Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "�i � "� � '�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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 10 185 100 85 135 28 127 30 95 8 8 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 567 381 206 464 501 104 699 132 417 383 324 528 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 SatFlow,veh/h 1223 1142 617 1094 1503 312 1402 395 1250 609 971 1585 Grp Volume(v),veh/h 10 0 285 85 0 163 127 0 125 16 0 4 Grp Sat Flow(s),veh/h/In 1223 0 1759 1094 0 1814 1402 0 1645 1580 0 1585 Q Serve(g_s),s 0.2 0.0 3.9 2.0 0.0 2.0 2.0 0.0 1.6 0.0 0.0 0.1 Cycle Q Clear(g_c),s 2.2 0.0 3.9 5.9 0.0 2.0 2.2 0.0 1.6 0.2 0.0 0.1 Prop In Lane 1.00 0.35 1.00 0.17 1.00 0.76 0.50 1.00 Lane Grp Cap(c),veh/h 567 0 586 464 0 605 699 0 548 707 0 528 V/C Ratio(X) 0.02 0.00 0.49 0.18 0.00 0.27 0.18 0.00 0.23 0.02 0.00 0.01 Avail Cap(c_a),veh/h 2238 0 2991 1959 0 3084 1681 0 1700 1763 0 1638 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 8.1 0.0 8.0 10.3 0.0 7.3 7.5 0.0 7.2 6.7 0.0 6.7 Incr Delay(d2),s/veh 0.0 0.0 0.6 0.2 0.0 0.2 0.1 0.0 0.2 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/In 0.0 0.0 1.0 0.4 0.0 0.5 0.4 0.0 0.4 0.0 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 8.1 0.0 8.6 10.5 0.0 7.6 7.6 0.0 7.4 6.7 0.0 6.7 LnGrp LOS A A A B A A A A A A A A Approach Vol,veh/h 295 248 252 20 Approach Delay,s/veh 8.6 8.6 7.5 6.7 Approach LOS � A f A A � A � Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 15.0 15.0 15.0 15.0 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 31.0 51.0 i 31.0 51.0 Max Q Clear Time(g_c+11),s 4.2 5.9 2.2 7.9 Green Ext Time(p_c),s 1.1 2.0 * 0.1 1.4 Intersection Summary HCM 6th Ctrl Delay 8.2 HCM 6th LOS A 05/27/2021 Synchro 11 Report MPS Page 3 HCM 6th Signalized Intersection Summary 1: Hamilton St. & Ballston Ave. No Buiid(2o2a) PM Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "�i � � � 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 97 551 12 10 657 0 4 140 15 138 210 127 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 364 1013 22 45 754 0 45 515 54 184 235 134 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 1781 1823 40 10 1849 0 12 1654 174 427 756 432 Grp Volume(v),veh/h 97 0 563 667 0 0 159 0 0 475 0 0 Grp Sat Flow(s),veh/h/In 1781 0 1863 1859 0 0 1839 0 0 1615 0 0 Q Serve(g_s),s 2.5 0.0 17.3 6.1 0.0 0.0 0.0 0.0 0.0 19.9 0.0 0.0 Cycle Q Clear(g_c),s 2.5 0.0 17.3 29.7 0.0 0.0 5.9 0.0 0.0 25.7 0.0 0.0 Prop In Lane 1.00 0.02 0.01 0.00 0.03 0.09 0.29 0.27 Lane Grp Cap(c),veh/h 364 0 1035 799 0 0 613 0 0 554 0 0 V/C Ratio(X) 0.27 0.00 0.54 0.84 0.00 0.00 0.26 0.00 0.00 0.86 0.00 0.00 Avail Cap(c_a),veh/h 497 0 1035 799 0 0 613 0 0 554 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 11.4 0.0 12.7 24.5 0.0 0.0 23.4 0.0 0.0 29.9 0.0 0.0 Incr Delay(d2),s/veh 0.4 0.0 2.1 7.7 0.0 0.0 1.0 0.0 0.0 15.7 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 1.0 0.0 7.2 14.0 0.0 0.0 2.7 0.0 0.0 12.0 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.8 0.0 14.8 32.2 0.0 0.0 24.4 0.0 0.0 45.6 0.0 0.0 LnGrp LOS B A B C A A C A A D A A Approach Vol,veh/h 660 667 159 475 Approach Delay,s/veh 14.3 32.2 24.4 45.6 Approach LOS � B f C C � D � Timer-Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc),s 34.0 56.0 34.0 13.3 42.7 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 28.0 50.0 i 28.0 14.0 30.0 Max Q Clear Time(g_c+11),s 7.9 19.3 27.7 4.5 31.7 Green Ext Time(p_c),s 0.8 4.1 * 0.1 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 28.8 HCM 6th LOS C 05/27/2021 Synchro 11 Report MPS Page 1 HCM 6th AWSC 2: Hamilton St. & W Circular St. No Buiid(2o2a) PM Peak Intersection Intersection Delay,s/veh 16.5 Intersection LOS C 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 � 