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HomeMy WebLinkAbout20210757 Myrtle Street Site Plan Traffic Evaluation i Cr�i�ht�n � � �: ,�. �� ;� � July 16, 2021 Mr. Kevin Ronayne, FACHE Saratoga Hospital 211 Church Street Saratoga Springs, New York, 12866 R�: �raffuc �va0�ation, Mor�a� Street Medical Offuce, Morgan S�reet, City of Sara�oga Sprin�s, Sa�ato�a Coun�y, New York�CM Project No. 9�20-3�2 Dear Mr. Ronayne: Creighton Manning Engineering, LLP (CM) has completed a traffic assessment for the proposed development of a medical office campus located north of Morgan Street in the City of Saratoga Springs. This evaluation is based on information provided in the "Full Build-Out Master Plan" dated July 14, 2021, prepared by The LA Group (see Attachment A).A map illustrating the project location is shown on Figure 1. - t�,_ . f- ��,•.� ,�. „ �.�. � � � �. �•� �` '� � , , � _ �i� �� �r��, ''�eFigure 1—Project Location i � '� _a.� � '�'' �T +� . � � P_ � ' ►- ��`, 1-_ -�' �=.�� � �r.:.� /r - ' � _ e � `, � Y� 4 S t '� � � � � , ���� z'�"� ' t � � �,#` ,� � �,�n`� `�` ; � � � s fi . '_. ;, � • _ ��, P" ""4 -. .. ' _ ' ` � �� ,.�- , : _ � .� ,�.+ :.� i- �'"',� �,{ , - . �..�� � �. . q',� � ' l f � $ � � �� � .�� ,� T �;�_��� ' : . �d,�� J P _���_ T � a = �..�. �� �'. � -P;��� a � ��,��� � �� � � , "''�; ,� � ' ` "`�- � ;..�.`'"., �+r� � ; � ' � �� y�`��;...� ' '���Y'� �'���� � � ��+,�.� ,� ` '#° � ,*!Ar• a a ~ _ �.,; �� '" '°� �a _ �--r�., � ,.'�* �� �. ��A '� � � ' '�"�-� , ' �� � . � .. � ,. � �- a ,r..� a1r, � �� .,�� � �a,- � � � � =I�' os _`: [�+� . ��1��� .�' �y�� .,,,*,. . . � . . .� • �' �' � -0� , 5.9 \ 1,�{'�� � 1. ' y� �. �� f �i�� �I Si.:�,p ,� ' � ��~ r J i� ' i � • � T � � :F� .�'�" -I t { � . ._�C�i ,A , 4 y R � T' ._ -. _ .4 �.� _ dr �• � � f— �' y � L � 'I'�' _ s��� '�` _�xEC� �� �{����� �� i; � �'�` r' ��"'Isr�'.�i� ;� _ �� ' StudyArea Intersection � �► �' e�� �� _ -��,�.�`r 1.0 Proje�t Descrup�ion The proposed project includes the construction of three medical office buildings and a Hospital Foundation Offices building (Markey Estate) that will be built-out in three phases. The proposed land uses are summarized in Table 1 which include a breakdown of the anticipated phasing. Cceightc�n Mar;ning Er�qineering, LLF' � � Winn�rs [�irc{e� A{bany, NY 122t)5 � 5�8.44b.{73y� J www.cn-i�Elp.cr�r�r� Mr.Kevin Ronayne,FACHE July 16,2021 Page 2 of 11 Table 1—Land Use Summary Proposed Site Land Use phase I(2027) Phase II(2029) Phase III(2031) Total 1 Building,75,000 SF; 10,000 SF Rear 20,000 SF Rear 105,000 SF of Medical Medical Office Building 4,000 Markey Estate Building Building Office Buildings; 4,000 Markey Estate Primary access to the development will be provided via an extension of Myrtle Street at the corner of Morgan Street. Secondary access will be provided through the adjacent medical office park located at 59 Myrtle Street. Phase I of the project is expected to be completed and fully occupied in 2027 while Phase II will be completed in 2029. Phase III (full build-out) is expected to be completed and fully occupied in 2031. 2.0 Existin�Conditions Roadways Servin�the Site Morgan Street is an urban local road adjacent to the project site that provides east-west travel from Myrtle Street to Seward Street. Morgan Street provides a single travel lane in each direction and varies in width from approximately 20 to 21-feet. It is noted that an approximate 8-foot wide shoulder/parking area has been provided on the south side of the road for a distance of approximately 450-feet from Seward Street. The city speed limit on Morgan Street is 30-mph. Land uses along Morgan Street include residential homes and apartments. A 500-foot long sidewalk is provided on the north side of Morgan Street that begins at Seward Street and ends at the property boundary between the Park Place at Saratoga development and the proposed project. Myrtle Street is an urban local road located southwest of the project site that provides north-south travel from Morgan Street to Division Street. Myrtle Street provides a single travel lane in each direction that varies in width north of Church Street from 24-feet near Morgan Street to 25-feet near the Saratoga Hospital access driveways. The city speed limit on Myrtle Street is 30-mph. Land uses along Myrtle Street include residential homes, medical offices, and Saratoga Hospital. A sidewalk is provided on the east side of Myrtle Street that begins near the rear of Saratoga Hospital and ends approximately 140-feet south of Church Street. A sidewalk is also provided on the west side of Myrtle Street that begins at Division Street and ends at the Myrtle StreetPark medical office development. It is noted that there is a gap in the sidewalk on the west side of the roadway of approximately 50-feet between Church Street and the first driveway for Saratoga Spine. StudyArea Intersections Church Street(NY Route 9N)/Myrtle Street is a four-leg intersection operating under actuated traffic signal control. The northbound Myrtle Street approach provides a single lane for shared travel movements while the southbound Myrtle Street approach provides a shared left-turn/through lane and a separate right-turn lane. The eastbound and westbound Church Street approaches provide an exclusive left-turn lane and a shared through/right-turn lane. Sidewalks are provided on all approaches with the exception of the northwest quadrant of the intersection. A marked crosswalk is provided on the south leg of Myrtle Street and on the east leg of Church Street with pedestrian push buttons and indicators. Church Street/Seward Street is a three-leg unsignalized intersection that operates under stop-sign control on the southbound Seward Street approach.The eastbound and westbound Church Street approaches and the southbound Seward Street approach each provide a single lane for shared travel movements. A � i Cr�i9hron `�M►� ;'�.��sn�,ir�cl Mr.Kevin Ronayne,FACHE July 16,2021 Page 3 of 11 sidewalk is provided on both sides of Church Street and Seward Street; however, marked crosswalks are not provided at this intersection. Seward Street/Morgan Street is a three-leg unsignalized intersection that operates under stop-sign control on the eastbound Morgan Street approach. The northbound and southbound Seward Street approaches and the eastbound Morgan Street approach provide a single lane for shared travel movements.A sidewalk is provided on the west side of Seward Street north of Morgan Street and on the north side of Morgan Street for approximately 500-feet. Marked crosswalks are not provided at this intersection. Transit Accommodations Transit service in the area is provided by the Capital District Transportation Authority (CDTA), which operates fixed route bus service via Route 451 (Ballston Avenue/W. Saratoga via East Ave & Lake Ave).The nearest bus stops are located at the Church Street intersections at Myrtle Street and Van Rensselaer Street near the front of Saratoga Hospital. This bus route begins at Quad Graphics, loops through the City of Saratoga Springs, and ends at a residential neighborhood west of the Amtrak Station. Data Collection Intersection turning movement counts were conducted at the three study area intersections noted above in May 2021. The analysis focuses on the weekday morning peak period from 7:00 to 9:00 a.m. and the afternoon peak period from 4:00 to 6:00 p.m., which corresponds to peak commute times for Saratoga Hospital, the general public, and the proposed medical office development. Due to altered travel and employment patterns resultingfrom the COVID-19 pandemic,an automatic traffic recorder (ATR) was installed on Church Street just west of Myrtle Street. The May 2021 ATR traffic data was adjusted to represent Average Annual Traffic Data (AADT) which was then compared to an existing traffic count that had been conducted by NYSDOT at that location in 2018. These traffic counts were used to develop a peak hour growth factor which is consistent with the Traffic Data Collection Guidance during Covid-19 Pandemic memo published by NYSDOT in August 2020. The May 2021 turning movement counts were factored to reflect pre-covid conditions based on this methodology. In addition, the City of Saratoga Springs requires evaluations be conducted for peak June conditions; therefore, average June traffic data was developed from the 2021 traffic counts. The factored 2021 traffic volumes at the study area intersections during the weekday morning and afternoon peak hours are shown on Figure 2-1. The raw turning movement count data is included under Attachment B. An ATR was also installed on Morgan Street from Wednesday,January 6, 2021 to Monday,January 11, 2021 and collected hourly volumes and speeds. Data collected from the ATR shows that Morgan Street currently serves approximately 1,715 vehicles per weekday and approximately 1,290 vehicles per weekend day near the project site. The ATR recorded average vehicle speeds of 31-mph, and an 85t"-percentile speed of 36- mph. The 85t"-percentile speed is the speed at which 85% of the vehicles were traveling at or below. The raw traffic data is included under Attachment B. A review ofthe existing road network indicates that sidewalks are provided on east and west sides of Myrtle Street adjacent to Saratoga Hospital. Two mid-block marked crosswalks are provided for pedestrians to cross Myrtle Street approximately 350-feet and 560-feet north of the signalized Church Street/Myrtle Street intersection. Table 2 summarizes the pedestrian activity of the two marked crosswalks during the morning peak period (7:00 a.m. to 9:00 a.m.) and the afternoon peak period (4:00 p.m.to 6:00 p.m.). � i Cr�i9hton `�M►� ,v���sn�,ir�cl Mr.Kevin Ronayne,FACHE July 16,2021 Page 4 of 11 Table 2—Myrtle Street Pedestrian Activity Myrtle Street Crosswalks Northern Southern Time Period Crosswalle Crosswalk Total EB WB EB WB E� WB 7:00 to 8:00 a.m. 147 65 36 17 183 82 M orn i ng Pea k Pe ri od ----------------- ------- ------- 8:00 to 9:00 a.m. 73 23 3 3 76 26 4:00 to 5:00 p.m. 134 10 13 17 147 27 Aftern oo n Pea k Pe ri od ----------------- ------- ------- 5:00 to 6:00 p.m. 50 5 5 1 55 6 Total 404 103 5� 3& 461 141 In general, there was heavy pedestrian activity associated with employees and visitors accessing Saratoga Hospital and related land uses on Myrtle Street with over 250 pedestrians observed during the AM peak hourand over 150 pedestrians observed duringthe PM peak hour. It is noted that RRFBs(Rectangular Rapid Flashing Beacons) were recently installed by the City of Saratoga Springs as part of their Pedestrian Safety Design and Engineering project at the northern crosswalk to provide enhanced accommodations for the pedestrians. Crash Analysis A crash analysis was performed in accordance with NYS Highway Design Manual Chapter 5. Crash data was requested from NYSDOT to quantify the number of crashes and identify any crash patterns or concentrations at the study area roadways and intersections. Safety Information Management System (SIMS) and Accident Location Information System (ALIS) data was provided by NYSDOT at Morgan Street and Myrtle Street from and including the intersections with Seward Street and Church Street for a three- year period from February 1, 2017 through January 31, 2020. Table 3 summarizes the predominant accident types for the intersection. Table 3—Accident Type and Severity Collision Severity Collision Type a � � L T °' � a � °c° a� � ao Interseetion and Segreients o � � � � ,y �� � � � � c � a Q � � �� esa � L O -� Q +� p[ � � � LL � � � ; � _ � � � � � LL � Z Morgan Street/Seward Street 0 0 0 0 0 0 0 0 0 0 0 0 Morgan Street 0 0 0 0 0 0 0 0 0 0 0 0 Morgan Street/Myrtle Street 0 1 0 0 0 1 0 0 0 0 0 1 Myrtle Street 0 3 0 0 1 0 0 0 1 1 0 3 Myrtle Street/Church Street 0 9 3 0 7 1 1 1 1 0 1 12 Total Q 13 .3 0 � 2 1 1 2 1 1 16 There were 16 total collisions on Morgan Street and Myrtle Street from and including the intersections with Seward Street and Church Street. Of these collisions, 13 involved property damage while the remaining three collisions resulted in personal injury.There were no fatalities in the study area. Rear-end crashes are the predominant accident type within the study area accounting for eight crashes; however, they are typically associated with driver inattention and not the result of geometric or operational issues with the � i Cr�i9hron `�M►� ;'�.��sn�,ir�cl Mr.Kevin Ronayne,FACHE July 16,2021 Page 5 of 11 intersections. Other collision types include sideswipes, left-turn crashes, overtaking, head-on, right-angle, and collisions with fixed objects. Predominant contributing factors for study area crashes include following too closely, improper turning, unsafe lane change,and traffic control devices ignored.An accident summary (TE-213 equivalent) at the study area intersections and segments in the study area is included under Attachment C. 3.0 Traffic Assessment Trip Generation Trip generation determines the quantity of traffic expected to travel to/from the project site. The trip generation assessment focuses on peak operating conditions for Saratoga Hospital (6:00 to 9:00 a.m. and 3:00 to 6:00 p.m.). The Institute of Transportation Engineers (ITE) Trip Generation, 10t" edition, provides trip generation data for various land uses based on studies of similar existing developments located across the country.The trip generation for the proposed project was estimated using land use code (LUC) 720 for Medical/Dental Office. Table 4 summarizes the trip generation estimate for the AM and PM peak hours. Table 4—Trip Generation Summary ANV Peak F�our PM Peak F�our Land Use Size LUC Enter Exit Total Enter Exit Total Phase I 1 Medical Building 75 KSF 720 135 38 173 71 185 256 Phase II& III 2 Medical Buildings 30 KSF 720 59 17 76 29 75 104 Full Build-Out 194 55 249 100 260 360 Table 1 shows that Phase I (2027) of the proposed medical facility is expected to generate approximately 173 new vehicle trips during the AM peak hour and 256 new vehicle trips during the PM peak hour. In addition, the construction oftwo medical office buildings totaling 30,000 SF associated with Phase II (2029) & Phase III (2031) will generate a total of 76 new vehicle trips during the AM peak hour and a total of 104 new vehicle trips during the PM peak hour. It is noted that trips associated with the project will result in less than the NYSDOT and ITE threshold of 100 site generated vehicles on any one approach for off-site intersection analysis. This guidance was developed as a tool to identify locations where the magnitude of traffic generated has the potential to impact operations at off-site intersections and screen out locations from requiring detailed analysis that do not reach the 100 vehicle threshold. Detailed intersection capacity analysis of the site was therefore limited to the intersections immediately adjacent to the proposed development.Additional off-site intersections were not included since the 100-vehicle trip threshold would not be met. Future Traffic Volumes To evaluate the impact of the proposed development, traffic projections were prepared for the expected year of completion for Phase I (2027) and Full Build-Out (Phase II in 2029 & Phase III in 2031). Historical traffic data provided by the New York State Department of Transportation (NYSDOT) indicates that traffic volumes in the vicinity of the site will increase by approximately 1/3 percent per year over the next several years due to other development projects and general background growth in the area; therefore, the Existing 2021 traffic volumes were increased by a 1/3 percent per year growth rate. Additionally, the City of Saratoga Springs indicated that there are no other known developments in the project area that will impact future growth. The Phase I (2027) and Full-Build-Out (2031) No-Build traffic volumes shown on Figures 3-1 and 3-2 represent the expected traffic volumes in 2027 and 2031 without development of the proposed medical office project. It is noted that the general background growth and other development � i Cr�i9hron `�M►� ,v���sn�,ir�cl Mr.Kevin Ronayne,FACHE July 16,2021 Page 6 of 11 project has conservatively taken into account all expected growth that may occur prior to the construction of the proposed project. Traffic generated by the proposed project was distributed at the study area intersections based on the existing travel patterns and probable travel routes of staff and visitors of the site. In general, it is expected that approximately 25 percent of traffic generated by the site will travel to and from the east on Morgan Street and the remaining 75 percent will travel to and from the south on Myrtle Street. The resulting trip distribution and trip assignment patterns for Phase I (2027) and Full Build-Out (Phase II in 2029 and Phase III in 2031)are shown on Figure 4 and Figures 5-1 and 5-2, respectively.The site generated trips were added to the 2027 and 2031 No-Build traffic volumes resulting in the Phase I (2027) and Full Build-Out(Phase II & III) 2031 traffic volumes. These traffic volumes represent expected traffic conditions afterfull build-out of the proposed project and are shown on Figure 6-1 and Figure 6-2. Traffic Operations Intersection Level ofService(LOS)and capacity analysis relate traffic volumes to the physical characteristics of an intersection. Intersection evaluations were made using Synchro Software which automates the procedures contained in the Highway Capacity Manual. Table 5 and Table 6 summarize the results of the level of service calculations for the proposed project. The detailed level of service analyses are included underAttachment D. Table 5-Level of Service Summary-AM Peak Hour Interse�tion AM P�ak Hour ° 2027 2031 Build 2021 2027 2031 2031 Build u° Existing No-Build Na-Build Build (Full Build-Qut) W���p' (Phase I) (Full 9uild-Out) Church Street/Myrtle Street S Church Street EB L B(10.9) B(11.1) B(11.2) B(12.7) B(13.9) -- TR B(12.0) B(12.0) B(12.1) B(11.6) B(11.4) -- Church Street WB L B(10.4) B(10.4) B(10.4) B(10.2) B(10.0) -- TR B(17.2) B(17.2) B(17.2) B(17.4) B(17.5) -- Myrtle Street NB LTR C(23.1) C(23.6) C(23.8) C(25.2) C(26.1) -- Myrtle Street SB LT C(23.3) C(23.8) C(24.1) C(25.3) C(26.2) -- R B(18.9) B(19.3) B(19.7) C(20.5) C(21.4) -- Overall B(15.2) B(15.4) B(15.4) B(15.8) B(16.2) -- Church Street/Seward Street TW Church Street EB L A(8.9) A(9.0) A(9.0) A(9.2) A(9.3) -- Seward Street SB LR C(24.1) D(25.0) D(25.8) D(27.6) D(29.8) -- Seward Street/Morgan Street TW Seward Street NB L A(7.7) A(7.7) A(7.7) A(7.8) A(7.9) -- Morgan Street EB LR B(10.1) B(10.1) B(10.2) B(10.9) B(11.2) -- Morgan Street/Myrtle Street/Site Drwy AW Myrtle Street NB TR -- -- -- A(8.1) A(8.6) -- Site Driveway SB LT -- -- -- A(7.8) A(8.1) -- Morgan Street WB LR -- -- -- A(8.6) A(9.0) -- Overall -- -- -- A(8.3) A(8.7) -- S,AW,TW=Signalized,All-Way Stop,or Two-Way Stop,controlled intersection EB,WB,NB,SB=Eastbound,Westbound,Northbound,or Southbound intersection approaches L,T,R=Left-turn,Through,and/or Right-turn intersection movements X(Y.Y)=Level of service(Average Delay in seconds per vehicle) ---=Not Applicable Note: The Highway Capacity Manual only provides overall LOS for intersections controlled by a traffic signal or All-Way Stop. � i�fLrIC]�"ItUf1 i� i':i�sn!',Ir�CI Mr.Kevin Ronayne,FACHE July 16,2021 Page 7 of 11 Table 5-Level of Service Summary-PI�I Peak Hour Interseetion PM Peak Haur ° 2027 2031 Build 2021 2027 2031 2031 Build u° Existing Na-Build No-Build Build (Full Build-Out) V✓�Imp. (Phase I) (Full Build-Qut) Church Street/Myrtle Street S Church Street EB L A(9.8) A(9.9) A(9.9) B(16.6) B(17.0) C(24.8) TR B(13.3) B(13.3) B(13.3) C(21.5) C(21.5) D(40.6) Church Street WB L B(10.1) B(10.1) B(10.1) B(16.0) B(16.0) C(22.4) TR B(15.9) B(15.9) B(15.9) C(25.0) C(25.3) D(53.6) Myrtle Street NB LTR C(20.9) C(21.4) C(21.7) C(25.0) C(25.4) C(25.2) Myrtle Street SB LT C(22.9) C(23.5) C(24.0) D(44.1) F(82.3) D(54.0) R B(18.8) B(19.1) B(19.4) B(19.8) C(20.9) B(17.7) Overall B(15.6) B(15.7) B(15.8) C(24.9) C(30.3) D(42.0) Church Street/Seward Street TW Church Street EB L A(9.1) A(9.1) A(9.1) A(9.2) A(9.3) -- Seward Street SB LR C(20.5) C(21.0) C(21.5) D(30.0) D(34.8) -- Seward Street/Morgan Street TW Seward Street NB L A(7.5) A(7.5) A(7.5) A(7.5) A(7.5) -- Morgan Street EB LR B(10.1) B(10.2) B(10.2) B(10.8) B(11.2) -- Morgan Street/Myrtle Street/Site Drwy AW Myrtle Street NB TR -- -- -- A(8.0) A(8.5) -- Site Driveway SB LT -- -- -- A(8.8) A(9.9) -- Morgan Street WB LR -- -- -- A(8.4) A(8.8) -- Overall -- -- -- A(8.4) A(9.2) -- S,AW,TW=Signalized,All-Way Stop,or Two-Way Stop,controlled intersection EB,WB,NB,SB=Eastbound,Westbound,Northbound,or Southbound intersection approaches L,T,R=Left-turn,Through,and/or Right-turn intersection