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Home My WebLink About20200208 Stewarts Shop Traffic Study .� Cr�i�htvn � A��,� �r��, May 19, 2021 Mr. Chuck Marshall Stewart's Shops P.O. Box 435 Saratoga Springs, NY 12866 R�: �ra�fuc Assessmen�,S�euva�t's S�o�,402 La9Ce Aven�e,Cu�y o�Saratoga S�run�s,Sarato�a Coun�y,Neuv Yor9C; CM P�oject No. 119-34� Dear Mr. Marshall: Creighton Manning Engineering, LLP has completed a traffic assessment for the proposed re-development of the existing Stewart's Shop located on the south side of Lake Avenue (NY Route 29) between Weibel Avenue and Gilbert Road in the City of Saratoga Springs.This evaluation is based on information provided in the site plan prepared by Stewart's Shops included under Attachment A. 1.0 Proje�t Descrup�uon The proposed project includes construction of a 3,975 square foot(SF)Stewart's Shop convenience market with six gas pumps with twelve fueling positions at 402 Lake Avenue (NY Route 29). The project site will remove the existing 2,300 SF Stewart's Shop which has four gas pumps with eight fueling positions.Access to the site is currently provided via one full access driveway on Lake Avenue and one full access driveway on Gilbert Road. The preferred access scenario will relocate the Lake Avenue driveway opposite Weibel Avenue creating a fourth leg at this intersection. It is noted that an exclusive westbound left-turn lane would be constructed on Lake Avenue. The existing unsignalized site driveway on Gilbert Road will be maintained.The project is expected to be completed and operational in 2022.The study area is shown on Figure 1. �-' w. .�.-��' �, ,,��.'� � �' � �,; �,��'F� Legend: ; -.,�, ''" �* •'� - ''�,� t.� '�� r r. -�- �, ,.-., ` � �' ; , �� , Study Area Intersections �` �- r '��i �° ` , � � �� ;�'�� .Y �� ,,� �f Existing Stewart s Driveway � �� yr; ' ,; . -�� .�, r,t� r �� `E will be Removed � '� �.��' '�� .-+r* "- . �' `�� "�, .� � t � � t �r,.; .sk, i rt. ? �`+ . «�" .4 �r - �� r `"�' � :� �.�'. - ,� - - .. ,-�; :,,� ,r�� _ ��.,�'��:. - f,� ' ��'�� 9 - . �_;�� '� `� .-�� ,� � � �, �_`.� � �� _ ��, �-� � ��, �� „ � � v .�,.',� � " � �� '� ��` � '� `, , � ��,� ��, ,�5�'d�� , Proposed Property '��.` � �t� � �'� _t�� q' �� e � � `� � Boundary Expansion �� yl �. �6_�..R✓�:"�� 1 � ��- �� ` � •, � �3 �., � f,� � �fi �, r � �� . '�..i: � . ► �. .:3��... .2, . /. : � �.i. r..' � � •, � �y, � � f '�, A Fourth Leg will be '- � , , ..�I t .. I � . Constructed Opposite r + �"� ' k� '�� ,�� .!�r ' �� .� !�ex •,:- �', Weibel Avenue with " ^jtl • �, Access Provided to � � � ��r� �,.�y,.�� '.j�,� '. �(, S" fi ' � ,- �' Stewart's ,�� -��fM , . �._ ' , - >r .. i�` �r ,3.� Existing Stewart s � � +�' "� �i' v ' Property Boundary � , �:�, r r r � �,' + � ` *.;� �,�' �`. ��r e' r s� �Figure 1—Study Area _,.... , ,�.:�:`� :�"�;'i�: - _ ,. . � Creightan !"vlc�r�ning Er�c�ir�eertnr�, LLP � 2 Winners Circle� AlE�any, NY 122t�5 � Sl�t.446.C135'6 � www.cn�r�ilp.cam Mr.Chuck Marshall May 19,2021 Page 2 of 11 2.0 Existin�Conditions Roadways Servin�the Site Lake Avenue (NY Route 29) provides east-west travel through Saratoga County and is classified as an urban principal arterial. Lake Avenue generally provides a single 11.5 foot wide travel lane in each direction with 4 to 6.5 foot wide shoulders on either side of the roadway. Data published by the New York State Department of Transportation (NYSDOT) in the latest version of the Pavement Data Report indicated that the pavement on Lake Avenue is in excellent condition near the project site. There are no sidewalks provided on Lake Avenue east of I-87 and the posted speed limit is 45-mph in the project vicinity.The latest available traffic volume data published by NYSDOT shows that Lake Avenue serves approximately 14,215 vehicles per day(vpd) nearthe site. Land uses along Lake Avenue are primarily commercial, residential, and undeveloped land. Gilbert Road is a City street providing