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow , 135 0 171 10 212 53 51 187 0 0 291 58 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 - 1 - 1 1 � Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 - 1 - 1 1 � HCM Control Delay 16.2 15.6 14.9 18.6 HCM LOS C � C � B C � Lane NBLn1 EBLn1 WBLn1 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 238 305 275 349 Geometry Grp � 1 1 1 1 Degree of Util(X) 0.44 0.529 0.491 0.607 Departure Headway(Hd) , 6.649 6.237 6.434 6.258 Convergence,Y/N Yes Yes Yes Yes Cap , 538 574 558 576 Service Time 4.725 4.308 4.508 4.325 HCM Lane V/C Ratio - 0.442 0.531 0.493 0.606 HCM Control Delay 14.9 16.2 15.6 18.6 HCM Lane LOS B C C C HCM 95th-tile Q 2.2 3.1 2.7 4 05/27/2021 Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary 3: Hamilton St./Congress Park Parking Lot & Congress St. No Buiid(2o2a) PM Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "�i � "� � '�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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 20 368 265 55 373 35 255 25 155 23 36 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 451 473 341 272 788 74 476 75 467 249 350 531 Arrive On Green 0.47 0.47 0.47 0.47 0.47 0.47 0.34 0.34 0.34 0.34 0.34 0.34 SatFlow,veh/h 978 1011 728 794 1684 158 1332 225 1394 451 1044 1585 Grp Volume(v),veh/h 20 0 633 55 0 408 255 0 180 59 0 33 Grp Sat Flow(s),veh/h/In 978 0 1739 794 0 1842 1332 0 1619 1495 0 1585 Q Serve(g_s),s 0.7 0.0 15.5 3.2 0.0 7.7 9.0 0.0 4.2 0.0 0.0 0.7 Cycle Q Clear(g_c),s 8.4 0.0 15.5 18.6 0.0 7.7 13.3 0.0 4.2 4.3 0.0 0.7 Prop In Lane 1.00 0.42 1.00 0.09 1.00 0.86 0.39 1.00 Lane Grp Cap(c),veh/h 451 0 814 272 0 862 476 0 543 599 0 531 V/C Ratio(X) 0.04 0.00 0.78 0.20 0.00 0.47 0.54 0.00 0.33 0.10 0.00 0.06 Avail Cap(c_a),veh/h 975 0 1746 697 0 1849 842 0 988 1023 0 967 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 12.1 0.0 11.3 19.1 0.0 9.2 17.6 0.0 12.6 11.6 0.0 11.5 Incr Delay(d2),s/veh 0.0 0.0 1.6 0.4 0.0 0.4 0.9 0.0 0.4 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/In 0.1 0.0 5.0 0.6 0.0 2.5 2.5 0.0 1.4 0.4 0.0 0.2 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 12.1 0.0 12.9 19.4 0.0 9.6 18.6 0.0 13.0 11.7 0.0 11.5 LnGrp LOS B A B B A A B A B B A B Approach Vol,veh/h 653 463 435 92 Approach Delay,s/veh 12.9 10.8 16.3 11.6 Approach LOS � B f B B � B � Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 22.0 28.8 22.0 28.8 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 31.0 51.0 i 31.0 51.0 Max Q Clear Time(g_c+11),s 15.3 17.5 6.3 20.6 Green Ext Time(p_c),s 1.7 5.3 * 0.4 3.2 Intersection Summary HCM 6th Ctrl Delay 13.1 HCM 6th LOS B 05/27/2021 Synchro 11 Report MPS Page 3 HCM 6th Signalized Intersection Summary 1: Hamilton St. & Ballston Ave. Buiid(2o2a)a,M Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "�i � � � Traffic Volume(veh/h) 90 323 12 0 393 4 0 184 4 75 113 32 Future Volume(veh/h) 90 323 12 0 393 4 0 184 4 75 113 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 98 351 13 0 427 4 0 200 4 82 123 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 445 996 37 0 754 7 0 568 11 172 243 62 Arrive On Green 0.08 0.56 0.56 0.00 0.41 0.41 0.00 0.31 0.31 0.31 0.31 0.31 Sat Flow,veh/h 1781 1792 66 0 1850 17 0 1827 37 379 782 198 Grp Volume(v),veh/h 98 0 364 0 0 431 0 0 204 240 0 0 Grp Sat Flow(s),veh/h/In 1781 0 1858 0 0 1867 0 0 1864 1360 0 0 Q Serve(g_s),s 2.6 0.0 9.7 0.0 0.0 16.0 0.0 0.0 7.6 7.6 0.0 0.0 Cycle Q Clear(g_c),s 2.6 0.0 9.7 0.0 0.0 16.0 0.0 0.0 7.6 15.2 0.0 0.0 Prop In Lane 1.00 0.04 0.00 0.01 0.00 0.02 0.34 0.15 Lane Grp Cap(c),veh/h 445 0 1032 0 0 761 0 0 580 477 0 0 V/C Ratio(X) 0.22 0.00 0.35 0.00 0.00 0.57 0.00 0.00 0.35 0.50 0.00 0.00 Avail Cap(c_a),veh/h 577 0 1032 0 0 761 0 0 580 477 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 