movements X(Y.Y)=Level of service(Average Delay in seconds per vehicle) ---=Not Applicable Note: The Highway Capacity Manual only provides overall LOS for intersections controlled by a traffic signal or All-Way Stop. • Church Street/Myrtle Street-The capacity analysis indicates that the signalized Church Street/Myrtle Street intersection currently operates at an overall LOS B during both peak hours with all approaches operating at LOS C or better and will continue to operate similarly during both 2027 and 2031 No-Build conditions.After Phase I build-out ofthe site,this intersection will operate at an overall LOS B/C during the AM and PM peak hours with an increase in overall average vehicle delay of approximately one second and nine seconds during the AM and PM peak hours, respectively. After full build-out of the site (Phase II & Phase III), this signalized intersection will continue to operate at an overall LOS B/C during the AM and PM peak hours; however, the southbound Myrtle Street shared left-turn/through lane will operate at LOS F during the PM peak hour. It is recommended that this intersection be monitored after full build-out of the site. If delay on the southbound approach increases, the cycle length can be modified and green time from the eastbound and westbound through movements on Church Street can be reallocated to the northbound and southbound Myrtle Street approaches. The analysis indicates that this intersection will operate at an overall LOS B/D during the AM and PM peak hours with all movements operating at LOS D or better with this minor signal timing modification. No additional mitigation is recommended beyond monitoring for possible signal timing adjustment. • Church Street/Seward Street - The level of service analysis indicates that the southbound Seward Street approach currently operates at LOS C during both peak hours. The southbound approach will continue to operate at LOS C during the PM peak hour and will operate at LOS D during the AM peak hour through both No-Build conditions. After construction of the proposed development, the southbound approach will operate at LOS D during both peak hours through full build-out conditions. � i Cr�i9hron `�M►� ,v���sn�,ir�cl Mr.Kevin Ronayne,FACHE July 16,2021 Page 8 of 11 Vehicle delay on the southbound approach will increase by approximately four seconds during the AM peak hour and by approximately 13 seconds during the PM peak hour after full build-out of the site. It is noted that adequate capacity will be provided on the southbound approach during both peak hours based on the volume to capacity (v/c) ratios and that a review of the 95t" percentile queue indicates that there will be one to two vehicles on the southbound approach during the peak hours. Field observations indicate that the eastbound queue associated with the Van Dam Street traffic signal located approximately 350-feet to the east periodically extends back and impacts operations of the Church Street/Seward Street intersection during peak travel times. The trip assignment indicates that the proposed site will add approximately three to thirteen vehicles on the southbound Seward Street left-turn movement. During peak travel times, vehicles exiting the site have the option to use the existing traffic signal located at the Church Street/Myrtle Street intersection where left-turn movements are controlled with the traffic signal.The delay experienced on the southbound approach is considered an acceptable operating condition during peak travel times and will only affect traffic on Seward Street.The eastbound Church Street left-turn movement will operate at LOS A through Build conditions during both peak hours. No .� mitigation is recommended at this location as a result of the �' � p roj ect. • Seward Street/Mor�an Street — The analysis indicates that � this unsignalized intersection will operate at LOS B or better � on all approaches through Build conditions during both peak �����`� hours with an increase in average delay less than two seconds �'�' as a result of the project. No site specific mitigation is � ��'-� '� qco�v�Rr �;" l�_ � ERSECTION recommended at this location. � � �RLL-WAY � � �� ��.. • Mor�an Street/Myrtle Street/Site Driveway— Morgan Street ' �' - J� and Myrtle Street intersect south of the project site and form a� a right angle turn with no marked traffic control (stop signs). �� � � `'�' �r ��f' -� These two intersection legs currently operate as free flow «� a •� movements with a rare vehicle entering or exiting the � - � -� - driveways on the west and north legs. It is noted that the y, residential driveway on the west leg of the intersection will :- be eliminated and access to that portion of the parcel will be provided to the north. This will create a typical three-leg Aerial#1—All-WayStopCondition intersection; however, the main flow of traffic will �, � , � �tr* remain between Myrtle Street and Morgan Street. With ,��„��� �, �� . { �����A � �. �� , � the development of the site and addition of a third leg �,, �� �` .. ' , -0"'� �� ' with more consistent flow of traffic,the character at this ='��:�.`. '�� - M . � � � intersection will change. Due to the flow of traffic at this �+-����"� '��,�` �� ' ; intersection,it is recommended that all-way stop control ��'�`,�� � � ,:. be implemented as shown on Aerial #1. It is noted that � -� ----- -- -- ExistingTree there are existing trees located on a private property in = the southwest quadrant of the intersection that would ""`"� � - limit sight distance looking left for vehicles on Morgan Street approaching Myrtle Street and the Site Driveway Photograph#1 Looking Left from Morgan Street to Myrtle Street � i Cr�i9hton `�M►� ;'�.��sn�,ir�cl Mr.Kevin Ronayne,FACHE July 16,2021 Page 9 of 11 as shown on Photograph #1. The all-way stop control condition will mitigate this concern for limited sight lines.The level of service analysis indicates that this intersection will operate at an overall LOS A with all approaches operating at LOS A during both peak hours after full build-out of the site and the implementation of an all-way stop control condition. No additional mitigation is recommended. A review of the existing conditions SimTraffic simulation model indicates that the analysis is consistent with field observations and confirms that adequate access will be provided after re-development of the site. -n+�; �,- �,:,a�s�� 4.0 Mul�o-ModaO Aeeess § �" Relocate Utility ' �a�; t. ,,,� ;_��� ' yr�;. Pedestrian and Roadway Accommodations Poles � #, �, r A review of the existing road network indicates that a � � � -Y��� � n:�t 500-foot long sidewalk is provided on the north side of '��`�� ' � ConstructSidewalk ' Morgan Street that begins at Seward Street and ends at - — the property boundary between the Park Place at , � Saratoga development and the proposed project. The . _ _- " � ,. ; .�, Applicant is prepared to extend this sidewalk along the - - � site frontage on Morgan Street. The sidewalk will -- continue into the site along the east side of the Widen Roadwayto 24feet driveway. In addition,the Applicant proposes to relocate existing utility poles located on the north side of Morgan Street and widen the road to provide a 24 foot wide Photograph#2-Morgan Street Improvements roadway along the project frontage as shown on Photograph #2. ����, Construct Sidewalk � - � , ��� A review of the existing sidewalk network also indicates ` g�, _ that the existing sidewalks on the east and west side of 4�" ,'�,� �# � '- , Myrtle Street end atSaratoga Hospital and at the Myrtle �' � � �� - _ , _ _.�:- _ Street Park medical office development resulting in a - � __ _ ,,,,� ---__ _ . gap in the pedestrian access between the proposed site :,., - - and these two related uses.The Applicant will construct Pr;vacywall andvegetation \~`"a,�_� an approximate 625-foot long sidewalk on the west side � `~� of Myrtle Street from the proposed driveway to the Widen Roadwayto 24feet " driveway associated with the Myrtle Street Park medical ' ` office development. A review of this section of Myrtle -�� :. �:` �� � �� � ` . ���: � � �� . �� � Street indicates that there is an existing privacy wall and ` ` � ' vegetation located along the edge of the roadway as Photograph#3-Myrtle Street Sidewalk Location shown on Photograph #3. It is recommended that the detailed sidewalk design minimize impacts to these existing features to the extent possible. It is noted that the construction of a sidewalk on the east side of Myrtle Street is not recommended since it would impact several private residences. A review of the Myrtle Street cross-section indicates that a 24 foot wide roadway is provided from Church Street to the Myrtle Street Park medical office development and that Myrtle Street varies in with from 22.5 feet to 24 feet north of the medical office development.To the extent possible,the Applicant will widen as necessary to provide a consistent 24 foot wide roadway north of the Myrtle Street Park medical office development. It is noted that a curb will be constructed on the west side of Myrtle Street in conjunction with the sidewalk installation. The installation of street lighting will be investigated along this section of Myrtle Street. � i Cr�i9hron `�M►� ;'�.��sn�,ir�cl Mr.Kevin Ronayne,FACHE July 16,2021 Page 10 of 11 5.0 Conclusions The proposed project includes the construction of three medical office buildings that will be built-out in three phases. The proposed land uses are summarized in Table 1 which include a breakdown of the anticipated phasing.Access to the development will be provided via the existing driveway at the corner of Morgan Street and Myrtle Street. Phase I of the project is expected to be completed and fully occupied in 2027 while Phase II will be completed in 2029. Phase III is expected to be completed and fully occupied in 2031.The following conclusions are noted: • Phase I of the proposed medical facility is expected to generate approximately 173 new vehicle trips during the AM peak hour and 256 new vehicle trips during the PM peak hour. In addition, the construction of two medical office buildings totaling 30,000 SF associated with Phase II & Phase III will generate 76 new vehicle trips during the AM peak hour and 104 new vehicle trips during the PM peak hour. • The capacity analysis indicates that the Church Street/Myrtle Street intersection will operate adequately after full build-out of the development site. Monitoring for possible signal timing adjustments is recommended. • The capacity analysis indicates that the unsignalized study area intersections on Seward Street will operate adequately and that adequate capacity will be provided at all locations based on the v/c ratios. It is noted that during peak travel times, vehicles exiting the site heading towards the east on Church Street have the option to use the existing traffic signal located at the Church Street/Myrtle Street intersection where left-turn movements are controlled with the traffic signal. • Morgan Street and Myrtle Street intersect south of the project site and form a right angle turn with no marked traffic control (stop-signs). These two intersection legs currently operate as free flow movements with a rare vehicle entering or exiting the driveways on the west and north legs. It is noted that the residential driveway on the west leg of the intersection will be eliminated and access to that portion of the parcel will be provided to the north. This will create a typical three-leg intersection; however, the main flow of traffic will remain between Myrtle Street and Morgan Street. With the development of the site and addition of a third leg with more consistent flow of traffic, the character at this intersection will change;therefore, it is recommended that all-way stop control be implemented atthis intersection.The level ofservice analysis indicatesthatthis intersection will operate atan overall LOS A with all approaches operating at LOS A during both peak hours after full build-out of the site and the implementation of an all-way stop control condition. • The Applicant has committed to extend the existing 500-foot long sidewalk located on the north side of Morgan Street from the Park Place at Saratoga development to the site driveway. This will allow pedestrians to walk the entire length of Morgan Street on a sidewalk. The sidewalk will continue into the site along the east side of the driveway.The Applicant will also construct an approximate 625-foot long sidewalk on the west side of Myrtle Street from the proposed driveway to the driveway associated with the Myrtle Street Park medical office development. A review of this section of Myrtle Street indicates that there is an existing privacy wall and vegetation located along the edge of the roadway. It is therefore recommended that the detailed sidewalk design minimize impacts to these existing features to the extent possible. • The Applicant proposes to relocate existing utility poles located on the north side of Morgan Street and widen the road to provide a 24 foot wide roadway adjacent to the proposed site. In addition, the Applicant will widen Myrtle Street as necessary to provide a consistent 24 foot wide roadway north of the Myrtle Street Park medical office development. A curb will be constructed on the west side of Myrtle Street in conjunction with the sidewalk installation. The installation of street lighting will be investigated along this section of Myrtle Street. � i Cr�i9hron `�M►� ;'�.��sn�,ir�cl Mr.Kevin Ronayne,FACHE July 16,2021 Page 11 of 11 Please call our office if you have any questions or comments regarding the above analysis. Respectfully submitted, Creighton Manning Engineering, LLP /�`��f-'�� Mark fUadalny Associate Attachments \\CME-FILE01\Company\Projects\2020\120-372 Saratoga Hospital-Morgan St Office\Working\Traffic\Reports\120372_Ltr Rpt_20210616.docx � i�fLrIC]�"ItUf1 � dV'i��s�llllt�C1 O 2021 EXISTING PROJECT SITE 0 � N .__.� � �"' � � �121 (58) MORGAN ST � 1 � (138)54�� T v (4)2� M a v --r� c� v H ~ � � W � � � � � � � � "�' °N"' L83(21) �T � ` � N � �450(568) � CO L19(26) CHURCH ST � 1 ��5(16) 9N �J ��537(586) (72) 134�� T � (39)32� (656)581� N � � (727)589� (3)9� �N�. � � � � � � � � � � AM PEAK HOUR(PM PEAK HOUR) � TRAFFIC VOLUMES � o .� Crei�hton � ♦ Mannin� MORGAN STREET MEDICAL OFFICE DEVELOPMENT � CITY OF SARATOGA SPRINGS, NEW YORK � PROJECT: 120-372 DATE: 05/2021 FIGURE: 2 . NO-BUILD 2027 9O PHASEI PROJECT SITE N OJ M �� O " V � �123(59) MORGAN ST � 1 � (140)55�� I v (5)2� m v ti -�v M V H ~ � � W � J � H �� � � N � `-'(O � �BrJ�22� V� � N � �459(580) �° � L19(26) CHURCH ST � 1 ��5(16) 9N �J ��547(598) (74) 136�� I � (40)32� (669)593� ^�n N (742)601� (3) ��� � N � AM PEAK HOUR(PM PEAK HOUR) O NO-BUILD 2031 FULL BUIL-OUT (PHASE I, II, & III) ` PROJECT SITE m� m v �.� - CV -- V O � � �125(60) MORGAN ST � 1 � � (142)56�� � _ v (5)2� �v � o� �-�n M V � v � F H � _ (n W � � J � � ~ > � } W � � � o(O rn L86�22� V � � N ,� �465(587) �° � �19(26) - CHURCH ST � 1 ��5(16) 9N �J ��555(606) (75) 138�� T � (40)33� (678)601� r � � (751)609� �3� ��� � N �. � AM PEAK HOUR(PM PEAK HOUR) � TRAFFIC VOLUMES � o .� Crei�hton � ♦ Mannin� MORGAN STREET MEDICAL OFFICE DEVELOPMENT � CITY OF SARATOGA SPRINGS, NEW YORK � PROJECT: 120-372 DATE: 05/2021 FIGURE: 3 . TRIP DISTRIBUTION O PHASE I, II, & III �� � �I� � � PROJECT IQ SITE � 0o a r N IL35% � 1 I�� MORGAN ST �I 1 1 �' (2o�ro��'1 1 � (5%)� � � r � � � � w � � � � � 0 0 0 �15% ^ a � r`�i � c`n�l � �n L 15% CHURCH ST � 1 �►� * 9N � �~15% 35%�� I � � � � (25%)� � � � � � � � � � � � � ENTERING (EXITING) � TRAFFIC VOLUMES � o .� Crei�hton � ♦ Mannin� MORGAN STREET MEDICAL OFFICE DEVELOPMENT � CITY OF SARATOGA SPRINGS, NEW YORK � PROJECT: 120-372 DATE: 05/2021 FIGURE: 4 . TRIP ASSIGNMENT OO PHASEI I� � �I� � � PROJECT IQ SITE M (O I V � V � N � IL47(25) N 1 I�� MORGAN ST �I 1 1 �' (3�)$�'1 1 � �9�2� o � v H � � � w � J � H �� � � �°D� L20(11) � N `-' � �� � N L20(11) CHURCH ST �I 1 I�� 9N �J ��20(11) (25)47�� I � � � � (46) 10� � AM PEAK HOUR(PM PEAK HOUR) O TRIP ASSIGNMENT FULL BUIL-OUT(PHASE I, II, & III) �� � �I� ` � � PROJECT I¢ SITE � rn � I o - "�° I N. � � L68(35) M 1 I�� MORGAN ST �I 1 � � � (52) 11�� � _ N (13)3� N � � � � � �. � F H � - cn o � w � °' ~ � � } w � � 6' 6' c��o L29(15) '� � v � °' � � � M �29(15) - CHURCH ST t' 1 �� 9N �J �~29(15) (35)68�� T � � � N (65) 14� � `r � AM PEAK HOUR(PM PEAK HOUR) � TRAFFIC VOLUMES � o .� Crei�hton � ♦ Mannin� MORGAN STREET MEDICAL OFFICE DEVELOPMENT � CITY OF SARATOGA SPRINGS, NEW YORK � PROJECT: 120-372 DATE: 05/2021 FIGURE: 5 . BUILD 2027 �O PHASEI �� � �I� � � PROJECT IQ SITE � I � M (O � M � V `-'l{) � � N � L47(25) �° � 1 ��123(59) MORGAN ST � 1 1 � (177)63�� I w v (14)4� N v �ti v v V M � V H ~ � � W � J � H �� � � � �.O N°D� L 105(32) v N � � � �459(580) �° °' L39(37) CHURCH ST � 1 ��5(16) 9N �J ��568(608) (98) 183�� I � (40)32� (669)593� N ti � (788)611� (3) 10� �n M� AM PEAK HOUR(PM PEAK HOUR) O BUILD 2031 FULL BUIL-OUT (PHASE I, II, & III) �� � �I� ` � � PROJECT I¢ SITE m �n I o rn � v _ "co I =-�n 0 � � L68(35) � � 1 ��125(60) MORGAN ST � 1 � � � (194)67�� � _ N c (�8)5� r`�i v � �rn �� ln M � V � (O v •_-.� � F H � _ (n W � � � ~ > � } W � � � V O O ° �o � �115(37) �� � M m � �465(587) �° N �48(41) - CHURCH ST � 1 ��5(16) 9N �J ��584(621) (110)206�� T � (40)33� (678)601� N oo M (816)623� �3� ��� � v �- � AM PEAK HOUR(PM PEAK HOUR) � TRAFFIC VOLUMES � o .� Crei�hton � ♦ Mannin� MORGAN STREET MEDICAL OFFICE DEVELOPMENT � CITY OF SARATOGA SPRINGS, NEW YORK � PROJECT: 120-372 DATE: 05/2021 FIGURE: 6 Attachment A Site Plan Morgan Street Medical Office City of Saratoga Springs, New York i �`, LAYOUT NOTES � / 1. ALL LINES AND�IMENSIONS ARE PARALLEL OR � PERPENDICULAR TO THE LINES FROM 4VHICH THEV ARE �` MEASUREDUNLESSOTHERWISEINDICATE�. T�l. LAGROUP � 2 ALL LINE AN�GRADE PER DRA4NING5 AND SPECIRCATIONS Lands�apeA�chitect�reflEngineering P.C. / SH4LL BE LAID OUT BY A NENI YORK STATE REGISTERE� p P P� � LAND SURVEYOR.ALL STAKED LAYOUTS OF PAVEMENTS �` 'PP�"� / �\ � AN�SITE IMPROVEMENTS SHALL 8E APPROVED BYTHE 40 LongAlley p:518-587-8100 ON/NER'S REPRESENTATIVE PRIORTO INSTALLATION. Saratoga Springs f 518-587-0180 ' . ��� . ` . /� NY12866 vwnv.lhela9rouP.com ` / 3. STORAGE AREAS FOR CONTRACTOR'S EQUIPMENT AND MATERIALS SHALL BE ON AND WITHIN LIMITS OF WORK AS /� ' \ /\ � . u uh ' d I ' dA'enroth'is / SHON/NONTHEPLANSAND4SAPPROVE�BYTHEONMER'S d cu �I -n fs -nn_o9at�hz / REPRESENTATNE. N�,�,�v k .Ed t � . 4. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS IN THEFIELDPRIORTOCONSTRUCTIONANDREPORTANY ��he�n6roup2o2o � � DISCREPANCIES IN THE SITE SURVEY TO THE OW NER'S / REPRESENTATNE PRIORTO STARTING WORK. . aredtor / 5. ATALLLOCATIONSWHEREEXISTINGCURBING,BITUMINOUS Saratoga Hospital CONCRETE ROADWAY OR CONCRETE SIDEWALK ABUT NEW CONSTRUCTION,THE EDGE OF THE EXISTING CURB OR � PAVEMENT SHALL BE SA�N CUT TO A CLEAN.SId00TH EDGE. 211 ChUI'[h Stl'eet � Saratoga Springs,New York 12866 . 6. 4VHERE CURVMG SIDEWALKS ARE LAID OUT BY OFFSETS, / PROVIDE GENTLE HORIZONTAL CURVES BETNEEN OFFSET POINTS.THESE WALKS SH4LL 6E ADEQUATELV STAKED AND APPRONEO BV THE OIVNER'S REPRESENTATI�/E PRIOR TO CONSTRUCTION. � � . 7. RELDADJUSTI�IENTSMUSTBEAPPROVEDBYTHEOWNER'S / REPRESENTATNE AN�CITY ENGINEER PRIOR TO CONSTRl1CTION. 8. ALL EXISTING UTILITIES SHOWN IN THEIR RELATNE �� POSITION.CONTRACTOR IS RESPONSIBLE FOR VERIFYING ' THE VERTICAL AND HORIZONTAL POSITION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION. / Phase 1 � � � I / � BIRCH RUN ' � NEIGHBORH00� / / � � � � �,.�� �o � . __.. � � � � ' Phase 2 � "� '�� i�,r.i�: � �_ �" �' �� Myrtle Street s � U p U p `°�+M�"'r��qROFN �m �m MedicalOffice Campus b 6 O � � LEGEND 55 Myrtle Street 1&17 Morgan Street n ����PROPERTYLINE SafatogaSprinJ5,NY12886 �o� ...�� I"]1�.��p � �'.�',�',� LIMITOFWORK rii � ���� O O O .. . ��.. �TTI CONCRETE PAVEMENT E �'�6P' ��� �� � ASPHALTPAyEMENT 9 4 R Y 9 O GqR O CURB � V �gp TRANSITION CURB �u ACCESSIBLE PARKING SPACE �roject No.: �aisi� � Desiyn_ CMI � $�CiN L�CAT��N Dra�n�n: �AS Ch'k'd: f.IC[t - Daie�. J/14/]�21 Scale. 1"-50' � � aP�: oPz�dpsoo� o.,�P�. � � (�� � STORM WATER - MEDICAL OFFICE BUILDING 75,000 SF s � � �' T � STORM�P/4TER ' ��7 \\�,. � . LAWN LAWN s �, � . � � / � � .. . . . ' . " D�w,ng TIHe 3C _ � p � � / � Planning Board#xx.a�x Full Build Out m , � ,� , _ � � — � � � Master Plan _ �� „� � � � �� � '� � � • MORGAN STREET - _ � � - - � � \ � � � � � � ' - _. . .- _ - _ _' � " . Approvedund au�horryofaresoWtonadopted N = �� -'. \ � � � - ��„. . �. ��" _" ���. ..., .�.�- . �� b�ihePlann'ngBoardofiheCtyofSaralogaSpnngs. .:g i ..\ /� .. . . . .. - . .. � F o o . ... -c;�- ... N� � .. �� o�a�o,nq r�o. � - � � _ A� . Chairperson � �n� e� �� — �,,,_—T=I . I I� ! \ i ce. � �/ - _ - �m. ' 10 20 30 40 50 k m �50 0 �1�7 a�LL � � \ ;�.