north-south access from Lake Avenue to Union Avenue (NY Route 9P). Gilbert Road generally provides a single 13 foot-wide travel lane in each direction with no paved shoulders. The posted speed limit on Gilbert Road is 30-mph and sidewalks are not provided in the project vicinity. Land uses along Gilbert Road are generally residential. Weibel Avenue is a City street providing north-south access from Lake Avenue to NY Route 50 in the Town of Wilton. Weibel Avenue generally provides a single 12-foot wide travel lane in each direction with 5 to 8 foot wide shoulders. The posted speed limit on Weibel Avenue is 30-mph and sidewalks are not provided in the project vicinity. Land uses along Weibel Avenue are primarily commercial. Study Intersections The Lake Avenue/Weibel Avenue intersection is a three-leg intersection operating under actuated traffic signal control.The southbound Weibel Avenue approach provides an exclusive left-turn lane and a separate right-turn lane. The westbound Lake Avenue approach provides a through and a separate right-turn lane while the eastbound Lake Avenue approach provides an exclusive left-turn lane and a through lane. There are no marked crosswalks or pedestrian signals at this intersection. It is anticipated that a fourth leg will be constructed opposite Weibel Avenue as part of this project and that Lake Avenue will be reconstructed to provide an exclusive westbound left-turn lane. The existing southbound right-turn lane on Weibel Avenue will be modified to allow shared through/right-turn movements while the eastbound through lane on Lake Avenue will be modified to allow shared through/right-turn movements. The Lake Avenue/Gilbert Road intersection is a three-leg intersection operating under stop sign control on the northbound Gilbert Road approach. A single lane for shared travel movements is provided on each approach.There are no marked crosswalks at this intersection. Unsignalized driveway intersections are provided on Lake Avenue and Gilbert Road to/from the existing Stewart's Shop convenience market. A single lane is provided on all approaches at the driveway intersections located on Lake Avenue and Gilbert Road for shared travel movements. Field observations indicate that vehicles traveling westbound on Lake Avenue will use the hatched median associated with the adjacent traffic signal to make left turns into the site. It is noted that the hatched area is not wide enough to accommodate the width ofan entire vehicle and thatwestbound through traffic use part ofthe adjacent right-turn lane to bypass vehicles waiting to turn left into the site. � �Creic�hron �' i;';r;u`�r',.inCy Mr.Chuck Marshall May 19,2021 Page 3 of 11 Data Collection Turning movement counts were conducted at the following study area intersections on Thursday, January 9, 2020 during the morning peak period from 7:00 to 9:00 a.m. and during the afternoon peak period from 4:00 to 6:00 p.m. • Lake Avenue/Weibel Avenue intersection • Lake Avenue/Gilbert Road intersection • Lake Avenue/Stewart's Driveway intersection • Gilbert Road/Stewarts Driveway intersection This traffic study focuses on the weekday AM and PM peak periods since these time periods correspond to peak operations at the site and peak traffic conditions on the surrounding roadway network. The existing traffic volumes were increased by a 1.091 factor based on seasonal variation factors provided by the City of Saratoga Springs to estimate June conditions. The adjusted traffic volumes for the AM and PM peak hours shown on Figure 2-1 provide base year 2020 conditions and form the basis for all traffic forecasts. The raw traffic volumes are included under Attachment B. An automatic traffic recorder (ATR) was installed on Gilbert Road along the project frontage to record hourly traffic volumes and vehicle speeds from Wednesday, January 29, 2020 to Thursday, January 30, 2020.The data shows that the two-way traffic volume on Gilbert Road adjacent to the site is approximately 260 vehicles during the weekday AM peak hour(8:00 to 9:00 a.m.) and approximately 355 vehicles during the weekday PM peak hour (4:00 to 500 p.m.). The 85t" percentile operating speed on Gilbert Road was measured to be approximately 33-mph in the northbound direction and 35-mph in the southbound direction adjacent to the site. The detailed volume and speed data is included under Attachment B. 