13.4 0.0 11.1 0.0 0.0 20.5 0.0 0.0 24.0 26.8 0.0 0.0 Incr Delay(d2),s/veh 0.2 0.0 0.9 0.0 0.0 1.0 0.0 0.0 1.7 3.8 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 1.0 0.0 4.0 0.0 0.0 6.9 0.0 0.0 3.6 4.8 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 13.6 0.0 12.0 0.0 0.0 21.5 0.0 0.0 25.7 30.5 0.0 0.0 LnGrp LOS B A B A A C A A C C A A Approach Vol,veh/h 462 431 204 240 Approach Delay,s/veh 12.3 21.5 25.7 30.5 Approach LOS � B f C C � C � Timer-Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc),s 34.0 56.0 34.0 13.3 42.7 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 28.0 50.0 i 28.0 14.0 30.0 Max Q Clear Time(g_c+11),s 9.6 11.7 17.2 4.6 18.0 Green Ext Time(p_c),s 1.0 2.4 * 1.0 0.1 2.1 Intersection Summary HCM 6th Ctrl Delay 20.6 HCM 6th LOS C 05/27/2021 Synchro 11 Report MPS Page 1 HCM 6th AWSC 2: Hamilton St. & W Circular St. Buiid(2o2a)a,M Peak Intersection Intersection Delay,s/veh 10.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 48 2 115 5 120 70 42 237 0 0 96 34 Future Vol,veh/h 48 2 115 5 120 70 42 237 0 0 96 34 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 52 2 125 5 130 76 46 258 0 0 104 37 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 9.9 10.5 12.3 9.7 HCM LOS A � B � B � A 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 279 165 195 130 LT Vol , 42 48 5 0 Through Vol 237 2 120 96 RT Vol * 0 115 70 34 Lane Flow Rate 303 179 212 141 Geometry Grp 1 1 1 1 Degree of Util(X) 0.439 0.254 0.306 0.208 Departure Headway(Hd) 5.217 5.104 5.196 5.288 Convergence,Y/N Yes Yes Yes Yes Cap 691 703 691 678 Service Time 3.248 3.142 3.232 3.325 HCM Lane V/C Ratio 0.438 0.255 0.307 0.208 HCM Control Delay 12.3 9.9 10.5 9.7 HCM Lane LOS B A B A HCM 95th-tile Q 2.2 1 1.3 0.8 05/27/2021 Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary 3: Hamilton St./Congress Park Parking Lot & Congress St. Buiid(2o2a)a,M Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � "� � "�i �' � Traffic Volume(veh/h) 9 170 110 91 124 26 120 28 90 7 7 4 Future Volume(veh/h) 9 170 110 91 124 26 120 28 90 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 10 185 120 99 135 28 130 30 98 8 8 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 571 357 231 450 506 105 696 128 417 381 322 526 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.33 0.33 0.33 0.33 0.33 0.33 SatFlow,veh/h 1223 1059 687 1074 1503 312 1402 385 1259 608 970 1585 Grp Volume(v),veh/h 10 0 305 99 0 163 130 0 128 16 0 4 Grp Sat Flow(s),veh/h/In1223 0 1747 1074 0 1814 1402 0 1644 1578 0 1585 Q Serve(g_s),s 0.2 0.0 4.2 2.5 0.0 2.0 2.1 0.0 1.7 0.0 0.0 0.1 Cycle Q Clear(g_c),s 2.2 0.0 4.2 6.7 0.0 2.0 2.3 0.0 1.7 0.2 0.0 0.1 Prop In Lane 1.00 0.39 1.00 0.17 1.00 0.77 0.50 1.00 Lane Grp Cap(c),veh/h 571 0 588 450 0 611 696 0 545 702 0 526 V/C Ratio(X) 0.02 0.00 0.52 0.22 0.00 0.27 0.19 0.00 0.23 0.02 0.00 0.01 Avail Cap(c_a),veh/h 2227 0 2954 1905 0 3068 1672 0 1690 1752 0 1629 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 8.1 0.0 8.0 10.7 0.0 7.3 7.6 0.0 7.3 6.8 0.0 6.8 Incr Delay(d2),s/veh 0.0 0.0 0.7 0.2 0.0 0.2 0.1 0.0 0.2 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/Ir0.0 0.0 1.1 0.5 0.0 0.5 0.4 0.0 0.4 0.0 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 8.1 0.0 8.7 11.0 0.0 7.5 7.7 0.0 7.5 6.8 0.0 6.8 LnGrp LOS A A A B A A A A A A A A Approach Vol,veh/h 315 262 258 20 Approach Delay,s/veh 8.7 8.8 7.6 6.8 Approach LOS A A A f A Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 15.0 15.2 15.0 15.2 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 31.0 51.0 31.0 51.0 Max Q Clear Time(g_c+11),s 4.3 6.2 2.2 8.7 Green Ext Time(p_c),s 1.1 2.2 0.1 1.5 Intersection Summary HCM 6th Ctrl Delay 8.4 HCM 6th LOS A 05/27/2021 Synchro 11 Report MPS Page 3 HCM 6th TWSC 4: Hamilton