� oa�e s��s�ed L—M P _ _ � � s�a�e,��-5o� � , �� � ,, ,, _ , _ : Attachment B Traffic Volume Data Morgan Street Medical Office City of Saratoga Springs, New York 120-372 Morgan St.Office-TMC � Crei hton Wed Apr 28,2021 ��/ � Full Length(7 AM-9 AM) All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831107,Location:43.084728,-73.797962,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US Leg Church St Chm'ch St. Myrlle St. Myrtle St. Directio� Eastbou�d Westbou�d Northbou�d Southbou�d Time L T R U App Ped* L T R U App Ped* L T R U App Ped* L T R U App Ped*lut 2021-04-28 7:OOAM 19 87 2 0 108 0 3 76 17 0 96 0 1 9 0 0 10 1 9 3 12 0 24 0 238 7:15AM 26 93 2 0 121 0 3 81 16 0 100 0 0 6 2 0 8 1 14 4 23 0 41 0 270 7:30AM 26 112 5 0 143 0 1 91 15 0 107 2 0 7 0 0 7 2 12 10 16 0 38 0 295 7:45AM 36 139 3 0 ll8 0 1 105 29 0 135 1 4 21 0 0 25 1 6 2 31 0 39 0 377 Hourly Total 107 431 12 0 550 0 8 353 77 0 438 3 5 43 2 0 50 5 41 19 82 0 142 0 1180 8:OOAM 35 134 1 0 ll0 0 2 77 10 0 89 0 2 9 1 0 12 0 12 7 25 0 44 0 315 8:15AM 18 97 2 0 lll 0 0 104 19 0 123 0 1 6 0 0 7 0 8 6 21 0 35 0 282 8:30AM 25 126 2 0 153 0 1 98 13 0 112 0 3 7 0 0 10 2 15 5 22 0 42 0 3ll 8:45AM 30 131 3 0 164 0 3 97 25 0 125 1 0 8 1 0 9 1 13 4 19 0 36 0 334 Hom�ly Total 108 488 8 0 604 0 6 376 67 0 449 1 6 30 2 0 38 3 48 22 87 0 157 0 1248 9:OOAM 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 How�ly Total 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 215 919 20 0 1154 0 14 730 144 0 888 4 11 73 4 0 88 8 89 41 169 0 299 0 2429 %Approach 18.6% 79.6% 1.7%0% - - 1.6% 822%16.2%0% - - 12S%83.0% 4S%0% - - 29.8%13.7% 56S%0% - - - %Total 8.9% 37.8% 0.8%0%47.5'% - 0.6% 301% 5.9%0%36.6% - OS% 3.0% 0.2%0% 3.6% - 3.7% 1.7% 7.0%0% 12.3'% - - Lighis 212 820 20 0 1052 - 14 656 141 0 811 - 10 73 4 0 87 - 88 41 164 0 293 - 2243 %Lights 98.6% 892%100%0%91.2'% - 100%89.9%97.9%0%91.3% - 90.9% 100%100%0%98.9% - 98.9% 100% 97.0%0% 98.0% - 92.3% Articulated Tmcks and Single-Unit Trucks 3 86 0 0 89 - 0 65 2 0 67 - 0 0 0 0 0 - 1 0 4 0 5 - 161 %AitiailatedTrucksaudSiugle-UnitTrucks 1.4% 9.4% 0%0% 7.7'% - 0% 8.9% 1.4%0% 7.5% - 0% 0% 0%0% 0% - 11% 0% 2.4%0% 1.7'% - 6.6% Buses 0 13 0 0 13 - 0 9 0 0 9 - 1 0 0 0 1 - 0 0 1 0 1 - 24 %Buses 0% 1.4% 0%0% 1.1'% - 0% 12% 0%0% 1.0% - 91% 0% 0%0% 1.1% - 0% 0% 0.6%0% 0.3'% - 1.0% Bicycles ou Road 0 0 0 0 0 - 0 0 1 0 1 - 0 0 0 0 0 - 0 0 0 0 0 - 1 %BicyclesouRoad 0% 0% 0%0% 0% - 0% 0% 0.7%0% 0.1% - 0% 0% 0%0% 0% - 0% 0% 0%0% 0% - 0% Pedesffia�s - - - - - 0 - - - - - 3 - - - - - 8 - - - - - 0 %Pedesll'ia�s - - - - - - - - - - - 75.0% - - - - - 100% - - - - - - - Bicycles o�Cirosswalk - - - - - 0 - - - - - 1 - - - - - 0 - - - - - 0 %Bicycles o�Crosswalk - - - - - - - - - - -25.0% - - - - - 0% - - - - - - - �Pedestrians and Bicycles on Crosswalk.L:Left,R:Right,T:Thru,U:U-Turn 1 of 4 120-372 Morgan St.Office-TMC � Crei hton Wed Apr 28,2021 ��/ � Full Length(7 AM-9 AM) All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831107,Location:43.084728,-73.797962,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US [N] Myrtle St. Total:731 In: 299 Out:432 � �rn � v o0 � � m 144 0 � � +� °' � � 730 . }' � � � � � O o L U � � a � � 14 °,�' � � _ " � U F 215 F U N � � ri � O LJ,J " � � � '� 919 � � O 20 � 3 .,., 5 � mv � � Out:75 In: 88 Total: 163 [5] Myrtle St. 2of4 120-372 Morgan St.Office-TMC � Crei hton Wed Apr 28,2021 ��/ � AM Peak(7:45 AM-8:45 AM)-Overall Peak Hour All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831107,Location:43.084728,-73.797962,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US Leg Church St Church St. Myrlle St. Myrlle St. Directio� Eastbou�d Westbou�d Northbou�d Southbou�d Time L T R U App Ped* L T R U App Ped* L T R U App Ped* L T R U App Ped*lu[ 2021-0428 7:45AM 36 139 3 0 ll8 0 1 105 29 0 135 1 4 21 0 0 25 1 6 2 31 0 39 0 377 8:OOAM 35 134 1 0 ll0 0 2 77 10 0 89 0 2 9 1 0 12 0 12 7 25 0 44 0 315 8:15AM 18 97 2 0 lll 0 0 104 19 0 123 0 1 6 0 0 7 0 8 6 21 0 35 0 282 8:30AM 25 126 2 0 153 0 1 98 13 0 112 0 3 7 0 0 10 2 15 5 22 0 42 0 3ll Total 114 496 8 0 618 0 4 384 71 0 459 1 10 43 1 0 54 3 41 20 99 0 160 0 1291 %Approach 18.4% 80.3% 1.3%0% - - 0.9%83.7% 15S%0% - - 18S% 79.6% 1.9%0% - - 25.6% 12S% 61.9% 0% - - - %Total 8.8% 38.4% 0.6%0%47.9'% - 0.3%29.7% SS%0%35.6'% - 0.8% 3.3% 01%0% 4.2'% - 3.2% 1S% 7.7% 0% 12.4% - - PHF OJ92 0.892 0.667 - 0.868 - OS00 0.914 0.612 - 0.850 - 0.625 OS12 0.250 -0.540 - 0.683 0.714 OJ98 - 0.909 - 0.856 Lighis 112 445 8 0 565 - 4 351 70 0 425 - 10 43 1 0 54 - 40 20 97 0 157 - 1201 %Lights 98.2% 89.7%100%0%91.4'% - 100%91.4% 98.6%0%92.6'% - 100% 100%100%0%100% - 97.6% 100% 98.0% 0% 98.1% - 93.0% Articulated Tmcks and Single-Unit Trucks 2 46 0 0 48 - 0 30 1 0 31 - 0 0 0 0 0 - 1 0 2 0 3 - 82 %AitiailatedTrucksaudSiugle-UnitTrucks 1.8% 9.3% 0%0% 7.8'% - 0% 7.8% 1.4%0% 6.8'% - 0% 0% 0%0% 0% - 2.4% 0% 2.0% 0% 1.9% - 6.4% Buses 0 5 0 0 5 - 0 3 0 0 3 - 0 0 0 0 0 - 0 0 0 0 0 - 8 %Buses 0% 1.0% 0%0% 0.8'% - 0% 0.8% 0%0% 0.7'% - 0% 0% 0%0% 0% - 0% 0% 0%0% 0% - 0.6% Bicycles ou Road 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 %BicyclesouRoad 0% 0% 0%0% 0% - 0% 0% 0%0% 0% - 0% 0% 0%0% 0% - 0% 0% 0%0% 0% - 0% Pedesffia�s - - - - - 0 - - - - - 1 - - - - - 3 - - - - - 0 %Pedesll'ia�s - - - - - - - - - - - 100% - - - - - 100% - - - - - - - Bicycles o�Cirosswalk - - - - - 0 - - - - - 0 - - - - - 0 - - - - - 0 %Bicycles o�Crosswalk - - - - - - - - - - - 0% - - - - - 0% - - - - - - - �Pedestrians and Bicycles on Crosswalk.L:Left,R:Right,T:Thru,U:U-Turn 3of4 120-372 Morgan St.Office-TMC � Crei hton Wed Apr 28,2021 ��/ � AM Peak(7:45 AM-8:45 AM)-Overall Peak Hour All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831107,Location:43.084728,-73.797962,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US [N] Myrtle St. Total:388 In: 160 Out: 228 rn o� 01 N V � I - 71 M � � V u'1 U1 � 384 � �j c U ,� � o�i � � � � � 4 �' L .. � U o 114 ° U � F � � � 00 M w � ,� u' � � 496 � 8 � ' �2 1 o m� � v Out:32 In: 54 Total:86 [5] Myrtle St. 4of4 120-372 Morgan St.Office-TMC � Crei hton Tue Apr 27,2021 ��/ � Full Length(4 PM-6 PM) All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831105,Location:43.084728,-73.797962,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US Leg Chm�ch St. Chm�ch St. Myrtle St. Myrlle St. Directio� Eastbou�d Westbou�d Northbou�d Southbou�d Time L T R U App Ped* L T R U App Ped* L T R U App Ped* L T R U App Ped*lut 2021-04-274:OOPM 17 118 1 0 136 0 7 126 10 0 143 1 6 5 3 0 14 2 43 15 49 0 107 0 400 4:15PM 16 114 1 0 131 0 0 109 7 0 116 0 4 6 4 0 14 1 23 6 31 0 60 0 321 4:30PM 17 140 1 0 158 0 1 135 5 0 141 0 4 7 3 0 14 0 29 17 45 0 91 0 404 4:45PM 17 136 1 0 154 0 5 117 5 0 127 0 2 7 1 0 10 0 26 14 37 0 77 0 368 Hourly Total 67 508 4 0 579 0 13 487 27 0 527 1 16 25 11 0 52 3 121 52 162 0 335 0 1493 S:OOPM 20 161 1 0 182 0 6 139 4 0 149 0 2 4 6 0 12 2 14 15 28 0 57 0 400 S:15PM 11 154 0 0 165 0 2 121 5 0 128 1 5 4 1 0 10 0 14 7 24 0 45 0 348 5:30PM 13 121 1 0 135 0 5 123 1 0 129 3 4 7 2 0 13 3 12 6 21 0 39 0 316 5:45PM 25 127 1 0 153 0 6 104 7 0 lll 0 1 3 3 0 7 0 11 3 21 0 35 0 312 Hourly Total 69 563 3 0 635 0 19 487 17 0 523 4 12 18 12 0 42 5 51 31 94 0 ll6 0 1376 6:OOPM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 1 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 1 Total 136 1071 7 0 1214 0 32 974 44 0 1050 5 28 43 23 0 94 8 172 84 256 0 512 0 2870 %Approach 112%88.2% 0.6%0% - - 3.0%92.8% 42%0% - - 29.8%45.7%24S%0% - - 33.6%16.4%50.0%0% - - - %Tofal 4.7%37.3% 02%0%42.3'% - 11%33.9% 1S%0%36.6'% - 1.0% 1S% 0.8%0% 3.3% - 6.0% 2.9% 8.9%0% ll.8% - - Lighu 133 1048 7 0 1188 - 31 938 44 0 1013 - 28 42 20 0 90 - 171 84 252 0 507 - 2798 %Lighis 97.8%97.9%100%0%97.9'% - 96.9%96.3%100%0%96.5'% - 100%97.7%87.0%0%95.7% - 99.4% 100%98.4%0% 99.0% - 97S% AiYiculatedTmcksaudSiugle-UuitTmcks 2 20 0 0 22 - 0 31 0 0 31 - 0 0 1 0 1 - 1 0 2 0 3 - 57 %AiticulatedTrucksandSinglrUnitTrucks 1S% 1.9% 0%0% 1.8'% - 0% 3.2% 0%0% 3.0'% - 0% 0% 4.3%0% 1.1% - 0.6% 0% 0.8%0% 0.6% - 2.0% Buses 0 3 0 0 3 - 0 5 0 0 5 - 0 0 0 0 0 - 0 0 2 0 2 - 10 %Buses 0% 0.3% 0%0% 0.2'% - 0% OS% 0%0% 0.5'% - 0% 0% 0%0% 0% - 0% 0% 0.8%0% 0.4% - 0.3% Bicycles ou Road 1 0 0 0 1 - 1 0 0 0 1 - 0 1 2 0 3 - 0 0 0 0 0 - 5 %BicyclesonRoad 0.7% 0% 0%0% 0.1'% - 31% 0% 0%0% 0.1'% - 0% 2.3% 8.7%0% 3.2% - 0% 0% 0%0% 0% - 02% Pedesll'ia�s - - - - - 0 - - - - - 3 - - - - - 5 - - - - - 0 %Pedesh'ia�s - - - - - - - - - - -60.0% - - - - -62S% - - - - - - - Bicycles o�Crosswalk - - - - - 0 - - - - - 2 - - - - - 3 - - - - - 0 %Bicycleso�Cirosswalk - - - - - - - - - - -40.0% - - - - -37S% - - - - - - - �Pedestrians and Bicycles on Crosswalk.L:Left,R:Right,T:Thru,U:U-Turn 1 of 4 120-372 Morgan St.Office-TMC � Crei hton Tue Apr 27,2021 ��/ � Full Length(4 PM-6 PM) All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831105,Location:43.084728,-73.797962,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US [N] Myrtle St. Total:735 In: 512 Out: 223 l0 N lll � I� N ri �� I N 44 � "� o N � ri +-+ �� 974 � }; � � .. � O � L � � � L N � 3Z N � � . .. � � � 136 � m � U F FU �j � > � N � N � 1071 � C 7 � 7 M 5 3 :' ' 0o m m N V N Out: 123 In: 94 Total:217 [5] Myrtle St. 2of4 120-372 Morgan St.Office-TMC � Crei hton Tue Apr 27,2021 ��/ � PM Peak(4:30 PM-5:30 PM)-Overall Peak Hour All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831105,Location:43.084728,-73.797962,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US Leg Chm'ch St. Church St. Myrtle St. Myrlle St. Directio� Eastbou�d Westbou�d Northbou�d Southbou�d Time L T R U App Ped* L T R U App Ped* L T R U App Ped* L T R U App Ped*lut 2021-04-274:30PM 17 140 1 0 158 0 1 135 5 0 141 0 4 7 3 0 14 0 29 17 45 0 91 0 404 4:45PM 17 136 1 0 154 0 5 117 5 0 127 0 2 7 1 0 10 0 26 14 37 0 77 0 368 S:OOPM 20 161 1 0 182 0 6 139 4 0 149 0 2 4 6 0 12 2 14 15 28 0 57 0 400 S:15PM 11 154 0 0 165 0 2 121 5 0 128 1 5 4 1 0 10 0 14 7 24 0 45 0 348 Total 65 591 3 0 659 0 14 512 19 0 545 1 13 22 11 0 46 2 83 53 134 0 270 0 1520 %Approach 9.9%89.7% OS%0% - - 2.6%93.9% 3S%0% - - 28.3%47.8%23.9%0% - - 30.7% 19.6% 49.6%0% - - - %Tofal 4.3%38.9% 0.2%0%43.4% - 0.9%33.7% 1.3%0%35.9% - 0.9% 1.4% 0.7%0% 3.0'% - SS% 3S% 8.8%0% ll.8'% - - PfiF 0.813 0.918 0.750 - 0.905 - OS83 0.921 0.950 - 0.914 - 0.650 0J86 OS63 - OJ86 - 0.716 OJ79 OJ44 - OJ42 - 0.939 Lights 64 583 3 0 650 - 14 498 19 0 531 - 13 22 8 0 43 - 83 53 133 0 269 - 1493 %Lighis 98S%98.6% 100%0%98.6% - 100%97.3% 100%0%97.4% - 100% 100%72.7%0% 93.5'% - 100% 100% 99.3%0% 99.6'% - 982% AiYiculated Tmcks aud Siugle-Uuit Tmcks 1 7 0 0 8 - 0 11 0 0 11 - 0 0 1 0 1 - 0 0 1 0 1 - 21 %AiticulatedTrucksandSinglrUnitTrucks 1S% 1.2% 0%0% 1.2% - 0% 21% 0%0% 2.0% - 0% 0% 91%0% 2.2'% - 0% 0% 0.7%0% 0.4'% - 1.4% Buses 0 1 0 0 1 - 0 3 0 0 3 - 0 0 0 0 0 - 0 0 0 0 0 - 4 %Buses 0% 0.2% 0%0% 0.2% - 0% 0.6% 0%0% 0.6% - 0% 0% 0%0% 0% - 0% 0% 0%0% 0% - 0.3% Bicycles ou Road 0 0 0 0 0 - 0 0 0 0 0 - 0 0 2 0 2 - 0 0 0 0 0 - 2 %BicyclesonRoad 0% 0% 0%0% 0% - 0% 0% 0%0% 0% - 0% 0%18.2%0% 4.3'% - 0% 0% 0%0% 0% - 01% Pedesll'ia�s - - - - - 0 - - - - - 1 - - - - - 0 - - - - - 0 %Pedesll'ia�s - - - - - - - - - - - 100% - - - - - 0% - - - - - - - Bicycles o�Crosswalk - - - - - 0 - - - - - 0 - - - - - 2 - - - - - 0 %Bicycles o�Cirosswalk - - - - - - - - - - - 0% - - - - - 100% - - - - - - - �Pedestrians and Bicycles on Crosswalk.L:Left,R:Right,T:Thru,U:U-Turn 3of4 120-372 Morgan St.Office-TMC � Crei hton Tue Apr 27,2021 ��/ � PM Peak(4:30 PM-5:30 PM)-Overall Peak Hour All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831105,Location:43.084728,-73.797962,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US [N] Myrtle St. Total:376 In: 270 Out: 106 � m m m � � � �� I � 19 ui � � V � � 51 Z � �+ O � � v oo — o � L rl . l.y rl L � .. - .. � � � 65 � N � U o .s o U � F ,:,,: � F ^ � � � � � � 591 c � — O 3 � �_.. Z M N� ri N ri Out:70 In:46 Total: 116 [5] Myrtle St. 4of4 �✓�Creighton Project No.: File Name : 20210428_Church St-Seward St AM final_120372 Counted By: Site Code : 12037201 Location: Start Date : 4/28/2021 Comments: Page No : 1 Grou s Printed-Passen er Veh-Heav Veh-School Buses Eastbound Westbound Northbound Southbound Start Time Left Th�U Right RTOR App Total Left Th�U Right RTOR App Total Left Th�U Right RTOR App Total Left Th�U Right RTOR App Total Int Total 07:00 AM 5 102 0 0 107 0 99 6 0 105 0 0 0 0 0 3 0 6 0 9 221 07:15 AM 3 99 0 0 102 0 105 4 0 109 0 0 0 0 0 3 0 5 0 8 219 07:30 AM 7 130 0 0 137 0 114 0 0 114 0 0 0 0 0 2 0 3 0 5 256 07:45 AM 10 133 0 0 143 0 147 4 0 151 0 0 0 0 0 2 0 1 0 3 297 Total 25 464 0 0 489 0 465 14 0 479 0 0 0 0 0 10 0 15 0 25 993 08:00 AM 7 141 0 0 148 0 92 8 0 100 0 0 0 0 0 7 0 4 0 11 259 08:15 AM 9 119 0 0 128 0 91 7 0 98 0 0 0 0 0 4 0 6 0 10 236 08:30 AM 5 131 0 0 136 0 104 2 0 106 0 0 0 0 0 5 0 7 0 12 254 08:45 AM 12 102 0 0 114 0 98 3 0 101 0 0 0 0 0 3 0 6 0 9 224 Total 33 493 0 0 526 0 385 20 0 405 0 0 0 0 0 19 0 23 0 42 973 Grand Total 58 957 0 0 1015 0 850 34 0 884 0 0 0 0 0 29 0 38 0 67 1966 Apprch% 5.7 94.3 0 0 0 96.2 3.8 0 0 0 0 0 43.3 0 56.7 0 Total% 3 4s.7 0 0 51.6 0 43.2 1.7 0 45 0 0 0 0 0 1.5 0 1.9 0 3.4 PassengerVeh 58 871 0 0 929 0 797 34 0 831 0 0 0 0 0 29 0 38 0 67 1827 �Pa��e�9e��eh 100 91 0 0 91.5 0 93.8 100 0 94 0 0 0 0 0 100 0 100 0 100 92.9 Heavy Veh 0 74 0 0 74 0 46 0 0 46 0 0 0 0 0 0 0 0 0 0 120 �Heavy ven 0 7.7 0 0 7.3 0 5.4 0 0 5.2 0 0 0 0 0 0 0 0 0 0 6.1 scnoo�euses 0 12 0 0 12 0 7 0 0 7 0 0 0 0 0 0 0 0 0 0 19 i s�nooi e��e� 0 1.3 0 0 1.2 0 0.8 0 0 0.8 0 0 0 0 0 0 0 0 0 0 1 �✓�Creighton File Name : 20210428 Church St-Seward St AM final 120372 Site Code : 12037201 Start Date : 4/28/2021 Page No : 2 Eastbound Westbound Northbound Southbound Start Time Left Thru Rignt RroR nPP To�ai Left Thru Rignt RroR ApP Totai Left Thru Rignt RroR ApP Totai Left Thru Rignt RroR nPo Totai i�c ro�ai Peak Hour Analysis From 07:00 AM to 08:00 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 3 99 0 0 102 0 105 4 0 109 0 0 0 0 0 3 0 5 0 8 219 07:30 AM 7 130 0 0 137 0 114 0 0 114 0 0 0 0 0 2 0 3 0 5 256 07:45 AM 10 133 0 0 143 0 147 4 0 151 0 0 0 0 0 2 0 1 0 3 297 08:00 AM 7 141 0 0 148 0 92 8 0 100 0 0 0 0 0 7 0 4 0 11 259 rota�vo�ume 27 503 0 0 530 0 458 16 0 474 0 0 0 0 0 14 0 13 0 27 1031 %App.Total 5.1 94.9 0 0 0 96.6 3.4 0 0 0 0 0 51.9 0 48.1 0 PHF .675 .s92 .000 .000 .895 .000 .779 .500 .000 .785 .000 .000 .000 .000 .000 .500 .000 .650 .000 .614 .868 Passenger Veh 27 452 0 0 479 0 428 16 0 444 0 0 0 0 0 14 0 13 0 27 950 �Pa��e�9e��eh 100 $9.9 0 0 90.4 0 93.4 100 0 93.7 0 0 0 0 0 100 0 100 0 100 92.1 Heavy Veh 0 44 0 0 44 0 27 0 0 27 0 0 0 0 0 0 0 0 0 0 71 �Heavy ven 0 8.7 0 0 8.3 0 5.9 0 0 5.7 0 0 0 0 0 0 0 0 0 0 6.9 scnoo�euses 0 7 0 0 7 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 10 �s�hoo�e��e� 0 1.4 0 0 1.3 0 0.7 0 0 0.6 0 0 0 0 0 0 0 0 0 0 1.0 Out In Total 4�3 2�7 70 13 0 14 0 0 0 0 0 0 0 0 0 13 0 14 0 �ht T�u Left RTOR IL► Peak Hour Data o�o� �oo� �ONI��O N N�� * T � ~� O J I `f��O O� � A�O N V I�M � NOfLFI � �I�I A� ���� �� ��� Peak Hour Begins at 07:15 A ��� N N — �v � mw�m — A A� 0 0 0 0� Passenger Veh r a w�a �°-'--1 Heavy Veh �� �M� SchoolBuses o 0 0 0 OcN c 0000� � � �� � ����� � � o�o— � �0000 � I � Left Thru Ri ht RTOR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Out In Total `✓Creighton Project No.: 119-372 File Name : Church St-Seward St_PM_20210427 Counted By: BP Site Code : 12037201 Location: Church St/Seward St Start Date : 4/27/2021 Comments: PM Peak Page No : 1 Grou s Printed-Vehicles-Heav Vehicles-Bus Seward St Church St(NY Rt 9N) Church St(NY Rt 9N) Southbound Westbound Northbound Eastbound Start Time Left Th�u Right Peds nPP m�ai Left Th�u Right Peds ApP rotai Left Th�u Right Peds ApP rocai Left Th�u Right Peds nPo mtai i�c ro�ai 04:00 PM 1 0 6 0 7 0 144 4 0 148 0 0 0 0 0 4 164 0 0 168 323 04:15 PM 3 0 8 0 11 0 121 4 0 125 0 0 0 0 0 9 137 0 0 146 282 04:30 PM 4 0 9 0 13 0 133 5 0 138 0 0 0 0 0 7 160 0 0 167 318 04:45 PM 5 0 9 0 14 0 120 4 0 124 0 0 0 0 0 8 155 0 0 163 301 Total 13 0 32 0 45 0 518 17 0 535 0 0 0 0 0 28 616 0 0 644 1224 05:00 PM 1 0 14 0 15 0 142 10 0 152 0 0 0 0 0 10 173 0 0 183 350 05:15 PM 0 0 5 0 5 0 133 4 0 137 0 0 0 0 0 10 167 0 0 177 319 05:30 PM 4 0 10 0 14 0 127 4 0 131 0 0 0 0 0 7 136 0 0 143 288 05:45 PM 6 0 9 0 15 0 111 4 0 115 0 0 0 0 0 15 132 0 0 147 277 Total 11 0 38 0 49 0 513 22 0 535 0 0 0 0 0 42 608 0 0 650 1234 Grand Total 24 0 70 0 94 0 �os� 39 0 1070 0 0 0 0 0 70 �zza 0 0 1294 2458 Apprch% 25.5 0 74.5 0 0 96.4 3.6 0 0 0 0 0 5.4 94.6 0 0 Total% 1 0 2.8 0 3.8 0 41.9 1.6 0 43.5 0 0 0 0 0 2.8 49.8 0 0 52.6 Vehicles 24 0 70 0 94 0 998 39 0 1037 0 0 0 0 0 70 �zoa 0 0 1274 2405 %Vehicles 100 0 100 0 100 0 96.8 100 0 96.9 0 0 0 0 0 100 98.4 0 0 98.5 97.8 HeavyVehicles 0 0 0 0 0 0 31 0 0 31 0 0 0 0 0 0 20 0 0 20 51 �Hea�Y�eh���e� 0 0 0 0 0 0 3 0 0 2.9 0 0 0 0 0 0 1.6 0 0 1.5 2.1 Bus 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 2 % Bus 0 0 0 0 0 0 0.2 0 0 0.2 0 0 0 0 0 0 0 0 0 0 0.1 `✓Creighton File Name : Church St-Seward St PM 20210427 Site Code : 12037201 Start Date : 4/27/2021 Page No : 2 Seward St Church St(NY Rt 9N) Church St(NY Rt 9N) Southbound Westbound Northbound Eastbound Start Time Left Th�u Right Peds nPP mrai Left Th�u Right Peds nPP rorai Left Th�u Right Peds nPP rorai Left Th�u Right Peds nPp ro�ai iot.ro�ai Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 4 0 9 0 13 0 133 5 0 138 0 0 0 0 0 7 160 0 0 167 318 04:45 PM 5 0 9 0 14 0 120 4 0 124 0 0 0 0 0 8 155 0 0 163 301 05:00 PM 1 0 14 0 15 0 142 10 0 152 0 0 0 0 0 10 173 0 0 183 350 05:15 PM 0 0 5 0 5 0 133 4 0 137 0 0 0 0 0 10 167 0 0 177 319 rota�vo�ume 10 0 37 0 47 0 528 23 0 551 0 0 0 0 0 35 655 0 0 690 1288 %App.Total 21.3 0 78.7 0 0 95.8 4.2 0 0 0 0 0 5.1 94.9 0 0 PHF .500 .000 .661 000 .783 .000 .930 .575 .000 .906 .000 .000 .000 .000 .000 .s75 .947 .000 .000 .943 .920 Vehicles 10 0 37 0 47 0 516 23 0 539 0 0 0 0 0 35 648 0 0 683 1269 %Vehicles 100 0 100 0 100 0 97.7 100 0 97.8 0 0 0 0 0 100 98.9 0 0 99.0 98.5 HeavyVehicles 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 0 7 0 0 7 18 �Hea�Y�eh���e� 0 0 0 0 0 0 2.1 0 0 2.0 0 0 0 0 0 0 1.1 0 0 1.0 1.4 Bus 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 % Bus 0 0 0 0 0 0 0.2 0 0 0.2 0 0 0 0 0 0 0 0 0 0 0.1 Seward St Out In Total 58 4�7 10�5 37 0 10 0 0 0 0 0 0 0 0 0 37 0 10 0 �ht T�u Left Peds IL► Peak Hour Data ���� �oo� OM� � M M�� 1I T A O Z~� N J I `f^3^W O O W � (T�S � �"o� = Nortn � �,o�� � � ��o� co co L� Peak Hour Begins at 04:30 P �3 N ,; 3 z�co co ~ � m��rn � -- cn cn��. � o 0 0 o L Vehicles � w �� � � � Heavy Vehicles � � ` M��� � BUS � 0000 � � ��� � O O O O y � p Z C�0 'O N � � a� a ��v� a N o000 °"OJJ � I � Left Thru Ri ht Peds 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Out In Total 120-372 Morgan St.Office-TMC � Crei hton Wed Apr 28,2021 ��/ � Full Length(7 AM-9 AM) All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831103,Location:43.088339,-73.794791,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US Leg Morga�St. Sewu�d St. Sewu�d St. Directio� Eastbou�d Northbou�d Southbou�d Time L R U App Ped* L T U App Ped* T R U App Ped*lut 2021-04-28 7:OOAM 3 0 0 3 0 0 3 0 3 0 4 9 0 13 0 19 7:15AM 8 2 0 10 0 1 9 0 10 0 7 21 0 28 0 48 7:30AM 8 0 0 8 1 0 7 0 7 0 8 24 0 32 0 47 7:45AM 7 0 0 7 2 0 11 1 12 0 10 49 0 59 0 78 How�ly Total 26 2 0 28 3 1 30 1 32 0 29 103 0 132 0 192 8:OOAM 11 0 0 11 1 1 7 0 8 0 7 23 0 30 0 49 8:15AM 14 0 0 14 1 2 11 0 13 0 15 25 0 40 0 67 8:30AM 14 2 0 16 0 0 10 0 10 0 9 20 0 29 0 55 8:45AM 17 0 0 ll 0 1 10 0 11 0 17 22 0 39 0 67 Hom�ly Total 56 2 0 58 2 4 38 0 42 0 48 90 0 138 0 238 9:OOAM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 How�ly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 82 4 0 86 5 5 68 1 74 0 77 193 0 270 0 430 %Approach 95.3% 4.7% 0% - - 6.8% 91.9% 1.4% - - 28S% 71S% 0% - - - %Total 191% 0.9% 0% 20.0% - 12% 15.8% 02% ll.2% - 17.9% 44.9% 0% 62.8% - - Lights 82 4 0 86 - 4 68 1 73 - 76 192 0 268 - 427 %Lights 100% 100% 0% 100% - 80.0% 100% 100% 98.6% - 98.7% 99S% 0% 99.3% - 99.3% Articulated Tmcks and Single-Unit Trucks 0 0 0 0 - 0 0 0 0 - 1 1 0 2 - 2 %Aitiailated Trucks aud Siugle-Unit Trucks 0% 0% 0% 0% - 0% 0% 0% 0% - 1.3% OS% 0% 0.7% - OS% Buses 0 0 0 0 - 1 0 0 1 - 0 0 0 0 - 1 %Buses 0% 0% 0% 0% - 20.0% 0% 0% 1.4% - 0% 0% 0% 0% - 02% Bicycles ou Road 0 0 0 0 - 0 0 0 0 - 0 0 0 0 - 0 %BicyclesouRoad 0% 0% 0% 0% - 0% 0% 0% 0% - 0% 0% 0% 0% - 0% Pedesffia�s - - - - 5 - - - - 0 - - - - 0 %Pedesll'ia�s - - - - 100% - - - - - - - - - - - Bicycles o�Cirosswalk - - - - 0 - - - - 0 - - - - 0 %Bicycles o�Crosswalk - - - - 0% - - - - - - - - - - - �Pedestrians and Bicycles on Crosswalk.L:Left,R:Right,T:Thru,U:U-Turn 1 of 4 120-372 Morgan St.Office-TMC ' Crei hton Wed Apr 28,2021 ��/ � Full Length(7 AM-9 AM) All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831103,Location:43.088339,-73.794791,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US [N] Seward St. Total:420 In:270 Out: 150 m � rn � � ,�� I m � � rn � � C � � � O � N L ' � � � F � 8 > � � ; N � rilfl W � Out:82 In: 74 Total: 156 [5] Seward St. 2of4 120-372 Morgan St.Office-TMC � Crei hton Wed Apr 28,2021 ��/ � AM Peak(7:45 AM-8:45 AM)-Overall Peak Hour All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831103,Location:43.088339,-73.794791,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US Leg Morga�St. Sewu�d St. Sewu�d St. Directio� Eastbou�d Northbou�d Southbou�d Time L R U App Ped* L T U App Ped* T R U App Ped*lut 2021-04-28 7:45AM 7 0 0 7 2 0 11 1 12 0 10 49 0 59 0 78 8:OOAM 11 0 0 11 1 1 7 0 8 0 7 23 0 30 0 49 8:15AM 14 0 0 14 1 2 11 0 13 0 15 25 0 40 0 67 8:30AM 14 2 0 16 0 0 10 0 10 0 9 20 0 29 0 55 Total 46 2 0 48 4 3 39 1 43 0 41 117 0 158 0 249 %Approach 95.8% 4.2% 0% - - 7.0% 90.7% 2.3% - - 25.9% 741% 0% - - - %Tofal 18S% 0.8% 0% 19.3'% - 1.2% 15.7% 0.4% ll.3'% - 16S% 47.0% 0% 63.5% - - PfiF 0.821 0.250 - OJ50 - 0.375 0.886 0.250 0.827 - 0.683 OS97 - 0.669 - 0J98 Lights 46 2 0 48 - 3 39 1 43 - 41 116 0 157 - 248 %Liglns 100% 100% 0% 100% - 100% 100% 100% 100% - 100% 991% 0% 99.4% - 99.6% Aniculated Tmcks aud Siugle-Uuit Tmcks 0 0 0 0 - 0 0 0 0 - 0 1 0 1 - 1 %Aiticulated Trucks and SinglrUnit Trucks 0% 0% 0% 0% - 0% 0% 0% 0% - 0% 0.9% 0% 0.6% - 0.4% Buses 0 0 0 0 - 0 0 0 0 - 0 0 0 0 - 0 %Buses 0% 0% 0% 0% - 0% 0% 0% 0% - 0% 0% 0% 0% - 0% Bicycles ou Road 0 0 0 0 - 0 0 0 0 - 0 0 0 0 - 0 %BicyclesonRoad 0% 0% 0% 0% - 0% 0% 0% 0% - 0% 0% 0% 0% - 0% Pedesll'ia�s - - - - 4 - - - - 0 - - - - 0 %Pedesll'ia�s - - - - 100% - - - - - - - - - - - Bicycles o�Crosswalk - - - - 0 - - - - 0 - - - - 0 %Bicycles o�Cirosswalk - - - - 0% - - - - - - - - - - - �Pedestrians and Bicycles on Crosswalk.L:Left,R:Right,T:Thru,U:U-Turn 3of4 120-372 Morgan St.Office-TMC ' Crei hton Wed Apr 28,2021 ��/ � AM Peak(7:45 AM-8:45 AM)-Overall Peak Hour All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831103,Location:43.088339,-73.794791,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US [N] Seward St. Total:243 In: 158 Out:85 � � � � ,� I N � O N J--+ rl � � � 7 � � � � � L ' � � � F � 4 > � � u N � �M 01 M Out:44 In:43 Total:87 [5] Seward St. 4of4 120-372 Morgan St.Office-TMC � Crei hton Tue Apr 27,2021 ��/ � Full Length(4 PM-6 PM) All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831101,Location:43.088339,-73.794791,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US Leg Morga�St. Sewu�d St. Sewu�d St. Directio� Eastbou�d Northbou�d Southbou�d Time L R U App Ped* L T U App Ped* T R U App Ped*lu[ 2021-04274:OOPM 43 1 0 44 4 1 8 0 9 0 7 11 0 18 0 71 4:15PM 33 1 0 34 7 1 8 0 9 0 12 18 0 30 0 73 4:30PM 27 1 0 28 0 0 9 0 9 0 17 20 0 37 0 74 4:45PM 21 1 0 22 3 1 14 0 15 0 11 23 0 34 0 71 How�ly Total 124 4 0 128 14 3 39 0 42 0 47 72 0 119 0 289 S:OOPM 31 2 0 33 2 0 16 0 16 0 7 12 0 19 0 68 S:15PM 21 0 0 21 4 2 12 0 14 0 7 13 0 20 0 55 5:30PM 28 1 0 29 0 0 8 0 8 0 11 8 0 19 0 56 5:45PM 21 1 0 22 2 0 11 0 11 0 10 17 0 27 0 60 How�ly Total 101 4 0 105 8 2 47 0 49 0 35 50 0 85 0 239 6:OOPM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 How�ly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 225 8 0 233 22 5 86 0 91 0 82 122 0 204 0 528 %Approach 96.6% 3.4% 0% - - SS% 94S% 0% - - 402% 59.8% 0% - - - %Tmal 42.6% 1S% 0% 44.1% - 0.9% 16.3% 0% ll.2% - 15S% 231% 0% 38.6% - - Lighis 221 8 0 229 - 5 80 0 85 - 80 118 0 198 - 512 %Lights 982% 100% 0% 98.3% - 100% 93.0% 0% 93.4% - 97.6% 96.7% 0% 97.1% - 97.0% Articulated Tmcks and Single-Unit Trucks 2 0 0 2 - 0 0 0 0 - 0 2 0 2 - 4 %Aitiailated Trucks aud Siugle-Unit Trucks 0.9% 0% 0% 0.9% - 0% 0% 0% 0% - 0% 1.6% 0% 1.0% - 0.8% Buses 0 0 0 0 - 0 0 0 0 - 0 2 0 2 - 2 %Buses 0% 0% 0% 0% - 0% 0% 0% 0% - 0% 1.6% 0% 1.0% - 0.4% Bicycles ou Road 2 0 0 2 - 0 6 0 6 - 2 0 0 2 - 10 %BicyclesouRoad 0.9% 0% 0% 0.9% - 0% 7.0% 0% 6.6% - 2.4% 0% 0% 1.0% - 1.9% Pedesffia�s - - - - 22 - - - - 0 - - - - 0 %Pedesll'ia�s - - - - 100% - - - - - - - - - - - Bicycles o�Cirosswalk - - - - 0 - - - - 0 - - - - 0 %Bicycles o�Crosswalk - - - - 0% - - - - - - - - - - - �Pedestrians and Bicycles on Crosswalk.L:Left,R:Right,T:Thru,U:U-Turn 1 of 4 120-372 Morgan St.Office-TMC ' Crei hton Tue Apr 27,2021 ��/ � Full Length(4 PM-6 PM) All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831101,Location:43.088339,-73.794791,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US [N] Seward St. Total:515 In:204 Out:311 N N ri � I ri ri r a--� N (n ri � O � � M � � L ' c� � G � ~ M �j N �� � u � T ri ri 111 l0 W Out:90 In: 91 Total: 181 [5] Seward St. 2of4 120-372 Morgan St.Office-TMC � Crei hton Tue Apr 27,2021 ��/ � PM Peak(4 PM-5 PM)-Overall Peak Hour All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831101,Location:43.088339,-73.794791,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US Leg Morga�St. Sewu�d St. Sewu�d St. Directio� Eastbou�d Northbou�d Southbou�d Time L R U App Ped* L T U App Ped* T R U App Ped*lu[ 2021-04274:OOPM 43 1 0 44 4 1 8 0 9 0 7 11 0 18 0 71 4:15PM 33 1 0 34 7 1 8 0 9 0 12 18 0 30 0 73 4:30PM 27 1 0 28 0 0 9 0 9 0 17 20 0 37 0 74 4:45PM 21 1 0 22 3 1 14 0 15 0 11 23 0 34 0 71 Total 124 4 0 128 14 3 39 0 42 0 47 72 0 119 0 289 %Approach 96.9% 31% 0% - - 71% 92.9% 0% - - 39S% 60S% 0% - - - %Tmal 42.9% lA% 0% 44.3% - lA% 13S% 0% 14.5% - 16.3% 24.9% 0% 41.2% - - PHF 0.732 1.000 - 0.738 - 0.750 0.679 - 0.683 - 0J03 0J83 - 0.813 - 0.976 Lights 121 4 0 125 - 3 38 0 41 - 45 69 0 114 - 280 %Lights 97.6% 100% 0% 97.7% - 100% 97.4% 0% 97.6% - 95.7% 95.8% 0% 95.8% - 96.9% Articulated Tmcks and Single-Unit Trucks 2 0 0 2 - 0 0 0 0 - 0 1 0 1 - 3 %Aitiailated Trucks aud Siugle-Unit Trucks 1.6% 0% 0% 1.6% - 0% 0% 0% 0% - 0% 1.4% 0% 0.8% - 1.0% Buses 0 0 0 0 - 0 0 0 0 - 0 2 0 2 - 2 %Buses 0% 0% 0% 0% - 0% 0% 0% 0% - 0% 2.8% 0% 1.7% - 0.7% Bicycles ou Road 1 0 0 1 - 0 1 0 1 - 2 0 0 2 - 4 %BicyclesouRoad 0.8% 0% 0% 0.8% - 0% 2.6% 0% 2.4% - 4.3% 0% 0% 1.7% - 1.4% Pedesffia�s - - - - 14 - - - - 0 - - - - 0 %Pedesll'ia�s - - - - 100% - - - - - - - - - - - Bicycles o�Cirosswalk - - - - 0 - - - - 0 - - - - 0 %Bicycles o�Crosswalk - - - - 0% - - - - - - - - - - - �Pedestrians and Bicycles on Crosswalk.L:Left,R:Right,T:Thru,U:U-Turn 3of4 120-372 Morgan St.Office-TMC ' Crei hton Tue Apr 27,2021 ��/ � PM Peak(4 PM-5 PM)-Overall Peak Hour All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians,Bicycles on Road,Bicycles on provided by:Creighton Manning Engineering, Crosswalk) All Movements LLP ID:831101,Location:43.088339,-73.794791,Site Code:120-372 2 Winners Circle,Albany,NY,12205,US [N] Seward St. Total:282 In: 119 Out: 163 N I� I� V I W � J--+ lfl � � � M 7 � 0 � � N L ' c� � G � � � > � 12 � u � � M � (� Out:51 In:42 Total:93 [5] Seward St. 4of4 MetroCount Traffic Executive Weeklv Vehicle Counts (Virtual Week) VirtWeeklvVehicle-147 --Enqlish (ENU) Datasets: Site: [120-372] Route 9N - 140'West of Outlook Ave Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 8:54 Tuesday, May 11, 2021 => 12:46 Thursday, May 13, 2021 Zone: File: 120-37213May2021.EC1 (Plus) Identifier: R7190MC2 MC56-L5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default (v3.21 - 15322) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 17:00 Tuesday, May 11, 2021 => 8:00 Thursday, May 13, 2021 Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 Speed range: 6 - 99 mph. Direction: North, East, South, West (bound) Separation: All - (Headway) Name: Default Profile Scheme: Vehicle classification (ARX) Units: Non metric (ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles = 23422/24668 (94.95%) Weekly Vehicle Counts (Virtual Week) VirtWeeklyVehicle-147 Site: 120-372.1.OEW Description: Route 9N - 140'West of Outlook Ave Filter time: 17:00 Tuesday, May 11, 2021 => 8:00 Thursday, May 13, 2021 Scheme: Vehicle classification (ARX) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12) Dir(NESWj Sp(6,99) Headway(>0) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour � 0000-0100 * * 69.0 71.0 * * * � 70.0 70.0 0100-0200 * * 39.0 31.0 * * * � 35.0 35.0 0200-0300 * * 43.0 41.0 * * * � 42.0 42.0 0300-0400 * * 60.0 67.0 * * * � 63.5 63.5 0400-0500 * * 88.0 86.0 * * * � 87.0 87.0 0500-0600 * * 246.0 241.0 * * * � 243.5 243.5 0600-0700 * * 614.0 624.0 * * * � 619.0 619.0 0700-0800 * * 1005.0 1072.0 * * * � 1038.5 1038.5 0800-0900 * * 1079.0 * * * * � 1079.0 1079.0 0900-1000 * * 1150.0 * * * * � 1150.0 1150.0 1000-1100 * * 1144.0 * * * * � 1144.0 1144.0 1100-1200 * * 1222.0< * * * * � 1222.0< 1222.0< 1200-1300 * * 1214.0 * * * * � 1214.0 1214.0 1300-1400 * * 1247.0 * * * * � 1247.0 1247.0 1400-1500 * * 1339.0 * * * * � 1339.0 1339.0 1500-1600 * * 1412.0 * * * * � 1412.0 1412.0 1600-1700 * * 1468.0< * * * * � 1468.0< 1468.0< 1700-1800 * 1162.0 1205.0 * * * * � 1183.5 1183.5 1800-1900 * 848.0 896.0 * * * * � 872.0 872.0 1900-2000 * 673.0 715.0 * * * * � 694.0 694.0 2000-2100 * 477.0 494.0 * * * * � 485.5 485.5 2100-2200 * 283.0 317.0 * * * * � 300.0 300.0 2200-2300 * 194.0 225.0 * * * * � 209.5 209.5 2300-2400 * 111.0 150.0 * * * * � 130.5 130.5 I Totals � I 0700-1900 * * 14381.0 * * * * �14369.0 14369.0 0600-2200 * * 16521.0 * * * * �16467.5 16467.5 0600-0000 * * 16896.0 * * * * �16807.5 16807.5 0000-0000 * * 17441.0 * * * * �17348.5 17348.5 I AM Peak * * 1100 * * * * � * * 1222.0 * * * * � I PM Peak * * 1600 * * * * � * * 1468.0 * * * * � * - No data. MetroCount Traffic Executive Weeklv Vehicle Counts (Virtual Week) VirtWeeklvVehicle-146 --Enqlish (ENU) Datasets: Site: [120-372] Route 9N - 140'West of Outlook Ave Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 8:54 Tuesday, May 11, 2021 => 12:46 Thursday, May 13, 2021 Zone: File: 120-37213May2021.EC1 (Plus) Identifier: R7190MC2 MC56-L5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default (v3.21 - 15322) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 17:00 Tuesday, May 11, 2021 => 8:00 Thursday, May 13, 2021 Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 Speed range: 6 - 99 mph. Direction: AB Separation: All - (Headway) Name: Default Profile Scheme: Vehicle classification (ARX) Units: Non metric (ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles = 12047/24668 (48.84%) Weekly Vehicle Counts (Virtual Week) VirtWeeklyVehicle-146 Site: 120-372.1.OEW Description: Route 9N - 140'West of Outlook Ave Filter time: 17:00 Tuesday, May 11, 2021 => 8:00 Thursday, May 13, 2021 Scheme: Vehicle classification (ARX) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 ) Dir(EB) Sp(6,99) Headway(>0) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour � 0000-0100 * * 23.0 30.0 * * * � 26.5 26.5 0100-0200 * * 12.0 17.0 * * * � 14.5 14.5 0200-0300 * * 26.0 23.0 * * * � 24.5 24.5 0300-0400 * * 32.0 40.0 * * * � 36.0 36.0 0400-0500 * * 53.0 56.0 * * * � 54.5 54.5 0500-0600 * * 152.0 145.0 * * * � 148.5 148.5 0600-0700 * * 379.0 392.0 * * * � 385.5 385.5 0700-0800 * * 581.0 609.0 * * * � 595.0 595.0 0800-0900 * * 601.0 * * * * � 601.0 601.0 0900-1000 * * 648.0 * * * * � 648.0 648.0 1000-1100 * * 636.0 * * * * � 636.0 636.0 1100-1200 * * 671.0< * * * * � 671.0< 671.0< 1200-1300 * * 629.0 * * * * � 629.0 629.0 1300-1400 * * 628.0 * * * * � 628.0 628.0 1400-1500 * * 689.0 * * * * � 689.0 689.0 1500-1600 * * 696.0 * * * * � 696.0 696.0 1600-1700 * * 762.0< * * * * � 762.0< 762.0< 1700-1800 * 603.0 632.0 * * * * � 617.5 617.5 1800-1900 * 405.0 424.0 * * * * � 414.5 414.5 1900-2000 * 249.0 317.0 * * * * � 283.0 283.0 2000-2100 * 186.0 201.0 * * * * � 193.5 193.5 2100-2200 * 110.0 121.0 * * * * � 115.5 115.5 2200-2300 * 79.0 93.0 * * * * � 86.0 86.0 2300-2400 * 42.0 55.0 * * * * � 48.5 48.5 I Totals � I 0700-1900 * * 7597.0 * * * * � 7587.0 7587.0 0600-2200 * * 8615.0 * * * * � 8564.5 8564.5 0600-0000 * * 8763.0 * * * * � 8699.0 8699.0 0000-0000 * * 9061.0 * * * * � 9003.5 9003.5 I AM Peak * * 1100 * * * * � * * 671.0 * * * * � I PM Peak * * 1600 * * * * � * * 762.0 * * * * � * - No data. MetroCount Traffic Executive Weeklv Vehicle Counts (Virtual Week) VirtWeeklvVehicle-148 --Enqlish (ENU) Datasets: Site: [120-372] Route 9N - 140'West of Outlook Ave Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 8:54 Tuesday, May 11, 2021 => 12:46 Thursday, May 13, 2021 Zone: File: 120-37213May2021.EC1 (Plus) Identifier: R7190MC2 MC56-L5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default (v3.21 - 15322) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 17:00 Tuesday, May 11, 2021 => 8:00 Thursday, May 13, 2021 Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 Speed range: 6 - 99 mph. Direction: BA Separation: All - (Headway) Name: Default Profile Scheme: Vehicle classification (ARX) Units: Non metric (ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles = 11375/24668 (46.11%) Weekly Vehicle Counts (Virtual Week) VirtWeeklyVehicle-148 Site: 120-372.1.OEW Description: Route 9N - 140'West of Outlook Ave Filter time: 17:00 Tuesday, May 11, 2021 => 8:00 Thursday, May 13, 2021 Scheme: Vehicle classification (ARX) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 ) Dir(WB) Sp(6,99) Headway(>0) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour � 0000-0100 * * 46.0 41.0 * * * � 43.5 43.5 0100-0200 * * 27.0 14.0 * * * � 20.5 20.5 0200-0300 * * 17.0 18.0 * * * � 17.5 17.5 0300-0400 * * 28.0 27.0 * * * � 27.5 27.5 0400-0500 * * 35.0 30.0 * * * � 32.5 32.5 0500-0600 * * 94.0 96.0 * * * � 95.0 95.0 0600-0700 * * 235.0 232.0 * * * � 233.5 233.5 0700-0800 * * 424.0 463.0 * * * � 443.5 443.5 0800-0900 * * 478.0 * * * * � 478.0 478.0 0900-1000 * * 502.0 * * * * � 502.0 502.0 1000-1100 * * 508.0 * * * * � 508.0 508.0 1100-1200 * * 551.0< * * * * � 551.0< 551.0< 1200-1300 * * 585.0 * * * * � 585.0 585.0 1300-1400 * * 619.0 * * * * � 619.0 619.0 1400-1500 * * 650.0 * * * * � 650.0 650.0 1500-1600 * * 716.0< * * * * � 716.0< 716.0< 1600-1700 * * 706.0 * * * * � 706.0 706.0 1700-1800 * 559.0 573.0 * * * * � 566.0 566.0 1800-1900 * 443.0 472.0 * * * * � 457.5 457.5 1900-2000 * 424.0 398.0 * * * * � 411.0 411.0 2000-2100 * 291.0 293.0 * * * * � 292.0 292.0 2100-2200 * 173.0 196.0 * * * * � 184.5 184.5 2200-2300 * 115.0 132.0 * * * * � 123.5 123.5 2300-2400 * 69.0 95.0 * * * * � 82.0 82.0 I Totals � I 0700-1900 * * 6784.0 * * * * � 6782.0 6782.0 0600-2200 * * 7906.0 * * * * � 7903.0 7903.0 0600-0000 * * 8133.0 * * * * � 8108.5 8108.5 0000-0000 * * 8380.0 * * * * � 8345.0 8345.0 I AM Peak * * 1100 * * * * � * * 551.0 * * * * � I PM Peak * * 1500 * * * * � * * 716.0 * * * * � * - No data. MetroCount Traffic Executive Speed Statistics SpeedStat-149 --Enqlish (ENU) Datasets: Site: [120-372] Route 9N - 140'West of Outlook Ave Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 8:54 Tuesday, May 11, 2021 => 12:46 Thursday, May 13, 2021 Zone: File: 120-37213May2021.EC1 (Plus) Identifier: R7190MC2 MC56-L5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default (v3.21 - 15322) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 17:00 Tuesday, May 11, 2021 => 8:00 Thursday, May 13, 2021 Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 Speed range: 6 - 99 mph. Direction: North, East, South, West (bound) Separation: All - (Headway) Name: Default Profile Scheme: Vehicle classification (ARX) Units: Non metric (ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles = 23422/24668 (94.95%) Speed Statistics SpeedStat-149 Site: 120-372.1.OEW Description: Route 9N - 140'West of Outlook Ave Filter time: 17:00 Tuesday, May 11, 2021 => 8:00 Thursday, May 13, 2021 Scheme: Vehicle classification (ARX) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12) Dir(NESWj Sp(6,99) Headway(>0) Vehicles=23422 Posted speed limit=30 mph, Exceeding= 18568(79.28°k),Mean Exceeding=35.52 mph Maximum=72.3 mph, Minimum=7.1 mph, Mean=33.7 mph 85% Speed=38.5 mph,95% Speed=41.6 mph, Median=33.8 mph 12 mph Pace=28-40, Number in Pace= 18587(79.36°k) Variance=25.89,Standard Deviation=5.09 mph Speed Bins (Partial days) Speed � Bin � Below � Above � Energy � vMult � n * vMult 0 - 6 � 0 O.Oo � 0 O.Oo � 23422 100.Oo � 0.00 � 0.00 � 0.00 6 - 12 � 27 0.10 � 27 0.10 � 23395 99.90 � 0.00 � 0.00 � 0.00 12 - 19 � 141 0.60 � 168 0.70 � 23254 99.30 � 0.00 � 0.00 � 0.00 19 - 25 � 884 3.80 � 1052 4.50 � 22370 95.50 � 0.00 � 0.00 � 0.00 25 - 31 � 5348 22.80 � 6400 27.30 � 17022 72.70 � 0.00 � 0.00 � 0.00 31 - 37 � 11902 50.80 � 18302 78.10 � 5120 21.90 � 0.00 � 0.00 � 0.00 37 - 43 � 4580 19.60 � 22882 97.70 � 540 2.30 � 0.00 � 0.00 � 0.00 43 - 50 � 491 2.10 � 23373 99.80 � 49 0.20 � 0.00 � 0.00 � 0.00 50 - 56 � 41 0.20 � 23414 100.Oo � 8 O.Oo � 0.00 � 0.00 � 0.00 56 - 62 � 5 O.Oo � 23419 100.Oo � 3 O.Oo � 0.00 � 0.00 � 0.00 62 - 68 � 2 O.Oo � 23421 100.Oo � 1 O.Oo � 0.00 � 0.00 � 0.00 68 - 75 � 1 O.Oo � 23422 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 75 - 81 � 0 O.Oo � 23422 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 81 - 87 � 0 O.Oo � 23422 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 87 - 93 � 0 O.Oo � 23422 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 93 - 99 � 0 O.Oo � 23422 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 99 - 106 � 0 O.Oo � 23422 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 106 - 112 � 0 O.Oo � 23422 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 112 - 118 � 0 O.Oa � 23422 100.Oo � 0 O.Oa � 0.00 � 0.00 � 0.00 118 - 124 � 0 O.Oa � 23422 100.Oo � 0 O.Oa � 0.00 � 0.00 � 0.00 Total Speed Rating =0.00 Total Moving Energy(Estimated)=0.00 Speed limit fields (Partial days) � Limit � Below � Above 0 � 30 (PSL) � 4854 20.70 � 18568 79.30 MetroCount Traffic Executive Speed Statistics SpeedStat-150 --Enqlish (ENU) Datasets: Site: [120-372] Route 9N - 140'West of Outlook Ave Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 8:54 Tuesday, May 11, 2021 => 12:46 Thursday, May 13, 2021 Zone: File: 120-37213May2021.EC1 (Plus) Identifier: R7190MC2 MC56-L5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default (v3.21 - 15322) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 17:00 Tuesday, May 11, 2021 => 8:00 Thursday, May 13, 2021 Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 Speed range: 6 - 99 mph. Direction: AB Separation: All - (Headway) Name: Default Profile Scheme: Vehicle classification (ARX) Units: Non metric (ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles = 12047/24668 (48.84%) Speed Statistics SpeedStat-150 Site: 120-372.1.OEW Description: Route 9N - 140'West of Outlook Ave Filter time: 17:00 Tuesday, May 11, 2021 => 8:00 Thursday, May 13, 2021 Scheme: Vehicle classification (ARX) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 ) Dir(EB) Sp(6,99) Headway(>0) Vehicles= 12047 Posted speed limit=30 mph, Exceeding=9328(77.43°k), Mean Exceeding=34.98 mph Maximum=54.1 mph, Minimum=7.1 mph, Mean=33.1 mph 85% Speed=37.6 mph,95% Speed=40.3 mph, Median=33.1 mph 12 mph Pace=27-39, Number in Pace=9907(82.24°k) Variance=21.67,Standard Deviation=4.66 mph Speed Bins (Partial days) Speed � Bin � Below � Above � Energy � vMult � n * vMult 0 - 6 � 0 O.Oo � 0 O.Oo � 12047 100.Oo � 0.00 � 0.00 � 0.00 6 - 12 � 11 0.10 � 11 0.10 � 12036 99.90 � 0.00 � 0.00 � 0.00 12 - 19 � 47 0.40 � 58 0.50 � 11989 99.50 � 0.00 � 0.00 � 0.00 19 - 25 � 474 3.90 � 532 4.40 � 11515 95.60 � 0.00 � 0.00 � 0.00 25 - 31 � 3062 25.40 � 3594 29.80 � 8453 70.20 � 0.00 � 0.00 � 0.00 31 - 37 � 6400 53.10 � 9994 83.Oo � 2053 17.Oo � 0.00 � 0.00 � 0.00 37 - 43 � 1918 15.90 � 11912 98.90 � 135 1.10 � 0.00 � 0.00 � 0.00 43 - 50 � 129 1.10 � 12041 100.Oo � 6 O.Oo � 0.00 � 0.00 � 0.00 50 - 56 � 6 O.Oo � 12047 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 56 - 62 � 0 O.Oo � 12047 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 62 - 68 � 0 O.Oo � 12047 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 68 - 75 � 0 O.Oo � 12047 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 75 - 81 � 0 O.Oo � 12047 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 81 - 87 � 0 O.Oo � 12047 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 87 - 93 � 0 O.Oo � 12047 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 93 - 99 � 0 O.Oo � 12047 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 99 - 106 � 0 O.Oo � 12047 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 106 - 112 � 0 O.Oo � 12047 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 112 - 118 � 0 O.Oa � 12047 100.Oo � 0 O.Oa � 0.00 � 0.00 � 0.00 118 - 124 � 0 O.Oa � 12047 100.Oo � 0 O.Oa � 0.00 � 0.00 � 0.00 Total Speed Rating =0.00 Total Moving Energy(Estimated)=0.00 Speed limit fields (Partial days) � Limit � Below � Above 0 � 30 (PSL) � 2719 22.60 � 9328 77.40 MetroCount Traffic Executive Speed Statistics SpeedStat-151 --Enqlish (ENU) Datasets: Site: [120-372] Route 9N - 140'West of Outlook Ave Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 8:54 Tuesday, May 11, 2021 => 12:46 Thursday, May 13, 2021 Zone: File: 