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, determine an accident rate, and identify any crash patterns or concentrations at the study area intersections. Safety Information Management System (SIMS) and Accident Location Information System (ALIS) data was provided by NYSDOT at these intersections for a three-year period from June 1, 2016 through May 31, 2019. Table 2 summarizes the predominant crash types for the intersection and also provides the intersection accident rate which can be compared to the State-wide average accident rates for similar intersections. The statewide average urban accident rate for three-way, signalized and unsignalized intersections is 0.32 and 0.18 accidents per million entering vehicles (ACC/MEV), respectively. These rates were used for comparison to all study area intersections. A review of the crash rates at the Weibel Avenue and Gilbert Road intersections on Lake Avenue are higher than the statewide average accident rates for similar intersections. In addition, the Stewart's Driveway on Lake Avenue is slightly higher than the statewide average accident rate while the Stewart's Driveway on Gilbert Road is below the average. It is noted that the character of City streets may be different than state highways; therefore, the comparison to the statewide average accident rate may not be as applicable to intersections consisting of City streets. � �Creic�hron �' i;';r;u`�r',.inCy Mr.Chuck Marshall May 19,2021 Page 4 of 11 �a�le 2—Intersectuo�Cras��y�e a�d Severuty Collision Severity Collisiorr Type v B a� � � — � � � � C �'' Intersection o � � � � w Q � � � � � � a a � . � � � C LL � � Q N � � ~ � � � � � J � M O LL Z Lake Avenue/Weibel Avenue 2 12 2 0 11 2 1 2 0 0 16 0.71 Lake Avenue/Stewart's Driveway 1 2 1 0 0 3 0 0 1 0 4 0.24 Lake Avenue/Gilbert Road 1 5 3 0 3 3 0 1 2 0 9 0.65 GilbertAvenue/Stewart'sDriveway 0 1 0 0 0 0 0 0 0 1 1 O.q7 Total 4 20 6 0 1� 8 q 3 3 q 30 � 'Non-reportable accidents which are collisions that result in damage less than$1,000 There were 34 total accidents at the four study area intersections. • Lake Avenue/Weibel Avenue — The predominant crash type reported at this intersection (69 percent) involved rear-end collisions that were generally the result of following too closely and driver inattention. The crashes that resulted in an injury involved the left-turn crash (caused by a failure to yield the right-of-way) and a rear-end crash (result of aggressive driving). • Lake Avenue/Stewart's Driveway — The non-reportable accident at this intersection involved an overtaking crash associated with an unsafe lane change while the three right-angle crashes involved a failure to yield the right-of-way by vehicles making a left-turn from the driveway to vehicles traveling eastbound on Lake Avenue. • Lake Avenue/Gilbert Road—This intersection experienced a variety of types of collisions with over 40 percent involving a right-angle or left turn crash that were generally associated with a failure to yield the right-of-way. In addition, all three crashes that resulted in an injury at this intersection was associated with a right-angle or left-turn crash. • Gilbert Road/Stewart's Driveway—The property damage crash that occurred at this intersection involved a vehicle that made a left-turn into the driveway in front of a vehicle traveling southbound on Gilbert Road. A crash summary (TE-213 equivalent) and crash diagrams at the study area intersections is included under Attachment C. 3.0 $Vg�°1$�ISt811C� EV��U8t10� _ °�ao��i4c snea'i�"TF SSU=$�7PPIhG�15F�GISFeV4E� S50-$T�PP1wG SIG�7�ISTANCE A qualitative review of available sight lines from the existingdriveway on LakeAvenue indicatesthatclear lines of sight are currently provided; however, the available � � I-1= . . intersection sight distance from the existing driveway on ,,,�.