St. & Garage Build(2024)AM Peak Intersection Int Delay,s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations �j'� "�r �' Traffic Vol,veh/h 11 6 298 57 31 177 Future Vol,veh/h 11 6 298 57 31 177 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 MvmtFlow 12 7 324 62 34 192 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 615 355 0 0 386 0 Stage 1 355 - - - - - Stage 2 260 - - - - - 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 455 689 - - 1172 - Stage 1 710 - - - - - Stage 2 783 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 440 689 - - 1172 - Mov Cap-2 Maneuver 440 - - - - - Stage 1 710 - - - - - Stage 2 758 - - - - - Approach WB NB SB HCM Control Delay,s 12.4 0 1.2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 504 1172 - HCM Lane V/C Ratio - - 0.037 0.029 - HCM Control Delay(s) - - 12.4 8.2 0 HCM Lane LOS - - B A A HCM 95th%tile Q(veh) - - 0.1 0.1 - 05/27/2021 Synchro 11 Report MPS Page 4 HCM 6th Signalized Intersection Summary 1: Hamilton St. & Ballston Ave. Buiid(2o2a) PM Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "�i � � � Traffic Volume(veh/h) 94 507 11 9 604 0 4 137 14 134 211 127 Future Volume(veh/h) 94 507 11 9 604 0 4 137 14 134 211 127 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 102 551 12 10 657 0 4 149 15 146 229 138 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 365 1013 22 45 752 0 44 518 51 183 235 135 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 1781 1823 40 10 1849 0 11 1665 164 421 755 433 Grp Volume(v),veh/h 102 0 563 667 0 0 168 0 0 513 0 0 Grp Sat Flow(s),veh/h/In 1781 0 1863 1858 0 0 1840 0 0 1609 0 0 Q Serve(g_s),s 2.7 0.0 17.3 6.2 0.0 0.0 0.0 0.0 0.0 21.8 0.0 0.0 Cycle Q Clear(g_c),s 2.7 0.0 17.3 29.8 0.0 0.0 6.2 0.0 0.0 28.0 0.0 0.0 Prop In Lane 1.00 0.02 0.01 0.00 0.02 0.09 0.28 0.27 Lane Grp Cap(c),veh/h 365 0 1035 797 0 0 614 0 0 552 0 0 V/C Ratio(X) 0.28 0.00 0.54 0.84 0.00 0.00 0.27 0.00 0.00 0.93 0.00 0.00 Avail Cap(c_a),veh/h 496 0 1035 797 0 0 614 0 0 552 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 11.4 0.0 12.7 24.6 0.0 0.0 23.5 0.0 0.0 31.0 0.0 0.0 Incr Delay(d2),s/veh 0.4 0.0 2.1 7.8 0.0 0.0 1.1 0.0 0.0 24.3 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 1.0 0.0 7.2 14.1 0.0 0.0 2.8 0.0 0.0 14.5 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.8 0.0 14.8 32.4 0.0 0.0 24.6 0.0 0.0 55.3 0.0 0.0 LnGrp LOS B A B C A A C A A E A A Approach Vol,veh/h 665 667 168 513 Approach Delay,s/veh 14.3 32.4 24.6 55.3 Approach LOS � B f C C � E � Timer-Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc),s 34.0 56.0 34.0 13.4 42.6 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 28.0 50.0 i 28.0 14.0 30.0 Max Q Clear Time(g_c+11),s 8.2 19.3 30.0 4.7 31.8 Green Ext Time(p_c),s 0.8 4.1 * 0.0 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 31.6 HCM 6th LOS C 05/27/2021 Synchro 11 Report MPS Page 1 HCM 6th AWSC 2: Hamilton St. & W Circular St. Buiid(2o2a) PM Peak Intersection Intersection Delay,s/veh20.9 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 132 0 157 9 195 52 47 185 0 0 303 71 Future Vol,veh/h 132 0 157 9 195 52 47 185 0 0 303 71 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 143 0 171 10 212 57 51 201 0 0 329 77 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 19.1 17.9 17.1 26.6 HCM LOS C � C � C � D Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 20% 46% 4% 0% Vol Thru, % 80% 0% 76% 81% Vol Right, % 0% 54% 20% 19% Sign Control � Stop Stop Stop Stop Traffic Vol by Lane 232 289 256 374 LT Vol , 47 132 9 0 Through Vol 185 0 195 303 RT Vol * 0 157 52 71 Lane Flow Rate 252 314 278 407 Geometry Grp 1 1 1 1 Degree of Util(X) 0.498 0.588 0.537 0.747 Departure Headway(Hd) 7.11 6.74 6.95 6.615 Convergence,Y/N Yes Yes Yes Yes Cap 504 534 518 549 Service Time 5.178 