120-37213May2021.EC1 (Plus) Identifier: R7190MC2 MC56-L5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default (v3.21 - 15322) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 17:00 Tuesday, May 11, 2021 => 8:00 Thursday, May 13, 2021 Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 Speed range: 6 - 99 mph. Direction: BA Separation: All - (Headway) Name: Default Profile Scheme: Vehicle classification (ARX) Units: Non metric (ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles = 11375/24668 (46.11%) Speed Statistics SpeedStat-151 Site: 120-372.1.OEW Description: Route 9N - 140'West of Outlook Ave Filter time: 17:00 Tuesday, May 11, 2021 => 8:00 Thursday, May 13, 2021 Scheme: Vehicle classification (ARX) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12) Dir(WB) Sp(6,99) Headway(>0) Vehicles= 11375 Posted speed limit=30 mph, Exceeding=9240(81.23°k), Mean Exceeding=36.07 mph Maximum=72.3 mph, Minimum=7.9 mph, Mean=34.2 mph 85% Speed=39.4 mph,95% Speed=42.5 mph, Median=34.4 mph 12 mph Pace=28-40, Number in Pace=8760(77.01°k) Variance=29.75,Standard Deviation=5.45 mph Speed Bins (Partial days) Speed � Bin � Below � Above � Energy � vMult � n * vMult 0 - 6 � 0 O.Oo � 0 O.Oo � 11375 100.Oo � 0.00 � 0.00 � 0.00 6 - 12 � 16 0.10 � 16 0.10 � 11359 99.90 � 0.00 � 0.00 � 0.00 12 - 19 � 94 O.8o � 110 1.Oo � 11265 99.Oo � 0.00 � 0.00 � 0.00 19 - 25 � 410 3.60 � 520 4.60 � 10855 95.40 � 0.00 � 0.00 � 0.00 25 - 31 � 2286 20.10 � 2806 24.70 � 8569 75.30 � 0.00 � 0.00 � 0.00 31 - 37 � 5502 48.40 � 8308 73.Oo � 3067 27.Oo � 0.00 � 0.00 � 0.00 37 - 43 � 2662 23.40 � 10970 96.40 � 405 3.60 � 0.00 � 0.00 � 0.00 43 - 50 � 362 3.20 � 11332 99.60 � 43 0.40 � 0.00 � 0.00 � 0.00 50 - 56 � 35 0.30 � 11367 99.90 � 8 0.10 � 0.00 � 0.00 � 0.00 56 - 62 � 5 O.Oo � 11372 100.Oo � 3 O.Oo � 0.00 � 0.00 � 0.00 62 - 68 � 2 O.Oo � 11374 100.Oo � 1 O.Oo � 0.00 � 0.00 � 0.00 68 - 75 � 1 O.Oo � 11375 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 75 - 81 � 0 O.Oo � 11375 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 81 - 87 � 0 O.Oo � 11375 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 87 - 93 � 0 O.Oo � 11375 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 93 - 99 � 0 O.Oo � 11375 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 99 - 106 � 0 O.Oo � 11375 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 106 - 112 � 0 O.Oo � 11375 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 112 - 118 � 0 O.Oa � 11375 100.Oo � 0 O.Oa � 0.00 � 0.00 � 0.00 118 - 124 � 0 O.Oa � 11375 100.Oo � 0 O.Oa � 0.00 � 0.00 � 0.00 Total Speed Rating =0.00 Total Moving Energy(Estimated)=0.00 Speed limit fields (Partial days) � Limit � Below � Above 0 � 30 (PSL) � 2135 18.80 � 9240 81.20 MetroCount Traffic Executive Weeklv Vehicle Counts (Virtual Week) VirtWeeklvVehicle-89 --Enqlish (ENU) Datasets: Site: [120-327] Morgan Street, 400 ft East of Myrtle Street Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 13:47 Monday, January 4, 2021 => 12:21 Monday, January 11, 2021 Zone: File: 120-32711Jan2021.EC1 (Plus) Identifier: R519M98M MC56-L5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default (v3.21 - 15322) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 10:00 Wednesday, January 6, 2021 => 10:00 Monday, January 11, 2021 Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 Speed range: 10 - 160 km/h. Direction: North, East, South, West (bound) Separation: All - (Headway) Name: Default Profile Scheme: Vehicle classification (ARX) Units: Metric (meter, kilometer, m/s, km/h, kg, tonne) In profile: Vehicles = 6444/6712 (96.01%) Weekly Vehicle Counts (Virtual Week) VirtWeeklyVehicle-89 Site: 120-327.1.OEW Description: Morgan Street, 400 ft East of Myrtle Street Filter time: 10:00 Wednesday, January 6, 2021 => 10:00 Monday, January 11, 2021 Scheme: Vehicle classification (ARX) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12) Dir(NESWj Sp(10,160) Headway(>0) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour � 0000-0100 0.0 * * 3.0 2.0 1.0 2.0 I 1.7 1.6 0100-0200 1.0 * * 1.0 3.0 1.0 1.0 I 1.7 1.4 0200-0300 0.0 * * 1.0 0.0 1.0 1.0 I 0.3 0.6 0300-0400 1.0 * * 1.0 0.0 1.0 0.0 I 0.7 0.6 0400-0500 4.0 * * 5.0 3.0 4.0 3.0 I 4.0 3.8 0500-0600 9.0 * * 4.0 12.0 5.0 0.0 I 8.3 6.0 0600-0700 71.0 * * 84.0 68.0 32.0 19.0 I 74.3 54.8 0700-0800 135.0 * * 143.0 139.0< 25.0 20.0 I 139.0< 92.4 0800-0900 135.0 * * 144.0< 122.0 30.0 22.0 I 133.7 90.6 0900-1000 108.0 * * 97.0 111.0 37.0 29.0 I 105.3 76.4 1000-1100 * * 106.0 121.0 114.0 76.0< 29.0 I 113.7 89.2 1100-1200 * * 115.0 119.0 124.0 67.0 53.0<I 119•3 95.6< 1200-1300 * * 123.0 122.0 121.0 74.0 53.0 I 122.0 98.6 1300-1400 * * 119.0 124.0 122.0 81.0< 58.0<� 121.7 100.8 1400-1500 * * 150.0 180.0 147.0 59.0 49.0 I 159.0 117.0 1500-1600 * * 162.0 189.0< 159.0 55.0 54.0 I 170.0 123.8 1600-1700 * * 174.0< 183.0 164.0< 53.0 53.0 I 173.7< 125.4< 1700-1800 * * 97.0 112.0 91.0 45.0 38.0 I 100.0 76.6 1800-1900 * * 73.0 56.0 58.0 21.0 26.0 I 62.3 46.8 1900-2000 * * 49.0 36.0 48.0 35.0 24.0 I 44.3 38.4 2000-2100 * * 26.0 23.0 13.0 14.0 13.0 � 20.7 17.8 2100-2200 * * 12.0 14.0 18.0 7.0 6.0 I 14.7 11.4 2200-2300 * * 17.0 12.0 11.0 7.0 9.0 I 13.3 11.2 2300-2400 * * 8.0 12.0 8.0 7.0 5.0 I 9.3 8.0 I Totals � I 0700-1900 * * * 1590.0 1472.0 623.0 484.0 � 1519.7 1133.2 0600-2200 * * * 1747.0 1619.0 711.0 546.0 � 1673.7 1255.6 0600-0000 * * * 1771.0 1638.0 725.0 560.0 � 1696.3 1274.8 0000-0000 * * * 1786.0 1658.0 738.0 567.0 � 1713.0 1288.8 I AM Peak * * * 0800 0700 1000 1100 � * * * 144.0 139.0 76.0 53.0 � I PM Peak * * 1600 1500 1600 1300 1300 I * * 174.0 189.0 164.0 81.0 58.0 I * - No data. MetroCount Traffic Executive Weeklv Vehicle Counts (Virtual Week) VirtWeeklvVehicle-90 --Enqlish (ENU) Datasets: Site: [120-327] Morgan Street, 400 ft East of Myrtle Street Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 13:47 Monday, January 4, 2021 => 12:21 Monday, January 11, 2021 Zone: File: 120-32711Jan2021.EC1 (Plus) Identifier: R519M98M MC56-L5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default (v3.21 - 15322) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 10:00 Wednesday, January 6, 2021 => 10:00 Monday, January 11, 2021 Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 Speed range: 10 - 160 km/h. Direction: AB Separation: All - (Headway) Name: Default Profile Scheme: Vehicle classification (ARX) Units: Metric (meter, kilometer, m/s, km/h, kg, tonne) In profile: Vehicles = 3183/6712 (47.42%) Weekly Vehicle Counts (Virtual Week) VirtWeeklyVehicle-90 Site: 120-327.1.OEW Description: Morgan Street, 400 ft East of Myrtle Street Filter time: 10:00 Wednesday, January 6, 2021 => 10:00 Monday, January 11, 2021 Scheme: Vehicle classification (ARX) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12) Dir(EB) Sp(10,160) Headway(>0) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour � 0000-0100 0.0 * * 2.0 1.0 1.0 1.0 I 1.0 1.0 0100-0200 0.0 * * 0.0 1.0 0.0 0.0 I 0.3 0.2 0200-0300 0.0 * * 1.0 0.0 1.0 1.0 I 0.3 0.6 0300-0400 1.0 * * 1.0 0.0 1.0 0.0 I 0.7 0.6 0400-0500 2.0 * * 1.0 1.0 2.0 1.0 I 1.3 1.4 0500-0600 2.0 * * 1.0 2.0 3.0 0.0 I 1.7 1.6 0600-0700 9.0 * * 17.0 7.0 4.0 4.0 I 11•0 8.2 0700-0800 31.0 * * 42.0 36.0 12.0 11.0 I 36.3 26.4 0800-0900 47.0 * * 50.0 45.0 11.0 10.0 I 47.3 32.6 0900-1000 40.0 * * 32.0 55.0 13.0 13.0 I 42.3 30.6 1000-1100 * * 51.0 52.0 46.0 39.0< 12.0 � 49.7 40.0 1100-1200 * * 59.0 62.0< 61.0< 33.0 24.0<I 60.7< 47.8< 1200-1300 * * 57.0 58.0 64.0 36.0 30.0 I 59.7 49.0 1300-1400 * * 53.0 59.0 59.0 43.0< 28.0 I 57.0 48.4 1400-1500 * * 75.0 87.0 76.0 30.0 22.0 I 79.3 58.0 1500-1600 * * 97.0 118.0 103.0 33.0 31.0<I 106.0 76.4 1600-1700 * * 120.0< 133.0< 111.0< 30.0 28.0 I 121.3< 84.4< 1700-1800 * * 61.0 70.0 65.0 22.0 25.0 I 65.3 48.6 1800-1900 * * 44.0 33.0 28.0 10.0 6.0 I 35.0 24.2 1900-2000 * * 32.0 23.0 35.0 24.0 18.0 I 30.0 26.4 2000-2100 * * 15.0 11.0 10.0 9.0 7.0 I 12.0 10.4 2100-2200 * * 6.0 8.0 12.0 4.0 4.0 � 8.7 6.8 2200-2300 * * 12.0 7.0 6.0 5.0 9.0 � 8.3 7.8 2300-2400 * * 6.0 8.0 3.0 6.0 3.0 I 5.7 5.2 I Totals � I 0700-1900 * * * 796.0 749.0 312.0 240.0 � 760.0 566.4 0600-2200 * * * 855.0 813.0 353.0 273.0 � 821.7 618.2 0600-0000 * * * 870.0 822.0 364.0 285.0 � 835.7 631.2 0000-0000 * * * 876.0 827.0 372.0 288.0 � 841.0 636.6 I AM Peak * * * 1100 1100 1000 1100 � * * * 62.0 61.0 39.0 24.0 � I PM Peak * * 1600 1600 1600 1300 1500 I * * 120.0 133.0 111.0 43.0 31.0 I * - No data. MetroCount Traffic Executive Weeklv Vehicle Counts (Virtual Week) VirtWeeklvVehicle-91 --Enqlish (ENU) Datasets: Site: [120-327] Morgan Street, 400 ft East of Myrtle Street Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 13:47 Monday, January 4, 2021 => 12:21 Monday, January 11, 2021 Zone: File: 120-32711Jan2021.EC1 (Plus) Identifier: R519M98M MC56-L5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default (v3.21 - 15322) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 10:00 Wednesday, January 6, 2021 => 10:00 Monday, January 11, 2021 Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 Speed range: 10 - 160 km/h. Direction: BA Separation: All - (Headway) Name: Default Profile Scheme: Vehicle classification (ARX) Units: Metric (meter, kilometer, m/s, km/h, kg, tonne) In profile: Vehicles = 3261 /6712 (48.58%) Weekly Vehicle Counts (Virtual Week) VirtWeeklyVehicle-91 Site: 120-327.1.OEW Description: Morgan Street, 400 ft East of Myrtle Street Filter time: 10:00 Wednesday, January 6, 2021 => 10:00 Monday, January 11, 2021 Scheme: Vehicle classification (ARX) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 ) Dir(WB) Sp(10,160) Headway(>0) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour � 0000-0100 0.0 * * 1.0 1.0 0.0 1.0 I 0.7 0.6 0100-0200 1.0 * * 1.0 2.0 1.0 1.0 I 1.3 1.2 0200-0300 0.0 * * 0.0 0.0 0.0 0.0 I 0.0 0.0 0300-0400 0.0 * * 0.0 0.0 0.0 0.0 I 0.0 0.0 0400-0500 2.0 * * 4.0 2.0 2.0 2.0 I 2.7 2.4 0500-0600 7.0 * * 3.0 10.0 2.0 0.0 I 6.7 4.4 0600-0700 62.0 * * 67.0 61.0 28.0 15.0 I 63.3 46.6 0700-0800 104.0 * * 101.0< 103.0< 13.0 9.0 I 102.7< 66.0< 0800-0900 88.0 * * 94.0 77.0 19.0 12.0 I 86.3 58.0 0900-1000 68.0 * * 65.0 56.0 24.0 16.0 I 63.0 45.8 1000-1100 * * 55.0 69.0 68.0 37.0< 17.0 � 64.0 49.2 1100-1200 * * 56.0 57.0 63.0 34.0 29.0<I 58.7 47.8 1200-1300 * * 66.0 64.0 57.0 38.0 23.0 I 62.3 49.6 1300-1400 * * 66.0 65.0 63.0 38.0< 30.0<I 64.7 52.4 1400-1500 * * 75.0< 93.0< 71.0< 29.0 27.0 I 79•7< 59.0< 1500-1600 * * 65.0 71.0 56.0 22.0 23.0 I 64.0 47.4 1600-1700 * * 54.0 50.0 53.0 23.0 25.0 I 52.3 41.0 1700-1800 * * 36.0 42.0 26.0 23.0 13.0 I 34.7 28.0 1800-1900 * * 29.0 23.0 30.0 11.0 20.0 I 27.3 22.6 1900-2000 * * 17.0 13.0 13.0 11.0 6.0 I 14.3 12.0 2000-2100 * * 11.0 12.0 3.0 5.0 6.0 � 8.7 7.4 2100-2200 * * 6.0 6.0 6.0 3.0 2.0 I 6.0 4.6 2200-2300 * * 5.0 5.0 5.0 2.0 0.0 I 5.0 3.4 2300-2400 * * 2.0 4.0 5.0 1.0 2.0 � 3.7 2.8 I Totals � I 0700-1900 * * * 794.0 723.0 311.0 244.0 � 759.7 566.8 0600-2200 * * * 892.0 806.0 358.0 273.0 � 852.0 637.4 0600-0000 * * * 901.0 816.0 361.0 275.0 � 860.7 643.6 0000-0000 * * * 910.0 831.0 366.0 279.0 � 872.0 652.2 I AM Peak * * * 0700 0700 1000 1100 � * * * 101.0 103.0 37.0 29.0 � I PM Peak * * 1400 1400 1400 1300 1300 I * * 75.0 93.0 71.0 38.0 30.0 I * - No data. MetroCount Traffic Executive Speed Statistics SpeedStat-92 -- Enqlish (ENU) Datasets: Site: [120-327] Morgan Street, 400 ft East of Myrtle Street Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 13:47 Monday, January 4, 2021 => 12:21 Monday, January 11, 2021 Zone: File: 120-32711Jan2021.EC1 (Plus) Identifier: R519M98M MC56-L5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default (v3.21 - 15322) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 10:00 Wednesday, January 6, 2021 => 10:00 Monday, January 11, 2021 Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 Speed range: 6 - 99 mph. Direction: North, East, South, West (bound) Separation: All - (Headway) Name: Default Profile Scheme: Vehicle classification (ARX) Units: Non metric (ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles = 6444/6712 (96.01%) Speed Statistics SpeedStat-92 Site: 120-327.1.OEW Description: Morgan Street, 400 ft East of Myrtle Street Filter time: 10:00 Wednesday, January 6, 2021 => 10:00 Monday, January 11, 2021 Scheme: Vehicle classification (ARX) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12) Dir(NESWj Sp(6,99) Headway(>0) Vehicles=6444 Posted speed limit=30 mph, Exceeding=4093(63.52°k), Mean Exceeding=34.22 mph Maximum=58.0 mph, Minimum=8.0 mph, Mean=31.4 mph 85% Speed=35.8 mph,95% Speed=38.9 mph, Median=31.5 mph 12 mph Pace=25-37, Number in Pace=5216(80.94°k) Variance=23.72,Standard Deviation=4.87 mph Speed Bins Speed � Bin � Below � Above � Energy � vMult � n * vMult 0 - 6 � 0 O.Oo � 0 O.Oo � 6444 100.Oo � 0.00 � 0.00 � 0.00 6 - 12 � 3 O.Oo � 3 O.Oo � 6441 100.Oo � 0.00 � 0.00 � 0.00 12 - 19 � 52 O.8o � 55 0.90 � 6389 99.10 � 0.00 � 0.00 � 0.00 19 - 25 � 514 8.Oo � 569 8.80 � 5875 91.20 � 0.00 � 0.00 � 0.00 25 - 31 � 2394 37.20 � 2963 46.Oo � 3481 54.Oo � 0.00 � 0.00 � 0.00 31 - 37 � 2880 44.70 � 5843 90.70 � 601 9.30 � 0.00 � 0.00 � 0.00 37 - 43 � 546 8.50 � 6389 99.10 � 55 0.90 � 0.00 � 0.00 � 0.00 43 - 50 � 50 O.8o � 6439 99.90 � 5 0.10 � 0.00 � 0.00 � 0.00 50 - 56 � 2 O.Oo � 6441 100.Oo � 3 O.Oo � 0.00 � 0.00 � 0.00 56 - 62 � 3 O.Oo � 6444 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 62 - 68 � 0 O.Oo � 6444 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 68 - 75 � 0 O.Oo � 6444 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 75 - 81 � 0 O.Oo � 6444 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 81 - 87 � 0 O.Oo � 6444 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 87 - 93 � 0 O.Oo � 6444 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 93 - 99 � 0 O.Oo � 6444 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 99 - 106 � 0 O.Oo � 6444 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 106 - 112 � 0 O.Oo � 6444 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 112 - 118 � 0 O.Oa � 6444 100.Oo � 0 O.Oa � 0.00 � 0.00 � 0.00 118 - 124 � 0 O.Oa � 6444 100.Oo � 0 O.Oa � 0.00 � 0.00 � 0.00 Total Speed Rating =0.00 Total Moving Energy(Estimated)=0.00 Speed limit fields � Limit � Below � Above 0 � 30 (PSL) � 2351 36.50 � 4093 63.50 MetroCount Traffic Executive Speed Statistics SpeedStat-93 -- Enqlish (ENU) Datasets: Site: [120-327] Morgan Street, 400 ft East of Myrtle Street Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 13:47 Monday, January 4, 2021 => 12:21 Monday, January 11, 2021 Zone: File: 120-32711Jan2021.EC1 (Plus) Identifier: R519M98M MC56-L5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default (v3.21 - 15322) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 10:00 Wednesday, January 6, 2021 => 10:00 Monday, January 11, 2021 Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 Speed range: 6 - 99 mph. Direction: AB Separation: All - (Headway) Name: Default Profile Scheme: Vehicle classification (ARX) Units: Non metric (ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles = 3183/6712 (47.42%) Speed Statistics SpeedStat-93 Site: 120-327.1.OEW Description: Morgan Street, 400 ft East of Myrtle Street Filter time: 10:00 Wednesday, January 6, 2021 => 10:00 Monday, January 11, 2021 Scheme: Vehicle classification (ARX) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 ) Dir(EB) Sp(6,99) Headway(>0) Vehicles=3183 Posted speed limit=30 mph, Exceeding= 1839(57.78°k), Mean Exceeding=33.81 mph Maximum=57.7 mph, Minimum=8.0 mph, Mean=30.7 mph 85% Speed=35.1 mph,95% Speed=37.6 mph, Median=30.6 mph 12 mph Pace=25-37, Number in Pace=2626(82.50°k) Variance=21.83,Standard Deviation=4.67 mph Speed Bins Speed � Bin � Below � Above � Energy � vMult � n * vMult 0 - 6 � 0 O.Oo � 0 O.Oo � 3183 100.Oo � 0.00 � 0.00 � 0.00 6 - 12 � 2 0.10 � 2 0.10 � 3181 99.90 � 0.00 � 0.00 � 0.00 12 - 19 � 31 1.Oo � 33 1.Oo � 3150 99.Oo � 0.00 � 0.00 � 0.00 19 - 25 � 287 9.Oo � 320 10.10 � 2863 89.90 � 0.00 � 0.00 � 0.00 25 - 31 � 1333 41.90 � 1653 51.90 � 1530 48.10 � 0.00 � 0.00 � 0.00 31 - 37 � 1333 41.90 � 2986 93.80 � 197 6.20 � 0.00 � 0.00 � 0.00 37 - 43 � 182 5.70 � 3168 99.50 � 15 0.50 � 0.00 � 0.00 � 0.00 43 - 50 � 14 0.40 � 3182 100.Oo � 1 O.Oo � 0.00 � 0.00 � 0.00 50 - 56 � 0 O.Oo � 3182 100.Oo � 1 O.Oo � 0.00 � 0.00 � 0.00 56 - 62 � 1 O.Oo � 3183 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 62 - 68 � 0 O.Oo � 3183 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 68 - 75 � 0 O.Oo � 3183 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 75 - 81 � 0 O.Oo � 3183 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 81 - 87 � 0 O.Oo � 3183 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 87 - 93 � 0 O.Oo � 3183 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 93 - 99 � 0 O.Oo � 3183 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 99 - 106 � 0 O.Oo � 3183 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 106 - 112 � 0 O.Oo � 3183 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 112 - 118 � 0 O.Oa � 3183 100.Oo � 0 O.Oa � 0.00 � 0.00 � 0.00 118 - 124 � 0 O.Oa � 3183 100.Oo � 0 O.Oa � 0.00 � 0.00 � 0.00 Total Speed Rating =0.00 Total Moving Energy(Estimated)=0.00 Speed limit fields � Limit � Below � Above 0 � 30 (PSL) � 1344 42.20 � 1839 57.80 MetroCount Traffic Executive Speed Statistics SpeedStat-94-- Enqlish (ENU) Datasets: Site: [120-327] Morgan Street, 400 ft East of Myrtle Street Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 13:47 Monday, January 4, 2021 => 12:21 Monday, January 11, 2021 Zone: File: 120-32711Jan2021.EC1 (Plus) Identifier: R519M98M MC56-L5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default (v3.21 - 15322) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 10:00 Wednesday, January 6, 2021 => 10:00 Monday, January 11, 2021 Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12 Speed range: 6 - 99 mph. Direction: BA Separation: All - (Headway) Name: Default Profile Scheme: Vehicle classification (ARX) Units: Non metric (ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles = 3261 /6712 (48.58%) Speed Statistics SpeedStat-94 Site: 120-327.1.OEW Description: Morgan Street, 400 ft East of Myrtle Street Filter time: 10:00 Wednesday, January 6, 2021 => 10:00 Monday, January 11, 2021 Scheme: Vehicle classification (ARX) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12) Dir(WB) Sp(6,99) Headway(>0) Vehicles=3261 Posted speed limit=30 mph, Exceeding=2254(69.12°k), Mean Exceeding=34.55 mph Maximum=58.0 mph, Minimum=11.6 mph, Mean=32.1 mph 85% Speed=36.7 mph,95% Speed=40.0 mph, Median=32.0 mph 12 mph Pace=26-38, Number in Pace=2614(80.16°k) Variance=24.64,Standard Deviation=4.96 mph Speed Bins Speed � Bin � Below � Above � Energy � vMult � n * vMult 0 - 6 � 0 O.Oo � 0 O.Oo � 3261 100.Oo � 0.00 � 0.00 � 0.00 6 - 12 � 1 O.Oo � 1 O.Oo � 3260 100.Oo � 0.00 � 0.00 � 0.00 12 - 19 � 21 0.60 � 22 0.70 � 3239 99.30 � 0.00 � 0.00 � 0.00 19 - 25 � 227 7.Oo � 249 7.60 � 3012 92.40 � 0.00 � 0.00 � 0.00 25 - 31 � 1061 32.50 � 1310 40.20 � 1951 59.80 � 0.00 � 0.00 � 0.00 31 - 37 � 1547 47.40 � 2857 87.60 � 404 12.40 � 0.00 � 0.00 � 0.00 37 - 43 � 364 11.20 � 3221 98.80 � 40 1.20 � 0.00 � 0.00 � 0.00 43 - 50 � 36 1.10 � 3257 99.90 � 4 0.10 � 0.00 � 0.00 � 0.00 50 - 56 � 2 0.10 � 3259 99.90 � 2 0.10 � 0.00 � 0.00 � 0.00 56 - 62 � 2 0.10 � 3261 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 62 - 68 � 0 O.Oo � 3261 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 68 - 75 � 0 O.Oo � 3261 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 75 - 81 � 0 O.Oo � 3261 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 81 - 87 � 0 O.Oo � 3261 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 87 - 93 � 0 O.Oo � 3261 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 93 - 99 � 0 O.Oo � 3261 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 99 - 106 � 0 O.Oo � 3261 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 106 - 112 � 0 O.Oo � 3261 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 112 - 118 � 0 O.Oa � 3261 100.Oo � 0 O.Oa � 0.00 � 0.00 � 0.00 118 - 124 � 0 O.Oa � 3261 100.Oo � 0 O.Oa � 0.00 � 0.00 � 0.00 Total Speed Rating =0.00 Total Moving Energy(Estimated)=0.00 Speed limit fields � Limit � Below � Above 0 � 30 (PSL) � 1007 30.90 � 2254 69.10 Attachment C Collision Summary Morgan Street Medical Office City of Saratoga Springs, New York TE 213(9/79) DETAILS OF ACCIDENT HISTORY FOR LOCATION(AS SHOWN ON CRASH DIAGRAM) DIAGRAM SHEEf STUDY NO. ROUTE NO.or STREET NAME:Myrtle Street and Morgan Street COUNTY:Saretoga P.I.N.. MUNICIPALITY:Saretoga Springs AT INTERSECTION WITH/OR BETWEEN:Church Street and Seward Street BY:MDN INVENTORY NO. DATE:6/3/2021 NO.OFMONTHS LIGHTCONDITIONS�LC) ROADWAYCHARACTER�RC) ROADWAYSURFACECONDITION�RSC) WEATHER�WEA) 36 months 1.Daylight 1.Streight&Level 1.Dry 1.Clear 2.Dawn 2.Streight&Grede 2.Wet 2.Cloudy Begin Date:2/1/2017 3.Dusk 3.Streight at Hillcrest 3.Muddy 3.Rain 4.Dark Road Lighted 4.Curve&Level 4.Snow/Ice 4.Snow End Date:1/31/2020 5.Dark Road Unlighted 5.Curve&Grede 5.Slush 5.Sleet/Hail/Freezing Rain 6.Curve at Hillcrest 10.Other 6.Fog/Smog/Smoke 10.Ot her NO CASE DATE TIME p�F SEV LC RC RSC WEp CONTRIB REF pCCTYPE DESCRIPTION Intersection/ VEH FACTORS MKR Segment 1 36762517 6/7/2017 18:09 2 PDO 1 2 1 1 09,YY 9N15011006 REAR END V1 was traveling behind V2 and followed V2 too closely.V1 rear ended V2 causing a property damage accident. Church/Myrtle Z V2 was stationary at the intersection of Myrtle Street and Church Street facing in a southerly direction in the right turn lane. V1 was 37751537 2/14/2019 14:38 2 PDO 1 1 1 2 20,YY 9N15011006 OVERTAKING at the same intersection and was in the lane to travel straight to for left turns. V1 realized she wanted to take a right and began to Church/Myrtle change lanes causing her to collide with V2. 