+ ! Gilbert Road was measured due to the proximity of the <<wE�F 5,�„T- � <<ryE�F SC�xr driveway to Lake Avenue and existing vegetation located south of the property boundary. The intersection sight °�-5°�."'°'S`°"" °.-SG""'S,""` I OONI�G IfFT .0@K[NG R[GI.T distance assessment was conducted from the perspective Diagram 1—Generic Intersection and Stopping of a vehicle looking in both directions along Gilbert Road Sight Distance Measurements to determine if adequate sight lines are provided. The intersection sight distance looking straight ahead for vehicles traveling north on Gilbert Road turning left into the existing driveway was also measured, as illustrated in Diagram 1. The available intersection sight distance on a side street or driveway should provide drivers a sufficient view of the intersecting highway to � �Creic�hron /' ;;tr;u`�r',.inCy Mr.Chuck Marshall May 19,2021 Page 5 of 11 allow vehicles to enter or exit the intersection without excessively slowing vehicles traveling at or near the operating speed on the intersecting mainline. Stopping sight distance (the length of roadway ahead that is visible to the driver) was also measured on Gilbert Road at the existing driveway intersection. The available stopping sight distance on a roadway should be of sufficient length to enable a vehicle traveling at or near the operating speed to stop before reaching a stationary object in its path. An ATR installed on Gilbert Road south of the existing driveway indicates that the 85t"-percentile speed is 33-mph in the northbound direction. It is noted that the existing driveway on Gilbert Road is located 140- feet south of Lake Avenue and that vehicles turning left or right from the Lake Avenue intersection will be traveling at approximately 15-mph (or slower) as they complete their turns. The available sight distances compared to the guidelines presented in AASHTO's A Policy on Geometric Design of Highways and Streets, 2011 and NYSDOT design guidance (EB 17-007) for the 35-mph operating speed in the northbound direction and for a 15-mph operating speed in the southbound direction are summarized in Table 1. �ab0e 1-Sight Distance Su�nrnary Q�eet) Intersection Sight Distance' Stopping Sight Dfs4anceZ Intersec4ion Righ�Turn from Leff Turn from Si�e Drivevaay Lef�T�orn frorco Site Drivevway Looking Lef� Looking Right Gilbert Rdl SSDnoe SSDse �DLD (�L) (DRy V�S) Gilbert Road/ Available 1803 1803 260 1803 365 1803 Stewart's Drwy Recommended 145 170 390 125 225 70 '=Intersection sight distance is measured at an eye height of 3.5-ft and object height of 3.5-ft. Z=SSDNa,sa=Stopping sight distance measured for a 2-foot object located in the path of vehicles traveling northbound and southbound on Gilbert Road 3=Intersection and stopping sight distance is available up to the Lake Avenue/Gilbert Road intersection Gilbert Road/Site Driveway — The available stopping Existing Unsignalized Intersection �� sight distance for a vehicle traveling northbound at the N - ---_ � �; existing driveway located on Gilbert Road meets - �=: �� ;� +� ; '�' �Y AASHTO guidelines for the 35-mph operating speed. In T �,ksi;mi ��,� � �, ;.� � �� w , addition, the available stopping sight distance for � , � '��'�R�'�,1A1"� 445 '` ' � � , .. __N_... .�.Ek ..�u ".�''..�_vl . vehicles traveling southbound on Gilbert Road and the � -.