4.807 5.019 4.615 HCM Lane V/C Ratio 0.5 0.588 0.537 0.741 HCM Control Delay 17.1 19.1 17.9 26.6 HCM Lane LOS C C C D HCM 95th-tile Q 2.7 3.8 3.1 6.4 05/27/2021 Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary 3: Hamilton St./Congress Park Parking Lot & Congress St. Buiid(2o2a) PM Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � "� � "�i �' � Traffic Volume(veh/h) 18 339 258 56 343 32 265 23 153 21 33 30 Future Volume(veh/h) 18 339 258 56 343 32 265 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 20 368 280 61 373 35 288 25 166 23 36 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 440 467 355 249 797 75 479 75 498 246 350 562 Arrive On Green 0.47 0.47 0.47 0.47 0.47 0.47 0.35 0.35 0.35 0.35 0.35 0.35 SatFlow,veh/h 978 986 750 783 1684 158 1332 212 1406 451 989 1585 Grp Volume(v),veh/h 20 0 648 61 0 408 288 0 191 59 0 33 Grp Sat Flow(s),veh/h/In 978 0 1735 783 0 1842 1332 0 1617 1440 0 1585 Q Serve(g_s),s 0.8 0.0 18.2 4.1 0.0 8.7 11.8 0.0 5.0 0.1 0.0 0.8 Cycle Q Clear(g_c),s 9.5 0.0 18.2 22.3 0.0 8.7 16.9 0.0 5.0 5.1 0.0 0.8 Prop In Lane 1.00 0.43 1.00 0.09 1.00 0.87 0.39 1.00 Lane Grp Cap(c),veh/h 440 0 822 249 0 872 479 0 573 596 0 562 V/C Ratio(X) 0.05 0.00 0.79 0.24 0.00 0.47 0.60 0.00 0.33 0.10 0.00 0.06 Avail Cap(c_a),veh/h 836 0 1524 566 0 1618 718 0 863 871 0 846 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 13.6 0.0 12.8 22.2 0.0 10.3 19.9 0.0 13.7 12.5 0.0 12.4 Incr Delay(d2),s/veh 0.0 0.0 1.7 0.5 0.0 0.4 1.2 0.0 0.3 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/Ir0.2 0.0 6.2 0.7 0.0 3.0 3.4 0.0 1.7 0.5 0.0 0.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 13.6 0.0 14.6 22.7 0.0 10.7 21.1 0.0 14.1 12.6 0.0 12.4 LnGrp LOS B A B C A B C A B B A B Approach Vol,veh/h 668 469 479 92 Approach Delay,s/veh 14.6 12.3 18.3 12.5 Approach LOS B B B f B Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 25.6 32.5 25.6 32.5 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 31.0 51.0 31.0 51.0 Max Q Clear Time(g_c+11),s 18.9 20.2 7.1 24.3 Green Ext Time(p_c),s 1.7 5.4 0.4 3.2 Intersection Summary HCM 6th Ctrl Delay 14.9 HCM 6th LOS B 05/27/2021 Synchro 11 Report MPS Page 3 HCM 6th TWSC 4: Hamilton St. & 269 Broadway Garage Build(2024) PM Peak Intersection Int Delay,s/veh 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations �j'� "�r �' Traffic Vol,veh/h 53 40 345 25 18 329 Future Vol,veh/h 53 40 345 25 18 329 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 58 43 375 27 20 358 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 787 389 0 0 402 0 Stage 1 389 - - - - - Stage 2 398 - - - - - 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 360 659 - - 1157 - Stage 1 685 - - - - - Stage 2 678 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 352 659 - - 1157 - Mov Cap-2 Maneuver 352 - - - - - Stage 1 685 - - - - - Stage 2 663 - - - - - Approach WB NB SB HCM Control Delay,s 15.6 0 0.4 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 440 1157 - HCM Lane V/C Ratio - - 0.23 0.017 - HCM Control Delay(s) - - 15.6 8.2 0 HCM Lane LOS - - C A A HCM 95th%tile Q(veh) - - 0.9 0.1 - 05/27/2021 Synchro 11 Report MPS Page 4 HCM 6th Signalized Intersection Summary 1: Hal71IItOCI St. & BaIIStOCI AV2. Build(2024)Optimized AM Peak � � � � � � � � � � � � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "�i � � � Traffic Volume(veh/h) 90 323 12 0 393 4 0 184 4 75 113 32 Future Volume(veh/h) 90 323 12 0 393 4 0 184 4 75 113 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 98 351 13 0 427 4 0 200 4 82 123 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 373 884 33 0 593 6 0 633 13 203 288 73 Arrive On Green 0.09 0.49 0.49 0.00 0.32 0.32 0.00 0.35 0.35 0.35 0.35 0.35 Sat Flow,veh/h 1781 1792 66 0 1850 17 0 1827 37 400 830 210 Grp Volume(v),veh/h 