3 V1 stated that he was stopped in the southbound right turning lane at a solid red traffic signal on Myrtle Street at the intersection of Church Street.V1 stated that V2 was traveling east bound on Church Street and had turned left too soon on Myrtle Street,causing her to be driving head on towards V1.V1 stated that he was able to maneuver his vehicle over towards the curb causing V2 to sideswipe his rear driver side door.V2 stated that she was traveling east bound on Church Street and was turning left onto Myrtle Street and must have started her turn too soon.V1 had damage to the rear driver&apos;s side door/quarter panel area.V2 had damage to the driver&apos;s side front bumper/quarter panel area as well as the driver&apos;s side door.After reviewing Saratoga Hospital 38205861 11/28/2019 18:15 2 PDO 4 1 1 2 17,18,YY 9N15011006 SIDESWIPE surveillance video of said intersection,it was determined that both vehicles appeared to be at fault.V1 can be seen exiting the Church/Myrtle Saratoga Hospital parking lot,south bound on Myrtle Street towards the Church Street intersection,where V1 has a solid red traffic signal.V1 can be seen taking a right on red at said intersection without stopping before proceeding with said turn.As V1 takes said turn,V2 can be seen traveling east bound on Church Street and turns left onto Myrtle Street.As V2 turns left,it appears as if she made an improper turn,turning too soon,causing her to partially be in the south bound lane of Myrtle Street while turning onto the northbound travel lane.Vehicle accident appears to be caused due to the failure of V1 to stop for the solid red signal before turning right on red and V2 conducting an improper left turn from Church Street to Myrtle Street. 4 INJUR 37921673 6/10/2019 09:10 3 Y 1 1 1 1 04,09,YY 9N15011006 REAR END V1 was traveling in a westerly direction on Church St.and while following to close crashed into V2 causing V2 to crash into V3. Church/Myrtle 5 V1 and V2 were traveling in an easterly direction on Church St in stop and go traffic.V1 was following too closely and struck V2 causing 38060352 9/5/2019 12:08 2 INY R 1 1 1 1 04,09,YY 9N15011006 REAR END a reportable motorvehicle accident report.Operator of V2 complained of pain to the right side of his neck and shoulder.Operator Church/Myrtle refused EMS. 6 V1 was traveling south on Myrtle Street. V2 was stopped on Myrtle Street at the intersection of Church Street.V1 was following too 37281260 5/5/2018 14:36 2 PDO 1 1 1 1 09,YY 9N15011006 REAR END closely and struck V2 on the rear bumper causing damage.V1 sustained damage to the front bumper and hood. Church/Myrtle � V1(No registered Bobcat 4x4 with plow attached)was traveling southerly on Myrtle Street and went through the solid red light 37733159 2/7/2019 04:37 2 PDO 4 1 2 1 07,17,YY 9N15011006 RIGHT ANGLE crashing into V2,who was traveling westerly on Church Street on the solid green light.V1 did not have any injuries or damages.V2 Church/Myrtle was towed to Matt&apos;s towing,no injuries reported.V1 is owned by Grasshopper gardens that does plowing and salting in the area. 8 V1 and V2 traveling westbound on Church Street.V2 started slowing down for red light as she approached the intersection ahead.V1 38256987 12/24/2019 12:30 2 PDO 1 1 1 1 09,YY 9N15011006 REAR END operator states that her foot must have slipped off of the brake,causing her to rear end V2 in front of her.Operator of V1 cited for Church/Myrtle following too closely. 9 LIGHT V1 was traveling in an easterly direction on Church St.V1 mounted the curb,drove on the sidewalk and struck a light pole causing a 38172717 10/19/2019 17:36 1 PDO 1 3 1 1 20,ZZ 9N15011006 SUPPORT/ reportable motor vehicle accident report.V1 left the scene of the accident.See Saratoga Springs Police Department case SS-03293-19 Church/Myrtle UTILITYPOLE forfurtherinformation. 10 V1 and V2 were traveling in a Westerly direction on Church Street approaching the intersection with Myrtle Street.V2 began slowing 37430818 8/13/2018 17:12 2 PDO 1 1 2 3 09,YY 9N15011006 REAR END down for a red traffic signal at Myrtle Street when V1 followed V2 too closely and collided with the rear of V2 causing a property Church/Myrtle damage accident. 11 LEFT TURN 37880814 5/9/2019 03:39 2 PDO 4 1 1 1 18,YY 9N15011006 (AGAINST V1 was making a left hand turn onto Myrtle Street from Church Street when it struck V2 which was stopped at the red light. Church/Myrtle OTHER CAR) 1Z ALL VEHICLESTRAVELING EAST ON CHURCH ST.V1 AND V2 WERE STOPPED AT THE TRAFFIC CONTROL DEVICE LOCATED AT CHURCH 38180343 11/16/2019 12:41 3 INY R 1 1 1 1 09,11,YY 9N15011006 REAR END ST AND MYRTLE ST.V3 TRAVELING EAST ON CHURCH ST.STRUCK THE STOPPED V2.V3 AFTER STRIKING V2 CONTINUED STRAIGHT Church/Myrtle STRIKING V1 AND COMING TO REST ON THE SIDEWALK. 13 LIGHT 38107941 9/19/2019 19:29 1 PDO 3 1 1 1 18,YY SUPPORT/ V1 was leaving the Saratoga Hospital parking lot on the west side of Myrtle Street.While attempting to make a left turn to travel Myrtle Street UTILITY POLE northbound on Myrtle Street,V1 struck a utility pole on the east side of Myrtle Street. 14 36971233 10/13/2017 12:18 2 PDO 1 1 1 1 09,YY REAR END vehicle 1 traveling north on myrtle st.vehicle 2 traveling behind vehicle 1 struck vehicle 1. Myrtle Street 15 V1 TRAVELING NORTH ON MYRTLE ST.V2 EXITING THE HOSPITAL PARKING DROP OFF.OPERATOR OF V2 FAILED TO YIELD THE RIGHT 38192046 9/23/2019 14:23 2 PDO 1 1 1 2 27,YY HEAD ON OF WAY,STRIKING V1. Myrtle Street 16 V1 traveling westbound on Morgan Street.V2 traveling north on Myrtle Street.V1 and V2 got to the intersection turn at the same 38166314 11/10/2019 13:15 2 PDO 1 4 1 2 18,27,YY SIDESWIPE time,and V1 cut the corner too close,causing impact. Morgan/Myrtle Attachment D Level of Service Analyses Morgan Street Medical Office City of Saratoga Springs, New York LOS Definitions The following is an excerpt from the Hi�hway Capacity Manual, 6t" Edition (HCM). Level of Service for Signali�ed Intersections Level of Service (LOS) can be characterized for the entire intersection, each intersection approach, and each lane group. Control delay alone is used to characterize LOS for the entire intersection or an approach. Control delay and volume-to-capacity (v/c) ratio are used to characterize LOS for a lane group. Delay quantifies the increase in travel time due to traffic signal control. It is also a surrogate measure of driver discomfort and fuel consumption. The v/c ratio quantifies the degree to which a phase's capacity is utilized by a lane group.The following paragraphs describe each LOS. LOS A describes operations with a control delay of 10 s/veh or less and a v/c ratio no greater than 1.0. This level is typically assigned when the v/c ratio is low and either progression is exceptionallyfavorable or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. LOS B describes operations with control delay between 10 and 20 s/veh and a v/c ratio no greater than 1.0.This level is typically assigned when the v/c ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A. LOS C describes operations with control delay between 20 and 35 s/veh and a v/c ratio no greater than 1.0.This level is typically assigned when progression is favorable or the cycle length is moderate. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping. LOS D describes operations with control delay between 35 and 55 s/veh and a v/c ratio no greater than 1.0.This level is typically assigned when the v/c ratio is high and either progression is ineffective or the cycle length is long. Many vehicles stop and individual cycle failures are noticeable. LOS E describes operations with control delay between 55 and 80 s/veh and a v/c ratio no greater than 1.0.This level is typically assigned when the v/c ratio is high, progression is unfavorable,and the cycle length is long. Individual cycle failures are frequent. LOS F describes operations with control delay exceeding 80 s/veh or a v/c ratio greater than 1.0.This level is typically assigned when the v/c ratio isvery high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue. A lane group can incur a delay less than 80 s/veh when the v/c ratio exceeds 1.0.This condition typically occurs when the cycle length is short, the signal progression is favorable, or both. As a result, both the delay and v/c ratio are considered when lane group LOS is established.A ratio of 1.0 or more indicates that cycle capacity is fully utilized and represents failure from a capacity perspective (just as delay in excess of 80 s/veh represents failure from a delay perspective). Average control delay and queue length at roundabout controlled intersections are calculated using SIDRA Intersection.The physical geometry such as entry lane width and approach flare,and trafficvolume at the roundabout are factors that influence the intersection's performance. The average delay reported using SIDRA Intersection is based on the signalized HCM Method of Delay for Level-of-Service. Level of Service Criteria for Unsignalized Intersections Level of service (LOS) for Two-Way Stop-Controlled (TWSC) intersections is determined by the computed or measured control delay. For motor vehicles, LOS is determined for each minor-street movement (or shared movement)as well as major-street left turns by using criteria given in Exhibit 20-2. LOS is not defined for the intersection as a whole or for major-street approaches for three primary reasons: (a) major-street through vehicles are assumed to experience zero delay; (b) the disproportionate number of major-street through vehicles at a typical TWSC intersection skews the weighted average of all movements, resulting in a very low overall average delay for all vehicles; and (c) the resulting low delay can mask important LOS deficiencies for minor movements. LOS F is assigned to the movement if the volume-to-capacity(v/c) ratio for the movement exceeds 1.0, regardless of the control delay. The LOS criteria for TWSC intersections are somewhat different from the criteria used in Chapter 18 for signalized intersections, primarily because user perceptions differ among transportation facility types.The expectation is that a signalized intersection is designed to carry higher traffic volumes and will present greater delay than an unsignalized intersection. Unsignalized intersections are also associated with more uncertainty for users, as delays are less predictable than they are at signals, which can reduce users' delay tolerance. The LOS criteria forAll-Way Stop-Controlled (AWSC) intersections are given in Exhibit 21-8. LOS F is assigned if the v/c ratio of a lane exceeds 1.0, regardless of the control delay. For assessment of LOS at the approach and intersection levels, LOS is based solely on control delay. Exhibits 2Q-2/21-�: Level-of-Service Criteria for Stop Controlled Intersections LOS by Volume-to-Capaeity Ratio Control Delay(s/veh) v/c< 1.0 v/c>1.0 10.0 A F >10.0 and< 15.0 B F >15.0 and< 25.0 C F >25.0 and<35.0 D F >35.0 and<50.0 E F >50.0 F F HCM 6th Signalized Intersection Summary 1: Myrtle St & Church Street 120-372; Morgan St. Office Existing 2021_AM Peak Hour � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR �ane Configurations � � � � � �' � Traffic Volume(veh/h) 134 581 9 5 450 83 12 50 1 48 23 116 Future Volume(veh/h) 134 581 9 5 450 83 12 50 1 48 23 116 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 1822 1976 1900 1837 1945 1900 1900 1900 1870 1900 1870 Adj Flow Rate,veh/h 156 676 10 6 523 97 14 58 1 56 27 135 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh,% 2 10 0 0 9 2 0 0 0 2 0 2 Cap,veh/h 422 963 14 334 669 124 96 261 4 248 102 421 Arrive On Green 0.11 0.54 0.54 0.01 0.44 0.44 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow,veh/h 1781 1791 26 1810 1506 279 164 1620 25 940 636 1580 Grp Volume(v),veh/h 156 0 686 6 0 620 73 0 0 83 0 135 Grp Sat Flow(s),veh/h/In 1781 0 1817 1810 0 1786 1808 0 0 1576 0 1580 Q Serve(g_s),s 2.5 0.0 17.4 0.1 0.0 18.4 0.0 0.0 0.0 0.4 0.0 4.3 Cycle Q Clear(g_c),s 2.5 0.0 17.4 0.1 0.0 18.4 2.1 0.0 0.0 2.5 0.0 4.3 Prop In Lane 1.00 0.01 1.00 0.16 0.19 0.01 0.67 1.00 Lane Grp Cap(c),veh/h 422 0 977 334 0 793 360 0 0 351 0 421 V/C Ratio(X) 0.37 0.00 0.70 0.02 0.00 0.78 0.20 0.00 0.00 0.24 0.00 0.32 Avail Cap(c_a),veh/h 637 0 1581 722 0 1554 749 0 0 690 0 778 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 0.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 10.1 0.0 10.6 10.3 0.0 14.7 22.7 0.0 0.0 22.9 0.0 18.3 Incr Delay(d2),s/veh 0.8 0.0 1.3 0.0 0.0 2.5 0.4 0.0 0.0 0.5 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.8 0.0 5.9 0.0 0.0 6.9 0.9 0.0 0.0 1.1 0.0 1.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 10.9 0.0 12.0 10.4 0.0 17.2 23.1 0.0 0.0 23.3 0.0 18.9 LnGrp LOS B A B B A B C A A C A B Approach Vol,veh/h 842 626 73 218 Approach Delay,s/veh 11.8 17.1 23.1 20.6 Approach LOS f B f B C � C � Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 6.7 39.4 16.0 12.5 33.5 16.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 14.0 54.0 24.0 14.0 54.0 24.0 Max Q Clear Time(g_c+11),s 2.1 19.4 4.1 4.5 20.4 6.3 Green Ext Time(p_c),s 0.0 8.3 0.4 0.4 7.2 1.2 Intersection Summary HCM 6th Ctrl Delay 15.2 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report MPF 05/21/2021 Page 1 HCM 6th TWSC 2: Church Street & Seward St 120-372; Morgan St. Office Existing 2021_AM Peak Hour Intersection Int Delay,s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations �' "�r �j'� Traffic Vol,veh/h 32 589 537 19 16 15 Future Vol,veh/h 32 589 537 19 16 15 Conflicting Peds,#/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles,% 0 9 6 0 0 0 Mvmt Flow 37 677 617 22 18 17 Major/Minor Major1 Major2 Minor2 Conflicting FlowAll 641 0 - 0 1381 630 Stage 1 - - - - 630 - Stage 2 - - - - 751 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 953 - - - 160 485 Stage 1 - - - - 535 - Stage 2 - - - - 470 - Platoon blocked, % - - - Mov Cap-1 Maneuver 951 - - - 149 484 Mov Cap-2 Maneuver - - - - 149 - Stage 1 - - - - 501 - Stage 2 - - - - 469 - Approach EB WB SB HCM Control Delay,s 0.5 0 24.1 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 951 - - - 224 HCM Lane V/C Ratio 0.039 - - - 0.159 HCM Control Delay(s) 8.9 0 - - 24.1 HCM Lane LOS A A - - C HCM 95th%tile Q(veh) 0.1 - - - 0.6 Creighton Manning Engineering, LLP Synchro 10 Report MPF 05/21/2021 Page 1 HCM 6th TWSC 3: Seward St & Morgan St 120-372; Morgan St. Office Existing 2021_AM Peak Hour Intersection Int Delay,s/veh 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 54 2 4 46 48 137 Future Vol,veh/h 54 2 4 46 48 137 Conflicting Peds,#/hr 4 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 80 80 80 80 80 80 Heavy Vehicles,% 0 0 0 0 0 1 Mvmt Flow 68 3 5 58 60 171 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 218 146 231 0 - 0 Stage 1 146 - - - - - Stage 2 72 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - PotCap-1 Maneuver 775 906 1349 - - - Stage 1 886 - - - - - Stage 2 956 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 772 906 1349 - - - Mov Cap-2 Maneuver 772 - - - - - Stage 1 882 - - - - - Stage 2 956 - - - - - Approach EB NB SB HCM Control Delay,s 10.1 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1349 - 776 - - HCM Lane V/C Ratio 0.004 - 0.09 - - HCM Control Delay(s) 7.7 0 10.1 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0 - 0.3 - - Creighton Manning Engineering, LLP Synchro 10 Report MPF 05/21/2021 Page 2 HCM 6th Signalized Intersection Summary 1: Myrtle St & Church Street 120-372; Morgan St. Office Existing 2021 PM Peak Hour � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR �ane Configurations � � � � � �' � Traffic Volume(veh/h) 72 656 3 16 568 21 14 24 12 93 59 149 Future Volume(veh/h) 72 656 3 16 568 21 14 24 12 93 59 149 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.97 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 1961 1976 1900 1930 1976 1900 1900 1648 1900 1900 1885 Adj Flow Rate,veh/h 77 698 3 17 604 22 15 26 13 99 63 159 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 2 1 0 0 3 0 0 0 17 0 0 1 Cap,veh/h 403 957 4 332 802 29 119 169 66 259 131 402 Arrive On Green 0.09 0.49 0.49 0.03 0.43 0.43 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow,veh/h 1781 1950 8 1810 1848 67 234 983 386 930 763 1548 Grp Volume(v),veh/h 77 0 701 17 0 626 54 0 0 162 0 159 Grp Sat Flow(s),veh/h/In 1781 0 1959 1810 0 1916 1603 0 0 1693 0 1548 Q Serve(g_s),s 1.3 0.0 16.5 0.3 0.0 16.0 0.0 0.0 0.0 0.0 0.0 4.9 Cycle Q Clear(g_c),s 1.3 0.0 16.5 0.3 0.0 16.0 4.6 0.0 0.0 4.6 0.0 4.9 Prop In Lane 1.00 0.00 1.00 0.04 0.28 0.24 0.61 1.00 Lane Grp Cap(c),veh/h 403 0 961 332 0 831 354 0 0 390 0 402 V/C Ratio(X) 0.19 0.00 0.73 0.05 0.00 0.75 0.15 0.00 0.00 0.42 0.00 0.40 Avail Cap(c_a),veh/h 679 0 1817 715 0 1777 731 0 0 764 0 775 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 0.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 9.5 0.0 11.8 10.0 0.0 13.9 20.6 0.0 0.0 21.9 0.0 17.9 Incr Delay(d2),s/veh 0.3 0.0 1.5 0.1 0.0 2.0 0.3 0.0 0.0 1.0 0.0 0.9 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 0.4 0.0 6.3 0.1 0.0 6.3 0.6 0.0 0.0 2.0 0.0 1.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 9.8 0.0 13.3 10.1 0.0 15.9 20.9 0.0 0.0 22.9 0.0 18.8 LnGrp LOS A A B B A B C A A C A B Approach Vol,veh/h 778 643 54 321 Approach Delay,s/veh 13.0 15.7 20.9 20.9 Approach LOS f B f B C � C � Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 7.7 34.5 16.0 11.0 31.2 16.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 14.0 54.0 24.0 14.0 54.0 24.0 Max Q Clear Time(g_c+11),s 2.3 18.5 6.6 3.3 18.0 6.9 Green Ext Time(p_c),s 0.0 8.5 0.2 0.2 7.2 1.9 Intersection Summary HCM 6th Ctrl Delay 15.6 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 11 Report MPF 05/21/2021 Page 1 HCM 6th TWSC 2: Church Street & Seward St 120-372; Morgan St. Office Existing 2021 PM Peak Hour Intersection Int Delay,s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations �' "�r �j'� Traffic Vol,veh/h 39 727 590 26 11 41 Future Vol,veh/h 39 727 590 26 11 41 Conflicting Peds,#/hr 1 0 0 1 5 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 0 1 2 0 0 0 Mvmt Flow 42 790 641 28 12 45 Major/Minor Major1 Major2 Minor2 Conflicting FlowAll 670 0 - 0 1535 656 Stage 1 - - - - 656 - Stage 2 - - - - 879 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 930 - - - 129 469 Stage 1 - - - - 520 - Stage 2 - - - - 409 - Platoon blocked, % - - - Mov Cap-1 Maneuver 929 - - - 118 469 Mov Cap-2 Maneuver - - - - 118 - Stage 1 - - - - 477 - Stage 2 - - - - 409 - Approach EB WB SB HCM Control Delay,s 0.5 0 20.5 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 929 - - - 288 HCM Lane V/C Ratio 0.046 - - - 0.196 HCM Control Delay(s) 9.1 0 - - 20.5 HCM Lane LOS A A - - C HCM 95th%tile Q(veh) 0.1 - - - 0.7 Creighton Manning Engineering, LLP Synchro 11 Report MPF 05/21/2021 Page 1 HCM 6th TWSC 3: Seward St & Morgan St 120-372; Morgan St. Office Existing 2021 PM Peak Hour Intersection Int Delay,s/veh 4.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 138 4 3 43 52 80 Future Vol,veh/h 138 4 3 43 52 80 Conflicting Peds,#/hr 0 14 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 98 98 98 98 98 98 Heavy Vehicles,% 2 0 0 3 4 4 Mvmt Flow 141 4 3 44 53 82 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 144 108 135 0 - 0 Stage 1 94 - - - - - Stage 2 50 - - - - - Critical Hdwy 6.42 6.2 4.1 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.3 2.2 - - - PotCap-1 Maneuver 849 951 1462 - - - Stage 1 930 - - - - - Stage 2 972 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 847 941 1462 - - - Mov Cap-2 Maneuver 847 - - - - - Stage 1 928 - - - - - Stage 2 972 - - - - - Approach EB NB SB HCM Control Delay,s 10.1 0.