��- ' - -� � � availableintersectionsightdistancelookingleftfromthe �'�'' , :- �~`� site driveway to make a left or right turn onto Gilbert }"''� �`�� '`4- � .,y Road and looking straight from Gilbert Road to make a �'�� T �;n , left turn into the site extends to the adjacent Lake '��-_ Avenue intersection (see Photo #1) and meets AASHTO Photo#1—Sight Distance Looking Lefttothe North guidelines for the 15-mph operating speed. It is noted tha��e exis�ing Stewar�'s Druveuvay Docatuon on GuO�ect Roa� �nee�s NYSDOT driveway spaci�g guudelines frorri the Policy and Standards for the De.sign of Entrances to State Highways(Se�te�n�er 2017). � �Creic�hron �' i;';r;u`�r',.inCy Mr.Chuck Marshall May 19,2021 Page 6 of 11 In addition, the available intersection sight distance ExistingVegetationtoClear � looking right to make a left turn exiting the site is less than AASHTO guidelines for the 35-mph operating �; � � �r` � F=- ,�N speed due to vegetation located south of the site (see �� o� 3�t;'r �, ��., ' , _�•; Photo#2). It is�eeorrime�ded that vege�atoon located on t ' e=� ' _ "�^� , _ � the site �rope�ty frontage �e removed and tB�at _ .�v5 �, �" ��. .- vegetatoon Docated wothom tB�e �igh�-o�-way be c�ea�-ed �o �� -� � � �, �,�i� �r -fI the exte�t possib�e in o�de� to �naximoze so�B�t Dines � �� ^I .`�-° . � , lookin�ro�h�. Figure 2C-101 found in the New York State Supplement Photo#2—Sight Distance Looking Righttothe South (NYS Supplement) to the National Manual f01` Uniform Traffic COntl`O� Figure 2C-101. Guidefor Intersectian Warning Sign Use 1500 Devices (NMUTCD) provides guidance for the installation of "Intersection �aoo �=lntersectionSightDistanceLookingRight Warning" signs as mitigation for sight 13QQ distance. A review of Figure 2C-101 (see figure to the right) indicates that the lzaa available sight distance looking right lloo from the Stewart's Driveway is less than x l�o � �, desirable, but not critically limited for a 3 35-mph operating speed and therefore = goo � an "Intersection Warning" sign is not ;, $o� recommended. � �aa , � � 600 Based on the sight distance evaluation, it is s recommended that vegetation along the � soo - �'"r southern property boundary and within the � �o ROW on Gilbert Road be cleared. It is also recommended that any site signing be 3oa — h -- placed a minimum of fifteen feet back from �oo - the travel way and that the landscaping plan soa consider sight lines in order to maintain _� � visibility at both Stewart's Driveway �o s �o ss zo zs 3o as ao 4s so ss 60 65 �a �OCatIOnS. 95th Percentlle Approach Speed(mph) Reference:NYS Supplement to the Manual on Uniform Traffic Control Devices for Streets and Highways 4.0 �rafffic Assessme�t (Z009 Edition),page 119 Trip Generation Trip generation determines the quantity of traffic expected to travel to/from the site.Trip generation data was collected at the existing Stewart's Shop convenience market during the peak hour traffic data collection. The data collection indicates that there were 190 vehicle trips (105 entering and 85 exiting) during the AM peak hour and 208 vehicle trips (107 entering and 101 exiting) during the PM peak hour. Based on the site specific traffic data, the existing 2,300 SF gas station is generating approximately 82.6 vehicle trips/1,000 SF during the AM peak hour and 90.4 vehicle trips/1,000 SF during the PM peak hour. The rates calculated from field observations of the existing Stewart's Shop convenience market are higher than the AM and PM peak hour rates published by ITE for a Convenience Market with Gasoline Pumps(LUC � �Creic�hron �' i;';r;u`�r',.inCy Mr.Chuck Marshall May 19,2021 Page 7 of 11 853). The trip generation for the proposed re-development was estimated using the site specific trip rates assuming that the Stewart's Shop will continue to generate trips at a rate consistent with current operations. It can be expected that some trips to the proposed gas station/convenience market will originate from traffic that is already passing the site on Lake Avenue and Gilbert Road. Pass-by trips are vehicles that will stop at the site before continuing on to their primary destination. For example, a driver