98 0 364 0 0 431 0 0 204 240 0 0 Grp Sat Flow(s),veh/h/In 1781 0 1858 0 0 1867 0 0 1864 1440 0 0 Q Serve(g_s),s 2.4 0.0 9.3 0.0 0.0 15.3 0.0 0.0 6.0 4.8 0.0 0.0 Cycle Q Clear(g_c),s 2.4 0.0 9.3 0.0 0.0 15.3 0.0 0.0 6.0 10.9 0.0 0.0 Prop In Lane 1.00 0.04 0.00 0.01 0.00 0.02 0.34 0.15 Lane Grp Cap(c),veh/h 373 0 917 0 0 598 0 0 646 564 0 0 V/C Ratio(X) 0.26 0.00 0.40 0.00 0.00 0.72 0.00 0.00 0.32 0.43 0.00 0.00 Avail Cap(c_a),veh/h 398 0 917 0 0 598 0 0 646 564 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 12.0 0.0 0.0 22.5 0.0 0.0 18.0 19.4 0.0 0.0 Incr Delay(d2),s/veh 0.4 0.0 1.3 0.0 0.0 4.2 0.0 0.0 1.3 2.3 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 0.9 0.0 3.8 0.0 0.0 7.0 0.0 0.0 2.7 3.5 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 15.0 0.0 13.3 0.0 0.0 26.7 0.0 0.0 19.3 21.8 0.0 0.0 LnGrp LOS B A B A A C A A B C A A Approach Vol,veh/h 462 431 204 240 Approach Delay,s/veh 13.6 26.7 19.3 21.8 Approach LOS � B f C B � C � Timer-Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc),s 32.0 43.0 32.0 13.0 30.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 26.0 37.0 i 26.0 8.0 23.0 Max Q Clear Time(g_c+11),s 8.0 11.3 12.9 4.4 17.3 Green Ext Time(p_c),s 1.0 2.3 * 1.1 0.1 1.3 Intersection Summary HCM 6th Ctrl Delay 20.2 HCM 6th LOS C 05/27/2021 Synchro 11 Report MPS Page 1 HCM 6th AWSC 2: Ha17111tOCl St. & W CII"CUlal" St. Build(2024)Optimized AM Peak Intersection Intersection Delay,s/veh 10.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 48 2 115 5 120 70 42 237 0 0 96 34 Future Vol,veh/h 48 2 115 5 120 70 42 237 0 0 96 34 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 52 2 125 5 130 76 46 258 0 0 104 37 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 9.9 10.5 12.3 9.7 HCM LOS A � B � B � A 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 279 165 195 130 LT Vol , 42 48 5 0 Through Vol 237 2 120 96 RT Vol * 0 115 70 34 Lane Flow Rate 303 179 212 141 Geometry Grp 1 1 1 1 Degree of Util(X) 0.439 0.254 0.306 0.208 Departure Headway(Hd) 5.217 5.104 5.196 5.288 Convergence,Y/N Yes Yes Yes Yes Cap 691 703 691 678 Service Time 3.248 3.142 3.232 3.325 HCM Lane V/C Ratio 0.438 0.255 0.307 0.208 HCM Control Delay 12.3 9.9 10.5 9.7 HCM Lane LOS B A B A HCM 95th-tile Q 2.2 1 1.3 0.8 05/27/2021 Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary 3: Hamilton St./Congress Park Parking Lot & Congress St. Buiid(2o2a)optimized a,M Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "� � "� � "�i �' � Traffic Volume(veh/h) 9 170 110 91 124 26 120 28 90 7 7 4 Future Volume(veh/h) 9 170 110 91 124 26 120 28 90 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 10 185 120 99 135 28 130 30 98 8 8 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 567 353 229 447 501 104 699 128 420 383 323 528 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 SatFlow,veh/h 1223 1059 687 1074 1503 312 1402 385 1259 608 970 1585 Grp Volume(v),veh/h 10 0 305 99 0 163 130 0 128 16 0 4 Grp Sat Flow(s),veh/h/In1223 0 1747 1074 0 1814 1402 0 1644 1578 0 1585 Q Serve(g_s),s 0.2 0.0 4.2 2.5 0.0 2.0 2.1 0.0 1.7 0.0 0.0 0.1 Cycle Q Clear(g_c),s 2.2 0.0 4.2 6.7 0.0 2.0 2.2 0.0 1.7 0.2 0.0 0.1 Prop In Lane 1.00 0.39 1.00 0.17 1.00 0.77 0.50 1.00 Lane Grp Cap(c),veh/h 567 0 582 447 0 605 699 0 548 706 0 528 V/C Ratio(X) 0.02 0.00 0.52 0.22 0.00 0.27 0.19 0.00 0.23 0.02 0.00 0.01 Avail Cap(c_a),veh/h 1097 0 1339 912 0 1391 1260 0 1205 1309 0 1162 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 8.1 0.0 8.1 10.8 0.0 7.3 7.5 0.0 7.2 6.7 0.0 6.7 Incr Delay(d2),s/veh 0.0 0.0 0.7 0.2 0.0 0.2 0.1 0.0 0.2 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/Ir0.0 0.0 1.1 0.5 0.0 0.5 0.4 0.0 0.4 0.0 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 8.1 0.0 8.8 11.0 0.0 7.6 7.6 0.0 7.4 6.7 