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1462 - 849 - - HCM Lane V/C Ratio 0.002 - 0.171 - - HCM Control Delay(s) 7.5 0 10.1 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0 - 0.6 - - Creighton Manning Engineering, LLP Synchro 11 Report MPF 05/21/2021 Page 2 HCM 6th Signalized Intersection Summary 1: Myrtle St & Church Street 120-372; Morgan St. Office No-Build 2027 AM Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR �ane Configurations � � � � � �' � Traffic Volume(veh/h) 136 593 10 5 459 85 12 51 1 49 24 118 Future Volume(veh/h) 136 593 10 5 459 85 12 51 1 49 24 118 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 1822 1976 1900 1837 1945 1900 1900 1900 1870 1900 1870 Adj Flow Rate,veh/h 158 690 12 6 534 99 14 59 1 57 28 137 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh,% 2 10 0 0 9 2 0 0 0 2 0 2 Cap,veh/h 418 971 17 328 679 126 94 258 4 244 103 416 Arrive On Green 0.10 0.54 0.54 0.01 0.45 0.45 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow,veh/h 1781 1785 31 1810 1507 279 162 1622 24 934 645 1580 Grp Volume(v),veh/h 158 0 702 6 0 633 74 0 0 85 0 137 Grp Sat Flow(s),veh/h/In 1781 0 1816 1810 0 1786 1809 0 0 1579 0 1580 Q Serve(g_s),s 2.5 0.0 18.1 0.1 0.0 19.0 0.0 0.0 0.0 0.5 0.0 4.4 Cycle Q Clear(g_c),s 2.5 0.0 18.1 0.1 0.0 19.0 2.1 0.0 0.0 2.6 0.0 4.4 Prop In Lane 1.00 0.02 1.00 0.16 0.19 0.01 0.67 1.00 Lane Grp Cap(c),veh/h 418 0 988 328 0 805 356 0 0 347 0 416 V/C Ratio(X) 0.38 0.00 0.71 0.02 0.00 0.79 0.21 0.00 0.00 0.25 0.00 0.33 Avail Cap(c_a),veh/h 629 0 1559 711 0 1533 739 0 0 681 0 768 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 0.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 10.3 0.0 10.7 10.3 0.0 14.7 23.1 0.0 0.0 23.3 0.0 18.7 Incr Delay(d2),s/veh 0.8 0.0 1.4 0.0 0.0 2.5 0.4 0.0 0.0 0.5 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.8 0.0 6.2 0.0 0.0 7.1 0.9 0.0 0.0 1.1 0.0 1.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.1 0.0 12.0 10.4 0.0 17.2 23.6 0.0 0.0 23.8 0.0 19.3 LnGrp LOS B A B B A B C A A C A B Approach Vol,veh/h 860 639 74 222 Approach Delay,s/veh 11.9 17.1 23.6 21.1 Approach LOS f B f B C � C � Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 6.7 40.2 16.0 12.6 34.3 16.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 14.0 54.0 24.0 14.0 54.0 24.0 Max Q Clear Time(g_c+11),s 2.1 20.1 4.1 4.5 21.0 6.4 Green Ext Time(p_c),s 0.0 8.5 0.4 0.4 7.4 1.2 Intersection Summary HCM 6th Ctrl Delay 15.4 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 2: Church Street & Seward St 120-372; Morgan St. Office No-Build 2027 AM Peak Intersection Int Delay,s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations �' "�r �j'� Traffic Vol,veh/h 32 601 547 19 17 16 Future Vol,veh/h 32 601 547 19 17 16 Conflicting Peds,#/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles,% 0 9 6 0 0 0 Mvmt Flow 37 691 629 22 20 18 Major/Minor Major1 Major2 Minor2 Conflicting FlowAll 653 0 - 0 1407 642 Stage 1 - - - - 642 - Stage 2 - - - - 765 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 943 - - - 155 478 Stage 1 - - - - 528 - Stage 2 - - - - 463 - Platoon blocked, % - - - Mov Cap-1 Maneuver 941 - - - 144 477 Mov Cap-2 Maneuver - - - - 144 - Stage 1 - - - - 493 - Stage 2 - - - - 462 - Approach EB WB SB HCM Control Delay,s 0.5 0 25 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 941 - - - 218 HCM Lane V/C Ratio 0.039 - - - 0.174 HCM Control Delay(s) 9 0 - - 25 HCM Lane LOS A A - - D HCM 95th%tile Q(veh) 0.1 - - - 0.6 Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 3: Seward St & Morgan St 120-372; Morgan St. Office No-Build 2027 AM Peak Intersection Int Delay,s/veh 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 55 2 4 47 49 140 Future Vol,veh/h 55 2 4 47 49 140 Conflicting Peds,#/hr 4 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 80 80 80 80 80 80 Heavy Vehicles,% 0 0 0 0 0 1 Mvmt Flow 69 3 5 59 61 175 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 222 149 236 0 - 0 Stage 1 149 - - - - - Stage 2 73 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - PotCap-1 Maneuver 771 903 1343 - - - Stage 1 884 - - - - - Stage 2 955 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 768 903 1343 - - - Mov Cap-2 Maneuver 768 - - - - - Stage 1 880 - - - - - Stage 2 955 - - - - - Approach EB NB SB HCM Control Delay,s 10.1 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1343 - 772 - - HCM Lane V/C Ratio 0.004 - 0.092 - - HCM Control Delay(s) 7.7 0 10.1 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0 - 0.3 - - Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 2 HCM 6th Signalized Intersection Summary 1: Myrtle St & Church Street 120-372; Morgan St. Office No-Build 2027 PM Peak Hour � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR �ane Configurations � � � � � �' � Traffic Volume(veh/h) 74 669 3 16 580 22 15 25 12 94 60 152 Future Volume(veh/h) 74 669 3 16 580 22 15 25 12 94 60 152 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 1961 1976 1900 1930 1976 1900 1900 1648 1900 1900 1885 Adj Flow Rate,veh/h 79 712 3 17 617 23 16 27 13 100 64 162 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 2 1 0 0 3 0 0 0 17 0 0 1 Cap,veh/h 401 971 4 330 814 30 116 160 60 254 126 407 Arrive On Green 0.09 0.50 0.50 0.03 0.44 0.44 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow,veh/h 1781 1951 8 1810 1848 69 224 948 354 921 748 1598 Grp Volume(v),veh/h 79 0 715 17 0 640 56 0 0 164 0 162 Grp Sat Flow(s),veh/h/In 1781 0 1959 1810 0 1917 1527 0 0 1669 0 1598 Q Serve(g_s),s 1.3 0.0 17.1 0.3 0.0 16.6 0.0 0.0 0.0 0.0 0.0 5.0 Cycle Q Clear(g_c),s 1.3 0.0 17.1 0.3 0.0 16.6 5.0 0.0 0.0 5.0 0.0 5.0 Prop In Lane 1.00 0.00 1.00 0.04 0.29 0.23 0.61 1.00 Lane Grp Cap(c),veh/h 401 0 975 330 0 844 336 0 0 380 0 407 V/C Ratio(X) 0.20 0.00 0.73 0.05 0.00 0.76 0.17 0.00 0.00 0.43 0.00 0.40 Avail Cap(c_a),veh/h 670 0 1790 707 0 1752 706 0 0 748 0 786 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 0.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 9.5 0.0 11.7 10.0 0.0 13.9 21.1 0.0 0.0 22.4 0.0 18.2 Incr Delay(d2),s/veh 0.3 0.0 1.5 0.1 0.0 2.0 0.3 0.0 0.0 1.1 0.0 0.9 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 0.4 0.0 6.4 0.1 0.0 6.5 0.7 0.0 0.0 2.1 0.0 1.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 9.9 0.0 13.3 10.1 0.0 15.9 21.4 0.0 0.0 23.5 0.0 19.1 LnGrp LOS A A B B A B C A A C A B Approach Vol,veh/h 794 657 56 326 Approach Delay,s/veh 12.9 15.8 21.4 21.4 Approach LOS f B f B C � C � Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 7.7 35.4 16.0 11.1 32.0 16.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 14.0 54.0 24.0 14.0 54.0 24.0 Max Q Clear Time(g_c+11),s 2.3 19.1 7.0 3.3 18.6 7.0 Green Ext Time(p_c),s 0.0 8.7 0.3 0.2 7.5 1.9 Intersection Summary HCM 6th Ctrl Delay 15.7 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 2: Church Street & Seward St 120-372; Morgan St. Office No-Build 2027 PM Peak Hour Intersection Int Delay,s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations �' "�r �j'� Traffic Vol,veh/h 40 742 598 26 11 42 Future Vol,veh/h 40 742 598 26 11 42 Conflicting Peds,#/hr 1 0 0 1 5 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 0 1 2 0 0 0 Mvmt Flow 43 807 650 28 12 46 Major/Minor Major1 Major2 Minor2 Conflicting FlowAll 679 0 - 0 1563 665 Stage 1 - - - - 665 - Stage 2 - - - - 898 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 923 - - - 124 464 Stage 1 - - - - 515 - Stage 2 - - - - 401 - Platoon blocked, % - - - Mov Cap-1 Maneuver 922 - - - 113 464 Mov Cap-2 Maneuver - - - - 113 - Stage 1 - - - - 471 - Stage 2 - - - - 401 - Approach EB WB SB HCM Control Delay,s 0.5 0 21 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 922 - - - 282 HCM Lane V/C Ratio 0.047 - - - 0.204 HCM Control Delay(s) 9.1 0 - - 21 HCM Lane LOS A A - - C HCM 95th%tile Q(veh) 0.1 - - - 0.8 Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 3: Seward St & Morgan St 120-372; Morgan St. Office No-Build 2027 PM Peak Hour Intersection Int Delay,s/veh 4.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 140 5 3 44 53 82 Future Vol,veh/h 140 5 3 44 53 82 Conflicting Peds,#/hr 0 14 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 98 98 98 98 98 98 Heavy Vehicles,% 2 0 0 3 4 4 Mvmt Flow 143 5 3 45 54 84 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 147 110 138 0 - 0 Stage 1 96 - - - - - Stage 2 51 - - - - - Critical Hdwy 6.42 6.2 4.1 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.3 2.2 - - - PotCap-1 Maneuver 845 949 1458 - - - Stage 1 928 - - - - - Stage 2 971 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 843 939 1458 - - - Mov Cap-2 Maneuver 843 - - - - - Stage 1 926 - - - - - Stage 2 971 - - - - - Approach EB NB SB HCM Control Delay,s 10.2 0.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1458 - 846 - - HCM Lane V/C Ratio 0.002 - 0.175 - - HCM Control Delay(s) 7.5 0 10.2 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0 - 0.6 - - Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 2 HCM 6th Signalized Intersection Summary 1: Myrtle St & Church Street 120-372; Morgan St. Office No-Build 2031 AM Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR �ane Configurations � � � � � �' � Traffic Volume(veh/h) 138 601 10 5 465 86 12 52 1 50 24 120 Future Volume(veh/h) 138 601 10 5 465 86 12 52 1 50 24 120 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 1822 1976 1900 1837 1945 1900 1900 1900 1870 1900 1870 Adj Flow Rate,veh/h 160 699 12 6 541 100 14 60 1 58 28 140 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh,% 2 10 0 0 9 2 0 0 0 2 0 2 Cap,veh/h 416 977 17 326 685 127 93 256 4 244 101 414 Arrive On Green 0.10 0.55 0.55 0.01 0.45 0.45 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow,veh/h 1781 1786 31 1810 1507 279 161 1624 24 941 637 1580 Grp Volume(v),veh/h 160 0 711 6 0 641 75 0 0 86 0 140 Grp Sat Flow(s),veh/h/In 1781 0 1816 1810 0 1786 1809 0 0 1578 0 1580 Q Serve(g_s),s 2.6 0.0 18.5 0.1 0.0 19.4 0.0 0.0 0.0 0.5 0.0 4.6 Cycle Q Clear(g_c),s 2.6 0.0 18.5 0.1 0.0 19.4 2.2 0.0 0.0 2.7 0.0 4.6 Prop In Lane 1.00 0.02 1.00 0.16 0.19 0.01 0.67 1.00 Lane Grp Cap(c),veh/h 416 0 994 326 0 812 353 0 0 344 0 414 V/C Ratio(X) 0.38 0.00 0.72 0.02 0.00 0.79 0.21 0.00 0.00 0.25 0.00 0.34 Avail Cap(c_a),veh/h 624 0 1546 705 0 1521 733 0 0 675 0 762 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 0.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 10.4 0.0 10.7 10.3 0.0 14.7 23.4 0.0 0.0 23.6 0.0 19.0 Incr Delay(d2),s/veh 0.8 0.0 1.4 0.0 0.0 2.5 0.4 0.0 0.0 0.5 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.9 0.0 6.3 0.0 0.0 7.3 1.0 0.0 0.0 1.1 0.0 1.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.2 0.0 12.1 10.4 0.0 17.2 23.8 0.0 0.0 24.1 0.0 19.7 LnGrp LOS B A B B A B C A A C A B Approach Vol,veh/h 871 647 75 226 Approach Delay,s/veh 11.9 17.1 23.8 21.4 Approach LOS f B f B C � C � Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 6.7 40.7 16.0 12.6 34.8 16.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 14.0 54.0 24.0 14.0 54.0 24.0 Max Q Clear Time(g_c+11),s 2.1 20.5 4.2 4.6 21.4 6.6 Green Ext Time(p_c),s 0.0 8.6 0.4 0.4 7.5 1.2 Intersection Summary HCM 6th Ctrl Delay 15.4 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 2: Church Street & Seward St 120-372; Morgan St. Office No-Build 2031 AM Peak Intersection Int Delay,s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations �' "�r �j'� Traffic Vol,veh/h 33 609 555 19 17 16 Future Vol,veh/h 33 609 555 19 17 16 Conflicting Peds,#/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles,% 0 9 6 0 0 0 Mvmt Flow 38 700 638 22 20 18 Major/Minor Major1 Major2 Minor2 Conflicting FlowAll 662 0 - 0 1427 651 Stage 1 - - - - 651 - Stage 2 - - - - 776 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 936 - - - 150 472 Stage 1 - - - - 523 - Stage 2 - - - - 457 - Platoon blocked, % - - - Mov Cap-1 Maneuver 934 - - - 139 471 Mov Cap-2 Maneuver - - - - 139 - Stage 1 - - - - 487 - Stage 2 - - - - 456 - Approach EB WB SB HCM Control Delay,s 0.5 0 25.8 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 934 - - - 211 HCM Lane V/C Ratio 0.041 - - - 0.18 HCM Control Delay(s) 9 0 - - 25.8 HCM Lane LOS A A - - D HCM 95th%tile Q(veh) 0.1 - - - 0.6 Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 3: Seward St & Morgan St 120-372; Morgan St. Office No-Build 2031 AM Peak Intersection Int Delay,s/veh 2.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 56 2 4 47 50 142 Future Vol,veh/h 56 2 4 47 50 142 Conflicting Peds,#/hr 4 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 80 80 80 80 80 80 Heavy Vehicles,% 0 0 0 0 0 1 Mvmt Flow 70 3 5 59 63 178 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 225 152 241 0 - 0 Stage 1 152 - - - - - Stage 2 73 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - PotCap-1 Maneuver 768 900 1337 - - - Stage 1 881 - - - - - Stage 2 955 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 765 900 1337 - - - Mov Cap-2 Maneuver 765 - - - - - Stage 1 877 - - - - - Stage 2 955 - - - - - Approach EB NB SB HCM Control Delay,s 10.2 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1337 - 769 - - HCM Lane V/C Ratio 0.004 - 0.094 - - HCM Control Delay(s) 7.7 0 10.2 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0 - 0.3 - - Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 2 HCM 6th Signalized Intersection Summary 1: Myrtle St & Church Street 120-372; Morgan St. Office No-Build 2031 PM Peak Hour � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR �ane Configurations � � � � � �' � Traffic Volume(veh/h) 75 678 3 16 587 22 15 25 13 95 61 154 Future Volume(veh/h) 75 678 3 16 587 22 15 25 13 95 61 154 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 1961 1976 1900 1930 1976 1900 1900 1648 1900 1900 1885 Adj Flow Rate,veh/h 80 721 3 17 624 23 16 27 14 101 65 164 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 2 1 0 0 3 0 0 0 17 0 0 1 Cap,veh/h 400 978 4 328 821 30 112 153 61 249 123 406 Arrive On Green 0.09 0.50 0.50 0.03 0.44 0.44 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow,veh/h 1781 1951 8 1810 1849 68 204 913 364 904 733 1598 Grp Volume(v),veh/h 80 0 724 17 0 647 57 0 0 166 0 164 Grp Sat Flow(s),veh/h/In 1781 0 1959 1810 0 1917 1481 0 0 1637 0 1598 Q Serve(g_s),s 1.3 0.0 17.4 0.3 0.0 16.9 0.0 0.0 0.0 0.0 0.0 5.1 Cycle Q Clear(g_c),s 1.3 0.0 17.4 0.3 0.0 16.9 5.4 0.0 0.0 5.3 0.0 5.1 Prop In Lane 1.00 0.00 1.00 0.04 0.28 0.25 0.61 1.00 Lane Grp Cap(c),veh/h 400 0 982 328 0 851 326 0 0 372 0 406 V/C Ratio(X) 0.20 0.00 0.74 0.05 0.00 0.76 0.18 0.00 0.00 0.45 0.00 0.40 Avail Cap(c_a),veh/h 666 0 1777 701 0 1739 693 0 0 737 0 782 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 0.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 9.5 0.0 11.7 10.0 0.0 13.9 21.3 0.0 0.0 22.8 0.0 18.5 Incr Delay(d2),s/veh 0.3 0.0 1.6 0.1 0.0 2.0 0.4 0.0 0.0 1.2 0.0 0.9 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 0.4 0.0 6.6 0.1 0.0 6.7 0.7 0.0 0.0 2.1 0.0 1.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 9.9 0.0 13.3 10.1 0.0 15.9 21.7 0.0 0.0 24.0 0.0 19.4 LnGrp LOS A A B B A B C A A C A B Approach Vol,veh/h 804 664 57 330 Approach Delay,s/veh 13.0 15.8 21.7 21.7 Approach LOS f B f B C � C � Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 7.7 35.8 16.0 11.1 32.4 16.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 14.0 54.0 24.0 14.0 54.0 24.0 Max Q Clear Time(g_c+11),s 2.3 19.4 7.4 3.3 18.9 7.3 Green Ext Time(p_c),s 0.0 8.8 0.3 0.2 7.6 2.0 Intersection Summary HCM 6th Ctrl Delay 15.8 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 2: Church Street & Seward St 120-372; Morgan St. Office No-Build 2031 PM Peak Hour Intersection Int Delay,s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations �' "�r �j'� Traffic Vol,veh/h 40 751 606 26 11 42 Future Vol,veh/h 40 751 606 26 11 42 Conflicting Peds,#/hr 1 0 0 1 5 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 0 1 2 0 0 0 Mvmt Flow 43 816 659 28 12 46 Major/Minor Major1 Major2 Minor2 Conflicting FlowAll 688 0 - 0 1581 674 Stage 1 - - - - 674 - Stage 2 - - - - 907 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 916 - - - 121 458 Stage 1 - - - - 510 - Stage 2 - - - - 397 - Platoon blocked, % - - - Mov Cap-1 Maneuver 915 - - - 110 458 Mov Cap-2 Maneuver - - - - 110 - Stage 1 - - - - 466 - Stage 2 - - - - 397 - Approach EB WB SB HCM Control Delay,s 0.5 0 21.5 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 915 - - - 276 HCM Lane V/C Ratio 0.048 - - - 0.209 HCM Control Delay(s) 9.1 0 - - 21.5 HCM Lane LOS A A - - C HCM 95th%tile Q(veh) 0.1 - - - 0.8 Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 3: Seward St & Morgan St 120-372; Morgan St. Office No-Build 2031 PM Peak Hour Intersection Int Delay,s/veh 4.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 142 5 3 45 54 83 Future Vol,veh/h 142 5 3 45 54 83 Conflicting Peds,#/hr 0 14 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 98 98 98 98 98 98 Heavy Vehicles,% 2 0 0 3 4 4 Mvmt Flow 145 5 3 46 55 85 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 150 112 140 0 - 0 Stage 1 98 - - - - - Stage 2 52 - - - - - Critical Hdwy 6.42 6.2 4.1 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.3 2.2 - - - PotCap-1 Maneuver 842 947 1456 - - - Stage 1 926 - - - - - Stage 2 970 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 840 937 1456 - - - Mov Cap-2 Maneuver 840 - - - - - Stage 1 924 - - - - - Stage 2 970 - - - - - Approach EB NB SB HCM Control Delay,s 10.2 0.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1456 - 843 - - HCM Lane V/C Ratio 0.002 - 0.178 - - HCM Control Delay(s) 7.5 0 10.2 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0 - 0.6 - - Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 2 HCM 6th Signalized Intersection Summary 1: Myrtle St & Church Street 120-372; Morgan St. Office Build 2027 AM Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR �ane Configurations � � � � � �' � Traffic Volume(veh/h) 183 593 10 5 459 105 12 72 1 58 30 132 Future Volume(veh/h) 183 593 10 5 459 105 12 72 1 58 30 132 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 1822 1976 1900 1837 1945 1900 1900 1900 1870 1900 1870 Adj Flow Rate,veh/h 213 690 12 6 534 122 14 84 1 67 35 153 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh,% 2 10 0 0 9 2 0 0 0 2 0 2 Cap,veh/h 414 995 17 342 670 153 83 260 3 234 105 411 Arrive On Green 0.11 0.56 0.56 0.01 0.46 0.46 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow,veh/h 1781 1785 31 1810 1446 330 125 1682 18 919 677 1580 Grp Volume(v),veh/h 213 0 702 6 0 656 99 0 0 102 0 153 Grp Sat Flow(s),veh/h/In 1781 0 1816 1810 0 1777 1826 0 0 1596 0 1580 Q Serve(g_s),s 3.5 0.0 18.1 0.1 0.0 20.4 0.0 0.0 0.0 0.2 0.0 5.2 Cycle Q Clear(g_c),s 3.5 0.0 18.1 0.1 0.0 20.4 3.0 0.0 0.0 3.2 0.0 5.2 Prop In Lane 1.00 0.02 1.00 0.19 0.14 0.01 0.66 1.00 Lane Grp Cap(c),veh/h 414 0 1013 342 0 823 345 0 0 338 0 411 V/C Ratio(X) 0.51 0.00 0.69 0.02 0.00 0.80 0.29 0.00 0.00 0.30 0.00 0.37 Avail Cap(c_a),veh/h 610 0 1509 711 0 1476 722 0 0 657 0 751 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 0.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 11.3 0.0 10.4 10.1 0.0 14.8 24.5 0.0 0.0 24.6 0.0 19.7 Incr Delay(d2),s/veh 1.4 0.0 1.2 0.0 0.0 2.6 0.6 0.0 0.0 0.7 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.2 0.0 6.2 0.0 0.0 7.7 1.4 0.0 0.0 1.4 0.0 1.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 12.7 0.0 11.6 10.2 0.0 17.4 25.2 0.0 0.0 25.3 0.0 20.5 LnGrp LOS B A B B A B C A A C A C Approach Vol,veh/h 915 662 99 255 Approach Delay,s/veh 11.8 17.4 25.2 22.4 Approach LOS f B f B C � C � Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 6.7 42.2 16.0 12.9 36.1 16.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 14.0 54.0 24.0 14.0 54.0 24.0 Max Q Clear Time(g_c+11),s 2.1 20.1 5.0 5.5 22.4 7.2 Green Ext Time(p_c),s 0.0 8.5 0.6 0.6 7.7 1.4 Intersection Summary HCM 6th Ctrl Delay 15.8 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 2: Church Street & Seward St 120-372; Morgan St. Office Build 2027 AM Peak Intersection Int Delay,s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations �' "�r �j'� Traffic Vol,veh/h 32 611 568 39 19 16 Future Vol,veh/h 32 611 568 39 19 16 Conflicting Peds,#/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles,% 0 9 6 0 0 0 Mvmt Flow 37 702 653 45 22 18 Major/Minor Major1 Major2 Minor2 Conflicting FlowAll 700 0 - 0 1454 678 Stage 1 - - - - 678 - Stage 2 - - - - 776 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 906 - - - 145 456 Stage 1 - - - - 508 - Stage 2 - - - - 457 - Platoon blocked, % - - - Mov Cap-1 Maneuver 904 - - - 135 455 Mov Cap-2 Maneuver - - - - 135 - Stage 1 - - - - 473 - Stage 2 - - - - 456 - Approach EB WB SB HCM Control Delay,s 0.5 0 27.6 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 904 - - - 199 HCM Lane V/C Ratio 0.041 - - - 0.202 HCM Control Delay(s) 9.2 0 - - 27.6 HCM Lane LOS A A - - D HCM 95th%tile Q(veh) 0.1 - - - 0.7 Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 3: Seward St & Morgan St 120-372; Morgan St. Office Build 2027 AM Peak Intersection Int Delay,s/veh 2.