traveling eastbound on Lake Avenue leaving work may stop at the convenience store and then continue eastbound towards home. This type of trip would be considered a pass-by trip. Based on a review of data published by ITE, a pass-by trip percentage was applied to trips generated by the site. The proposed re-development of the site consists primarily of an expansion of the existing land use; therefore, the proposed total external trip generation of the site was reduced by the amount of external trips currently generated by the site in order to determine how many new trips the development will generate.The peak hour trip generation estimate is summarized in Table 2. Table 2—Trip Generation Summary Land Use Size AM Peak F�our PM Peale F�our (SF) Enter Exit Total Enter Exit Total Proposed Stewart's Shop 3,975 181 147 328 185 174 359 Existing StewarYs Shop 2,300 105 85 190 107 101 208 NewTrips(Proposed-Existing) 1,675 76 62 138 78 73 151 Pass ByTrips/Diverted LinkTrips (-60%AM Peak and-65%PM peak) -41 -41 -82 -49 -49 -98 Total New PrirriaryTrips � 35 21 56 29 24 53 Accounting for pass-bytrips,the proposed development will generate a total of56 new vehicle trips during the AM peak hour and 53 new vehicle trips during the PM peak hour. The total number of trips expected at the Site Driveways is the sum of the new trips and the pass-by. It is noted that the distribution of travel in and out of the site will result in a maximum increase of approximately 11 new trips on any one approach ofthe study area intersection.The magnitude ofthe new vehicle trips generated at the site is less than the NYSDOT and ITE threshold of 100 site generated vehicles on any one intersection approach for needing 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; however, since the site is located on a corner parcel and is in close proximityto an existingtraffic signal and unsignalized intersection, the scope of the study includes a detailed evaluation of the Weibel Avenue and Gilbert Road intersections on Lake Avenue. Future Traffic Volumes To evaluate the impact of the proposed development, traffic projections were prepared for the expected year of completion. Full build-out of the project is expected in the year 2022. Information provided by the Capital District Transportation Committee (CDTC) indicates that traffic volumes in the study area have increased by approximately 0.3 percent per year over the last several years; therefore, the 2020 Existing traffic volumes were increased by 0.3 percent per year for two years to represent general growth in the study area anticipated by the 2022 design year. In addition to general background traffic growth, vehicle trips associated with other development projects in the project area were considered when developing the No-Build traffic volumes. The City of Saratoga Springs indicated that there are no other known � �Creic�hron �' i;';r;u`�r',.inCy Mr.Chuck Marshall May 19,2021 Page 8 of 11 developments in the project area that will impact background traffic volumes. The 2022 No-Build traffic volumes are shown on Figure 2-2 and represent the expected traffic volumes in 2022 prior to development of the proposed project. Trips associated with the proposed project were distributed at the study intersections and site driveways based on existing travel patterns and the anticipated travel patterns to the proposed access from the signalized Weibel Avenue intersection and the existing unsignalized driveway on Gilbert Avenue. Figure 3 shows a redistribution of No-Build traffic associated with a reconfiguration of the site driveway intersections and the addition of a fourth leg to the signalized intersection. The primary and pass-by trip distribution patterns are shown on Figure 4 and Figure 5. Trips were assigned to the study area and site driveway intersections (as shown on Figure 6 and Figure 7). The 2022 Build traffic volumes represent the future traffic volumes after construction and occupancy of the site and are illustrated on Figure 8. 