0.0 6.7 LnGrp LOS A A A B A A A A A A A A Approach Vol,veh/h 315 262 258 20 Approach Delay,s/veh 8.8 8.9 7.5 6.7 Approach LOS A A A f A Timer-Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc),s 15.0 15.0 15.0 15.0 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 22.0 23.0 22.0 23.0 Max Q Clear Time(g_c+11),s 4.2 6.2 2.2 8.7 Green Ext Time(p_c),s 1.0 1.7 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 8.4 HCM 6th LOS A 05/27/2021 Synchro 11 Report MPS Page 3 HCM 6th TWSC 4: Hamilton St. & Garage Build(2024)Optimized AM Peak Intersection Int Delay,s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations �j'� "�r �' Traffic Vol,veh/h 11 6 298 57 31 177 Future Vol,veh/h 11 6 298 57 31 177 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 MvmtFlow 12 7 324 62 34 192 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 615 355 0 0 386 0 Stage 1 355 - - - - - Stage 2 260 - - - - - 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 455 689 - - 1172 - Stage 1 710 - - - - - Stage 2 783 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 440 689 - - 1172 - Mov Cap-2 Maneuver 440 - - - - - Stage 1 710 - - - - - Stage 2 758 - - - - - Approach WB NB SB HCM Control Delay,s 12.4 0 1.2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - - 504 1172 - HCM Lane V/C Ratio - - 0.037 0.029 - HCM Control Delay(s) - - 12.4 8.2 0 HCM Lane LOS - - B A A HCM 95th%tile Q(veh) - - 0.1 0.1 - 05/27/2021 Synchro 11 Report MPS Page 4 HCM 6th Signalized Intersection Summary 1: Ha17111tOCl St. & BaIIStOCI AV2. Build(2024)Optimized PM Peak � � � � � � � � � � � � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "�i � � � Traffic Volume(veh/h) 94 507 11 9 604 0 4 137 14 134 211 127 Future Volume(veh/h) 94 507 11 9 604 0 4 137 14 134 211 127 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate,veh/h 102 551 12 10 657 0 4 149 15 146 229 138 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 324 952 21 44 691 0 45 573 57 195 261 149 Arrive On Green 0.08 0.52 0.52 0.37 0.37 0.00 0.34 0.34 0.34 0.34 0.34 0.34 SatFlow,veh/h 1781 1823 40 10 1848 0 11 1665 164 418 758 433 Grp Volume(v),veh/h 102 0 563 667 0 0 168 0 0 513 0 0 Grp Sat Flow(s),veh/h/In 1781 0 1863 1858 0 0 1840 0 0 1609 0 0 Q Serve(g_s),s 2.9 0.0 18.6 10.1 0.0 0.0 0.0 0.0 0.0 21.5 0.0 0.0 Cycle Q Clear(g_c),s 2.9 0.0 18.6 31.5 0.0 0.0 5.9 0.0 0.0 27.5 0.0 0.0 Prop In Lane 1.00 0.02 0.01 0.00 0.02 0.09 0.28 0.27 Lane Grp Cap(c),veh/h 324 0 973 735 0 0 675 0 0 606 0 0 V/C Ratio(X) 0.32 0.00 0.58 0.91 0.00 0.00 0.25 0.00 0.00 0.85 0.00 0.00 Avail Cap(c_a),veh/h 336 0 973 735 0 0 675 0 0 606 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 13.0 0.0 14.7 27.5 0.0 0.0 21.3 0.0 0.0 28.0 0.0 0.0 Incr Delay(d2),s/veh 0.6 0.0 2.5 15.1 0.0 0.0 0.9 0.0 0.0 13.7 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 8.0 16.3 0.0 0.0 2.7 0.0 0.0 12.4 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 13.6 0.0 17.2 42.6 0.0 0.0 22.2 0.0 0.0 41.7 0.0 0.0 LnGrp LOS B A B D A A C A A D A A Approach Vol,veh/h 665 667 168 513 Approach Delay,s/veh 16.7 42.6 22.2 41.7 Approach LOS � B f D C � D � Timer-Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc),s 37.0 53.0 37.0 13.4 39.6 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 31.0 47.0 i 31.0 8.0 33.0 Max Q Clear Time(g_c+11),s 7.9 20.6 29.5 4.9 33.5 Green Ext Time(p_c),s 0.9 4.0 * 0.5 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 32.1 HCM 6th LOS C 05/27/2021 Synchro 11 Report MPS Page 1 HCM 6th AWSC 2: Hamilton St. & W Circular St. Build(2024)Optimized PM Peak Intersection Intersection Delay,s/veh 20.9 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 132 0 157 9 195 52 47 185 0 0 303 71 Future Vol,veh/h 132 0 157 9 195 52 47 185 0 0 303 71 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 