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 63 4 24 47 49 167 Future Vol,veh/h 63 4 24 47 49 167 Conflicting Peds,#/hr 4 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 80 80 80 80 80 80 Heavy Vehicles,% 0 0 0 0 0 1 Mvmt Flow 79 5 30 59 61 209 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 289 166 270 0 - 0 Stage 1 166 - - - - - Stage 2 123 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - PotCap-1 Maneuver 706 884 1305 - - - Stage 1 868 - - - - - Stage 2 907 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 689 884 1305 - - - Mov Cap-2 Maneuver 689 - - - - - Stage 1 847 - - - - - Stage 2 907 - - - - - Approach EB NB SB HCM Control Delay,s 10.9 2.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1305 - 698 - - HCM Lane V/C Ratio 0.023 - 0.12 - - HCM Control Delay(s) 7.8 0 10.9 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0.1 - 0.4 - - Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 2 HCM 6th AWSC 4: Myrtle St & Morgan St 120-372; Morgan St. Office Build 2027 AM Peak Intersection Intersection Delay,s/veh 8.3 Intersection LOS A Movement WBL WBR NBT NBR SBL SBT Lane Configurations �j'� '�i �' Traffic Vol,veh/h 123 47 87 43 10 29 Future Vol,veh/h 123 47 87 43 10 29 Peak Hour Factor � 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow � 134 51 95 47 11 32 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 , 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 , 0 HCM Control Delay 8.6 8.1 7.8 HCM LOS A A A Lane NBLn1 WBLn1 SBLn1 Vol Left, % 0% 72% 26% Vol Thru,% 67% 0% 74% Vol Right,% 33% 28% 0% Sign Control ' Stop Stop Stop Traffic Vol by Lane 130 170 39 LT Vol — 0 123 10 Through Vol 87 0 29 RT Vol — 43 47 0 Lane Flow Rate 141 185 42 Geometry Grp � 1 1 1 Degree of Util(X) 0.165 0.223 0.054 Departure Headway(Hd) , 4.211 4.335 4.563 Convergence,Y/N Yes Yes Yes Cap � 855 833 787 Service Time 2.225 2.335 2.579 HCM Lane V/C Ratio - 0.165 0.222 0.053 HCM Control Delay 8.1 8.6 7.8 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.9 0.2 Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th Signalized Intersection Summary 1: Myrtle St & Church Street 120-372; Morgan St. Office Build 2027 PM Peak Hour � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR �ane Configurations � � � � � �' � Traffic Volume(veh/h) 98 669 3 16 580 32 15 36 12 140 88 216 Future Volume(veh/h) 98 669 3 16 580 32 15 36 12 140 88 216 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 1961 1976 1900 1930 1976 1900 1900 1648 1900 1900 1885 Adj Flow Rate,veh/h 104 712 3 17 617 34 16 38 13 149 94 230 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 2 1 0 0 3 0 0 0 17 0 0 1 Cap,veh/h 311 903 4 252 748 41 54 110 27 201 102 589 Arrive On Green 0.08 0.46 0.46 0.03 0.41 0.41 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow,veh/h 1781 1951 8 1810 1812 100 0 378 91 447 351 1598 Grp Volume(v),veh/h 104 0 715 17 0 651 67 0 0 243 0 230 Grp Sat Flow(s),veh/h/In 1781 0 1959 1810 0 1912 469 0 0 798 0 1598 Q Serve(g_s),s 2.6 0.0 25.4 0.4 0.0 25.0 0.0 0.0 0.0 0.0 0.0 8.8 Cycle Q Clear(g_c),s 2.6 0.0 25.4 0.4 0.0 25.0 24.0 0.0 0.0 24.0 0.0 8.8 Prop In Lane 1.00 0.00 1.00 0.05 0.24 0.19 0.61 1.00 Lane Grp Cap(c),veh/h 311 0 907 252 0 790 191 0 0 303 0 589 V/C Ratio(X) 0.33 0.00 0.79 0.07 0.00 0.82 0.35 0.00 0.00 0.80 0.00 0.39 Avail Cap(c_a),veh/h 476 0 1284 510 0 1253 191 0 0 303 0 589 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 0.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 15.7 0.0 18.7 15.8 0.0 21.5 23.4 0.0 0.0 29.1 0.0 19.2 Incr Delay(d2),s/veh 0.9 0.0 2.8 0.2 0.0 3.4 1.6 0.0 0.0 14.9 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.0 0.0 11.3 0.2 0.0 11.2 1.0 0.0 0.0 5.9 0.0 3.2 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 16.6 0.0 21.5 16.0 0.0 25.0 25.0 0.0 0.0 44.1 0.0 19.8 LnGrp LOS B A C B A C C A A D A B Approach Vol,veh/h 819 668 67 473 Approach Delay,s/veh 20.9 24.7 25.0 32.3 Approach LOS f C f C C � C � Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 8.3 44.1 30.0 12.4 40.0 30.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 14.0 54.0 24.0 14.0 54.0 24.0 Max Q Clear Time(g_c+11),s 2.4 27.4 26.0 4.6 27.0 26.0 Green Ext Time(p_c),s 0.0 7.9 0.0 0.2 7.1 0.0 Intersection Summary HCM 6th Ctrl Delay 24.9 HCM 6th LOS C Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 2: Church Street & Seward St 120-372; Morgan St. Office Build 2027 PM Peak Hour Intersection Int Delay,s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations �' "�r �j'� Traffic Vol,veh/h 40 788 608 37 21 42 Future Vol,veh/h 40 788 608 37 21 42 Conflicting Peds,#/hr 1 0 0 1 5 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 0 1 2 0 0 0 Mvmt Flow 43 857 661 40 23 46 Major/Minor Major1 Major2 Minor2 Conflicting FlowAll 702 0 - 0 1630 682 Stage 1 - - - - 682 - Stage 2 - - - - 948 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 905 - - - 113 453 Stage 1 - - - - 506 - Stage 2 - - - - 380 - Platoon blocked, % - - - Mov Cap-1 Maneuver 904 - - - 102 453 Mov Cap-2 Maneuver - - - - 102 - Stage 1 - - - - 459 - Stage 2 - - - - 380 - Approach EB WB SB HCM Control Delay,s 0.4 0 30 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 904 - - - 211 HCM Lane V/C Ratio 0.048 - - - 0.325 HCM Control Delay(s) 9.2 0 - - 30 HCM Lane LOS A A - - D HCM 95th%tile Q(veh) 0.2 - - - 1.3 Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 3: Seward St & Morgan St 120-372; Morgan St. Office Build 2027 PM Peak Hour Intersection Int Delay,s/veh 5.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 177 14 14 44 53 96 Future Vol,veh/h 177 14 14 44 53 96 Conflicting Peds,#/hr 0 14 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 98 98 98 98 98 98 Heavy Vehicles,% 2 0 0 3 4 4 Mvmt Flow 181 14 14 45 54 98 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 176 117 152 0 - 0 Stage 1 103 - - - - - Stage 2 73 - - - - - Critical Hdwy 6.42 6.2 4.1 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.3 2.2 - - - PotCap-1 Maneuver 814 941 1441 - - - Stage 1 921 - - - - - Stage 2 950 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 806 931 1441 - - - Mov Cap-2 Maneuver 806 - - - - - Stage 1 912 - - - - - Stage 2 950 - - - - - Approach EB NB SB HCM Control Delay,s 10.8 1.8 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1441 - 814 - - HCM Lane V/C Ratio 0.01 - 0.239 - - HCM Control Delay(s) 7.5 0 10.8 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0 - 0.9 - - Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 2 HCM 6th AWSC 4: Myrtle St/Site Driveway & Morgan St 120-372; Morgan St. Office Build 2027 PM Peak Hour Intersection Intersection Delay,s/veh 8.4 Intersection LOS A Movement WBL WBR NBT NBR SBL SBT Lane Configurations �j'� '�i �' Traffic Vol,veh/h 59 25 47 137 46 139 Future Vol,veh/h 59 25 47 137 46 139 Peak Hour Factor � 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow � 64 27 51 149 50 151 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 , 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 , 0 HCM Control Delay 8.4 8 8.8 HCM LOS A A A Lane NBLn1 WBLn1 SBLn1 Vol Left, % 0% 70% 25% Vol Thru,% 26% 0% 75% Vol Right,% 74% 30% 0% Sign Control ' Stop Stop Stop Traffic Vol by Lane 184 84 185 LT Vol — 0 59 46 Through Vol 47 0 139 RT Vol — 137 25 0 Lane Flow Rate 200 91 201 Geometry Grp � 1 1 1 Degree of Util(X) 0.218 0.12 0.246 Departure Headway(Hd) , 3.926 4.742 4.399 Convergence,Y/N Yes Yes Yes Cap � 916 757 818 Service Time 1.939 2.765 2.413 HCM Lane V/C Ratio - 0.218 0.12 0.246 HCM Control Delay 8 8.4 8.8 HCM Lane LOS A A A HCM 95th-tile Q 0.8 0.4 1 Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th Signalized Intersection Summary 1: Myrtle St & Church Street 120-372; Morgan St. Office Build 2031 AM Peak � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR �ane Configurations � � � � � �' � Traffic Volume(veh/h) 206 601 10 5 465 115 12 81 1 63 32 139 Future Volume(veh/h) 206 601 10 5 465 115 12 81 1 63 32 139 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 1822 1976 1900 1837 1945 1900 1900 1900 1870 1900 1870 Adj Flow Rate,veh/h 240 699 12 6 541 134 14 94 1 73 37 162 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh,% 2 10 0 0 9 2 0 0 0 2 0 2 Cap,veh/h 408 1012 17 344 673 167 79 257 3 232 101 404 Arrive On Green 0.10 0.57 0.57 0.01 0.47 0.47 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow,veh/h 1781 1786 31 1810 1421 352 115 1698 17 936 665 1580 Grp Volume(v),veh/h 240 0 711 6 0 675 109 0 0 110 0 162 Grp Sat Flow(s),veh/h/In 1781 0 1816 1810 0 1773 1830 0 0 1601 0 1580 Q Serve(g_s),s 4.1 0.0 18.5 0.1 0.0 21.5 0.0 0.0 0.0 0.2 0.0 5.6 Cycle Q Clear(g_c),s 4.1 0.0 18.5 0.1 0.0 21.5 3.4 0.0 0.0 3.6 0.0 5.6 Prop In Lane 1.00 0.02 1.00 0.20 0.13 0.01 0.66 1.00 Lane Grp Cap(c),veh/h 408 0 1029 344 0 839 338 0 0 333 0 404 V/C Ratio(X) 0.59 0.00 0.69 0.02 0.00 0.80 0.32 0.00 0.00 0.33 0.00 0.40 Avail Cap(c_a),veh/h 598 0 1477 706 0 1442 709 0 0 641 0 736 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 0.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 12.0 0.0 10.3 10.0 0.0 14.9 25.4 0.0 0.0 25.4 0.0 20.5 Incr Delay(d2),s/veh 1.9 0.0 1.2 0.0 0.0 2.6 0.8 0.0 0.0 0.8 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.5 0.0 6.3 0.0 0.0 8.1 1.6 0.0 0.0 1.6 0.0 2.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 13.9 0.0 11.4 10.0 0.0 17.5 26.1 0.0 0.0 26.2 0.0 21.4 LnGrp LOS B A B B A B C A A C A C Approach Vol,veh/h 951 681 109 272 Approach Delay,s/veh 12.1 17.4 26.1 23.4 Approach LOS f B f B C � C � Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 6.7 43.6 16.0 12.9 37.4 16.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 14.0 54.0 24.0 14.0 54.0 24.0 Max Q Clear Time(g_c+11),s 2.1 20.5 5.4 6.1 23.5 7.6 Green Ext Time(p_c),s 0.0 8.6 0.7 0.7 7.9 1.5 Intersection Summary HCM 6th Ctrl Delay 16.2 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 2: Church Street & Seward St 120-372; Morgan St. Office Build 2031 AM Peak Intersection Int Delay,s/veh 1.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations �' "�r �j'� Traffic Vol,veh/h 33 623 584 48 20 16 Future Vol,veh/h 33 623 584 48 20 16 Conflicting Peds,#/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles,% 0 9 6 0 0 0 Mvmt Flow 38 716 671 55 23 18 Major/Minor Major1 Major2 Minor2 Conflicting FlowAll 728 0 - 0 1493 701 Stage 1 - - - - 701 - Stage 2 - - - - 792 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 885 - - - 137 442 Stage 1 - - - - 496 - Stage 2 - - - - 450 - Platoon blocked, % - - - Mov Cap-1 Maneuver 884 - - - 127 441 Mov Cap-2 Maneuver - - - - 127 - Stage 1 - - - - 460 - Stage 2 - - - - 449 - Approach EB WB SB HCM Control Delay,s 0.5 0 29.8 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 884 - - - 186 HCM Lane V/C Ratio 0.043 - - - 0.222 HCM Control Delay(s) 9.3 0 - - 29.8 HCM Lane LOS A A - - D HCM 95th%tile Q(veh) 0.1 - - - 0.8 Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 3: Seward St & Morgan St 120-372; Morgan St. Office Build 2031 AM Peak Intersection Int Delay,s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 67 5 33 47 50 180 Future Vol,veh/h 67 5 33 47 50 180 Conflicting Peds,#/hr 4 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 80 80 80 80 80 80 Heavy Vehicles,% 0 0 0 0 0 1 Mvmt Flow 84 6 41 59 63 225 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 321 176 288 0 - 0 Stage 1 176 - - - - - Stage 2 145 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - PotCap-1 Maneuver 677 872 1286 - - - Stage 1 859 - - - - - Stage 2 887 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 655 872 1286 - - - Mov Cap-2 Maneuver 655 - - - - - Stage 1 831 - - - - - Stage 2 887 - - - - - Approach EB NB SB HCM Control Delay,s 11.2 3.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1286 - 667 - - HCM Lane V/C Ratio 0.032 - 0.135 - - HCM Control Delay(s) 7.9 0 11.2 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0.1 - 0.5 - - Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 2 HCM 6th AWSC 4: Myrtle St & Morgan St 120-372; Morgan St. Office Build 2031 AM Peak Intersection Intersection Delay,s/veh 8.7 Intersection LOS A Movement WBL WBR NBT NBR SBL SBT Lane Configurations �j'� '�i �' Traffic Vol,veh/h 125 68 126 44 14 41 Future Vol,veh/h 125 68 126 44 14 41 Peak Hour Factor � 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow � 136 74 137 48 15 45 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 , 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 , 0 HCM Control Delay 9 8.6 8.1 HCM LOS A A A Lane NBLn1 WBLn1 SBLn1 Vol Left, % 0% 65% 25% Vol Thru,% 74% 0% 75% Vol Right,% 26% 35% 0% Sign Control ' Stop Stop Stop Traffic Vol by Lane 170 193 55 LT Vol — 0 125 14 Through Vol 126 0 41 RT Vol — 44 68 0 Lane Flow Rate 185 210 60 Geometry Grp � 1 1 1 Degree of Util(X) 0.223 0.257 0.078 Departure Headway(Hd) , 4.34 4.407 4.678 Convergence,Y/N Yes Yes Yes Cap � 830 816 766 Service Time 2.358 2.428 2.702 HCM Lane V/C Ratio - 0.223 0.257 0.078 HCM Control Delay 8.6 9 8.1 HCM Lane LOS A A A HCM 95th-tile Q 0.9 1 0.3 Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th Signalized Intersection Summary 1: Myrtle St & Church Street 120-372; Morgan St. Office Build 2031 PM Peak Hour � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR �ane Configurations � � � � � �' � Traffic Volume(veh/h) 110 678 3 16 587 37 15 40 13 160 100 245 Future Volume(veh/h) 110 678 3 16 587 37 15 40 13 160 100 245 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 1961 1976 1900 1930 1976 1900 1900 1648 1900 1900 1885 Adj Flow Rate,veh/h 117 721 3 17 624 39 16 43 14 170 106 261 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 2 1 0 0 3 0 0 0 17 0 0 1 Cap,veh/h 310 917 4 254 753 47 53 120 29 195 85 584 Arrive On Green 0.08 0.47 0.47 0.03 0.42 0.42 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow,veh/h 1781 1951 8 1810 1797 112 0 418 99 438 294 1598 Grp Volume(v),veh/h 117 0 724 17 0 663 73 0 0 276 0 261 Grp Sat Flow(s),veh/h/In 1781 0 1959 1810 0 1909 517 0 0 732 0 1598 Q Serve(g_s),s 2.9 0.0 26.0 0.4 0.0 25.8 0.0 0.0 0.0 0.0 0.0 10.3 Cycle Q Clear(g_c),s 2.9 0.0 26.0 0.4 0.0 25.8 24.0 0.0 0.0 24.0 0.0 10.3 Prop In Lane 1.00 0.00 1.00 0.06 0.22 0.19 0.62 1.00 Lane Grp Cap(c),veh/h 310 0 920 254 0 800 201 0 0 280 0 584 V/C Ratio(X) 0.38 0.00 0.79 0.07 0.00 0.83 0.36 0.00 0.00 0.99 0.00 0.45 Avail Cap(c_a),veh/h 470 0 1267 507 0 1234 201 0 0 280 0 584 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 0.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 16.0 0.0 18.6 15.8 0.0 21.6 23.9 0.0 0.0 32.5 0.0 20.1 Incr Delay(d2),s/veh 1.1 0.0 2.8 0.2 0.0 3.7 1.6 0.0 0.0 49.8 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.2 0.0 11.5 0.2 0.0 11.6 1.1 0.0 0.0 9.5 0.0 3.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 17.0 0.0 21.5 16.0 0.0 25.3 25.4 0.0 0.0 82.3 0.0 20.9 LnGrp LOS B A C B A C C A A F A C Approach Vol,veh/h 841 680 73 537 Approach Delay,s/veh 20.9 25.1 25.4 52.4 Approach LOS f C f C C � D � Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 8.3 45.2 30.0 12.5 41.0 30.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 14.0 54.0 24.0 14.0 54.0 24.0 Max Q Clear Time(g_c+11),s 2.4 28.0 26.0 4.9 27.8 26.0 Green Ext Time(p_c),s 0.0 8.0 0.0 0.3 7.2 0.0 Intersection Summary HCM 6th Ctrl Delay 30.3 HCM 6th LOS C Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 2: Church Street & Seward St 120-372; Morgan St. Office Build 2031 PM Peak Hour Intersection Int Delay,s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations �' "�r �j'� Traffic Vol,veh/h 40 816 621 41 24 42 Future Vol,veh/h 40 816 621 41 24 42 Conflicting Peds,#/hr 1 0 0 1 5 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 0 1 2 0 0 0 Mvmt Flow 43 887 675 45 26 46 Major/Minor Major1 Major2 Minor2 Conflicting FlowAll 721 0 - 0 1677 699 Stage 1 - - - - 699 - Stage 2 - - - - 978 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 890 - - - 106 443 Stage 1 - - - - 497 - Stage 2 - - - - 368 - Platoon blocked, % - - - Mov Cap-1 Maneuver 889 - - - 96 443 Mov Cap-2 Maneuver - - - - 96 - Stage 1 - - - - 449 - Stage 2 - - - - 368 - Approach EB WB SB HCM Control Delay,s 0.4 0 34.8 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 889 - - - 191 HCM Lane V/C Ratio 0.049 - - - 0.376 HCM Control Delay(s) 9.3 0 - - 34.8 HCM Lane LOS A A - - D HCM 95th%tile Q(veh) 0.2 - - - 1.6 Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th TWSC 3: Seward St & Morgan St 120-372; Morgan St. Office Build 2031 PM Peak Hour Intersection Int Delay,s/veh 5.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 194 18 18 45 54 103 Future Vol,veh/h 194 18 18 45 54 103 Conflicting Peds,#/hr 0 14 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 98 98 98 98 98 98 Heavy Vehicles,% 2 0 0 3 4 4 Mvmt Flow 198 18 18 46 55 105 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 190 122 160 0 - 0 Stage 1 108 - - - - - Stage 2 82 - - - - - Critical Hdwy 6.42 6.2 4.1 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.3 2.2 - - - PotCap-1 Maneuver 799 935 1432 - - - Stage 1 916 - - - - - Stage 2 941 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 789 925 1432 - - - Mov Cap-2 Maneuver 789 - - - - - Stage 1 904 - - - - - Stage 2 941 - - - - - Approach EB NB SB HCM Control Delay,s 11.2 2.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1432 - 799 - - HCM Lane V/C Ratio 0.013 - 0.271 - - HCM Control Delay(s) 7.5 0 11.2 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0 - 1.1 - - Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 2 HCM 6th AWSC 4: Myrtle St/Site Driveway & Morgan St 120-372; Morgan St. Office Build 2031 PM Peak Hour Intersection Intersection Delay,s/veh 9.2 Intersection LOS A Movement WBL WBR NBT NBR SBL SBT Lane Configurations �j'� '�i �' Traffic Vol,veh/h 60 35 65 139 65 195 Future Vol,veh/h 60 35 65 139 65 195 Peak Hour Factor � 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow � 65 38 71 151 71 212 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 , 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 , 0 HCM Control Delay 8.8 8.5 9.9 HCM LOS A A A Lane NBLn1 WBLn1 SBLn1 Vol Left, % 0% 63% 25% Vol Thru,% 32% 0% 75% Vol Right,% 68% 37% 0% Sign Control ' Stop Stop Stop Traffic Vol by Lane 204 95 260 LT Vol — 0 60 65 Through Vol 65 0 195 RT Vol — 139 35 0 Lane Flow Rate 222 103 283 Geometry Grp � 1 1 1 Degree of Util(X) 0.252 0.141 0.35 Departure Headway(Hd) , 4.09 4.919 4.464 Convergence,Y/N Yes Yes Yes Cap � 878 728 805 Service Time 2.113 2.954 2.487 HCM Lane V/C Ratio - 0.253 0.141 0.352 HCM Control Delay 8.5 8.8 9.9 HCM Lane LOS A A A HCM 95th-tile Q 1 0.5 1.6 Creighton Manning Engineering, LLP Synchro 11 Report MPF 06/11/2021 Page 1 HCM 6th Signalized Intersection Summary 1: Myrtle St & Church Street 120-372; Morgan St. Office Build 2031 -Timing Improvement PM Peak Hour � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR �ane Configurations � � � � � �' � Traffic Volume(veh/h) 110 678 3 16 587 37 15 40 13 160 100 245 Future Volume(veh/h) 110 678 3 16 587 37 15 40 13 160 100 245 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 1961 1976 1900 1930 1976 1900 1900 1767 1900 1900 1885 Adj Flow Rate,veh/h 117 721 3 17 624 39 16 43 14 170 106 261 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 2 1 0 0 3 0 0 0 9 0 0 1 Cap,veh/h 222 794 3 169 651 41 47 112 26 209 106 712 Arrive On Green 0.07 0.41 0.41 0.03 0.36 0.36 0.37 0.37 0.37 0.37 0.37 0.37 Sat Flow,veh/h 1781 1951 8 1810 1797 112 0 298 71 392 283 1598 Grp Volume(v),veh/h 117 0 724 17 0 663 73 0 0 276 0 261 Grp Sat Flow(s),veh/h/In 1781 0 1959 1810 0 1909 369 0 0 674 0 1598 Q Serve(g_s),s 3.7 0.0 32.5 0.5 0.0 31.7 0.0 0.0 0.0 0.0 0.0 10.1 Cycle Q Clear(g_c),s 3.7 0.0 32.5 0.5 0.0 31.7 35.0 0.0 0.0 35.0 0.0 10.1 Prop In Lane 1.00 0.00 1.00 0.06 0.22 0.19 0.62 1.00 Lane Grp Cap(c),veh/h 222 0 797 169 0 692 185 0 0 314 0 712 V/C Ratio(X) 0.53 0.00 0.91 0.10 0.00 0.96 0.39 0.00 0.00 0.88 0.00 0.37 Avail Cap(c_a),veh/h 247 0 797 275 0 694 185 0 0 314 0 712 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 0.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 22.0 0.0 26.1 22.0 0.0 29.1 23.3 0.0 0.0 30.2 0.0 17.2 Incr Delay(d2),s/veh 2.8 0.0 14.5 0.4 0.0 24.5 1.9 0.0 0.0 23.8 0.0 0.5 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 1.6 0.0 17.6 0.2 0.0 18.6 1.1 0.0 0.0 8.3 0.0 3.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 24.8 0.0 40.6 22.4 0.0 53.6 25.2 0.0 0.0 54.0 0.0 17.7 LnGrp LOS C A D C A D C A A D A B Approach Vol,veh/h 841 680 73 537 Approach Delay,s/veh 38.4 52.8 25.2 36.4 Approach LOS f D f D C � D � Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 8.5 44.1 41.0 12.7 39.9 41.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 8.0 34.0 35.0 8.0 34.0 35.0 Max Q Clear Time(g_c+11),s 2.5 34.5 37.0 5.7 33.7 37.0 Green Ext Time(p_c),s 0.0 0.0 0.0 0.1 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 42.0 HCM 6th LOS D Creighton Manning Engineering, LLP Synchro 11 Report MPF PM Peak Hour Page 1