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 automate the procedures contained in the Highway Capacity Manual. Table 3 summarizes the results of the level of service calculations for the proposed project. The detailed levels of service analyses are included under Attachment D. Table 3-Level of Service Summary Interseetion � AN�Peale F�our PM Peale Ho�r c 2020 2022 2022 2020 2022 2022 0 � Existing No-Build Build Existing f�o-Build Buildl Lave Avenue/Weibel Avenue/ S Access Drwy Lake Ave EB L A(7.9) A(7.9) A(7.3) A(9.8) A(9.8) B(11.5) T A(4.7) A(4.7) -- A(7.8) A(7.8) -- [TR] -- -- A(4.5) -- -- A(9.9) Lake Ave WB [L] -- -- B(12.0) -- -- B(17.5) T B(17.2) B(17.2) B(16.6) B(18.7) B(18.8) C(20.4) R B(13.4) B(13.4) B(12.6) B(18.3) B(18.4) C(20.1) Weibel Ave SB L B(19.6) B(19.6) C(21.3) B(19.4) B(19.4) C(20.6) R B(11.7) B(11.7) -- A(9.3) A(9.3) -- [TR] -- -- B(17.3) -- -- B(13.6) Access Drwy NB [L] -- -- B(19.4) -- -- B(19.3) [TR] -- -- B(20.0) -- -- B(16.9) Overall B(12.9) B(12.9) B(13.6) B(13.3) B(13.4) B(15.5) Lave Avenue/Site Driveway U Lake Ave WB L A(8.0) A(8.0) -- A(9.2) A(9.2) -- Site Driveway NB LR B(13.8.) B(13.8) -- C(19.3) C(19.4) -- Lave Avenue/Gilbert Road U Lake Ave WB L A(8.2) A(8.2) A(8.2) A(9.3) A(9.3) A(9.3) Gilbert Rd NB LR C(21.1) C(21.4) C(21.3) E(35.7) E(36.7) E(36.2) Gilbert Road/Site Driveway U Gilbert Rd N B L A(7.5) A(7.5) A(7.5) A(7.6) A(7.6) A(7.7) Site Driveway EB LR A(9.5) A(9.5) A(9.6) B(10.0) B(10.0) B(10.2) S,U=Signalized or Unsignalized intersection EB,WB,NB,SB=Eastbound,Westbound,Northbound,and Southbound intersection approaches L,T,R=Left-turn,Through,and/or Right-turn movements X(Y.Y)=Level of service(Average delay in seconds per vehicle) � �Creic�hron �' i;';r;u`�r',.inCy Mr.Chuck Marshall May 19,2021 Page 9 of 11 The following observations are noted regarding the capacity evaluations: • Lake Avenue/Weibel Avenue/Access Driveway — The evaluation shows that this signalized intersection currently operates at an overall LOS B during both peak hours with all movements operating at LOS B or better. As noted above, it is recommended that a fourth leg be provided opposite Weibel Avenue which will provide direct access from the Stewart's parcel to the traffic signal. The northbound approach will provide an exclusive left-turn lane and a shared through/right-turn lane while the separate southbound right-turn lane will be modified to a shared through/right-turn lane. In addition, the westbound Lake Avenue approach will be reconstructed to provide an exclusive left-turn lane. Right-turns from the eastbound approach will be made from the existing through lane. Figure 9 shows the proposed intersection improvement concept. The traffic signal will need to be modified or replaced in order to accommodate this improvement. In addition, this improvement will need to be approved by NYSDOT and a Highway Work Permit (HWP) will be required for all work within the NYSDOT right-of-way (ROW). This intersection will operate at an overall LOS B during the AM and PM peak hours with all lanes operating at LOS C or better. It is noted that this proposed connection will allow removal ofthe existing unsignalized site driveway on Lake Avenue which will improve safety in the corridor by managing left-turns from the site at a signalized location. No additional mitigation is recommended at this intersection. It is noted that the proposed geometric changes at this intersection will not preclude any of the long- term improvement options included in the WeibelAvenue FeasibilityStudy previously prepared for the City of Saratoga Springs. • Lake Avenue/Site Driveway — The level of service analysis indicates that the northbound Site Driveway approach currently operates at LOS B/C during the AM and PM peak hours and will continue to operate at similar levels of service during No-Build conditions. After