143 0 171 10 212 57 51 201 0 0 329 77 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 RightJB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 19.1 17.9 17.1 26.6 HCM LOS C C C D Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 20% 46% 4% 0% Vol Thru, % 80% 0% 76% 81% Vol Right, % 0% 54% 20% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 232 289 256 374 LT Vol 47 132 9 0 Through Vol 185 0 195 303 RT Vol 0 157 52 71 Lane Flow Rate 252 314 278 407 Geometry Grp 1 1 1 1 Degree of Util(X) 0.498 0.588 0.537 0.747 Departure Headway(Hd) 7.11 6.74 6.95 6.615 Convergence,Y/N Yes Yes Yes Yes Cap 504 534 518 549 Service Time 5.178 4.807 5.019 4.615 HCM Lane V/C Ratio 0.5 0.588 0.537 0.741 HCM Control Delay 17.1 19.1 17.9 26.6 HCM Lane LOS CCCD HCM 95th-tile Q 2.7 3.8 3.1 6.4 05/27/2021 Synchro 11 Report MPS Page 2 HCM 6th Signalized Intersection Summary 3: Hamilton St./Congress Park Parking Lot & Congress St. II Build (2024) optimized PM Peak -11 --1. .4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 2 4 6 ` Phs Duration (G+Y+Rc), s 22.6 27.7 22.6 27.7 Change Period (Y+Rc), s 5.0 r Traffic Volume (veh/h) 18 339 258 56 343 32 265 23 153 21 33 30 Future Volume (veh/h) 18 339 258 56 343 32 265 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 368 280 61 373 35 288 25 166 23 36 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 432 445 339 241 760 71 491 74 491 256 360 554 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow, veh/h 978 986 750 783 1684 158 1332 212 1406 448 1030 1585 Grp Volume(v), veh/h 20 0 648 61 0 408 288 0 191 59 0 33 Grp Sat Flow(s),veh/h/In 978 0 1735 783 0 1842 1332 0 1617 1478 0 1585 Q Serve(g_s), s 0.7 0.0 16.4 3.7 0.0 7.8 10.2 0.0 4.4 0.1 0.0 0.7 Cycle Q Clear(g_c), s 8.6 0.0 16.4 20.2 0.0 7.8 14.7 0.0 4.4 4.4 0.0 0.7 Prop In Lane 1.00 0.43 1.00 0.09 1.00 0.87 0.39 1.00 Lane Grp Cap(c), veh/h 432 0 784 241 0 832 491 0 565 616 0 554 V/C Ratio(X) 0.05 0.00 0.83 0.25 0.00 0.49 0.59 0.00 0.34 0.10 0.00 0.06 Avail Cap(c_a), veh/h 457 0 828 261 0 879 582 0 675 720 0 662 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 12.7 0.0 12.1 20.9 0.0 9.7 17.5 0.0 12.1 11.0 0.0 10.9 Incr Delay (d2), s/veh 0.0 0.0 6.7 0.5 0.0 0.4 1.1 0.0 0.4 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/Ir0.1 0.0 6.4 0.7 0.0 2.6 2.9 0.0 1.4 0.4 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.8 0.0 18.7 21.4 0.0 10.2 18.6 0.0 12.4 11.1 0.0 10.9 LnGrp LOS B A B C A B B A B B A B Approach Vol, veh/h 668 469 479 92 Approach Delay, s/veh 18.6 11.6 16.1 11.0 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 22.6 27.7 22.6 27.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 21.0 24.0 21.0 24.0 Max Q Clear Time (g_c+I1), s 16.7 18.4 6.4 22.2 Green Ext Time (p -c), s 0.9 2.2 0.3 0.6 Intersection Summary HCM 6th Ctrl Delay 15.6 HCM 6th LOS B 05/27/2021 Synchro 11 Report MPS Page 3 HCM 6th TWSC 4: Hamilton St. & 269 Broadway Garage Build (2024) Optimized PM Peak Intersection Int Delay, s/veh 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations , Traffic Vol, veh/h 53 40 345 25 18 329 Future Vol, veh/h 53 40 345 25 18 329 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 58 43 375 27 20 358 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 787 389 0 0 402 0 Stage 1 389 - - - - - Stage 2 398 - - 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 360 659 1157 Stage 1 685 - - Stage 2 678 - - Platoon blocked, % Mov Cap -1 Maneuver 352 659 1157 Mov Cap -2 Maneuver 352 - - Stage 1 685 Stage 2 663 Approach WB NB SB HCM Control Delay, s 15.6 0 0.4 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) 440 1157 HCM Lane V/C Ratio 0.23 0.017 HCM Control Delay (s) 15.6 8.2 0 HCM Lane LOS C A A HCM 95th %tile Q(veh) 0.9 0.1 - 05/27/2021 Synchro 11 Report MPS Page 4