re-development of the site, this driveway will be removed since primary access will be provided at the adjacent traffic signal located opposite Weibel Avenue. • Lake Avenue/Gilbert Road —The evaluation indicates that the northbound Gilbert Road approach at this unsignalized intersection currently operates at LOS C/E during the AM and PM peak hours and will continue to operate at similar levels of service through Build conditions with an increase in average vehicle delay less than one second.A review of the northbound Gilbert Road volume to capacity (v/c) ratio indicates that adequate capacity will be provided. In addition, the westbound left turn movement on Lake Avenue will operate at LOS A through Build conditions during the AM and PM peak hours. No mitigation is recommended at the existing unsignalized intersection. • Gilbert Road/Site Driveway — The level of service analysis indicates that the eastbound Site Driveway approach and the northbound left turn movement on Gilbert Road currently operate at LOS A/B during the AM and PM peak hours and will continue to operate at similar levels of service through Build conditions after re-development of the site. A review of existing conditions are consistent with field observations and confirmed that adequate access will continue to be provided after re-development of the site. It is noted that vehicles exiting the site at this driveway will be able to access the traffic signal located at the Lake Avenue/Weibel Avenue intersection. No mitigation is recommended. 5.0 Conelusions The proposed project includes construction of a 3,975 SF Stewart's Shop convenience market with six gas pumps with twelve fueling positions at 402 Lake Avenue.The project site will remove the existing 2,300 SF Stewart's Shop which has four gas pumps with eight fueling positions. Access to the site is currently provided via one full access driveway on Lake Avenue and one full access driveway on Gilbert Road. The � �Creic�hron �' i;';r;u`�r',.inCy Mr.Chuck Marshall May 19,2021 Page 10 of 11 preferred access scenario will relocate the Lake Avenue driveway opposite Weibel Avenue creating a fourth leg at this intersection. It is noted that an exclusive westbound left-turn lane would be constructed on Lake Avenue.The existing unsignalized site driveway on Gilbert Road will be maintained. The proposed project is expected to generate 56 new primary vehicle trips during the AM peak hour and 53 new primary vehicle trips during the PM peak hour. The project is anticipated to be completed and operational in 2022. The following conclusions are noted: • It is recommended that a fourth leg be provided opposite Weibel Avenue which will provide direct access from the Stewart's parcel to the traffic signal. The northbound approach will provide an exclusive left-turn lane and a shared through/right-turn lane while the separate southbound right- turn lane on Weibel Avenue will be modified to a shared through/right-turn lane. In addition, the westbound Lake Avenue approach will be reconstructed to provide an exclusive left-turn lane. Right-turns from the eastbound approach will be made from the existing through lane.The traffic signal will need to be modified or replaced in orderto accommodate this improvement. In addition, this improvement will need to be approved by the NYSDOT and a HWP will be required for all work within the NYSDOT ROW. • The level of service analysis indicates that the study area intersections and Stewart's driveway intersection on Gilbert Road will continue to operate similar to No-Build conditions with little increase in average vehicle delay after re-development of the site. • The crash assessment indicates that both existing Stewart's driveway on Gilbert Road experienced only one crash each over the last three years of available data and that the crash rate at this location is below the average statewide crash rates for similar intersections. The Stewart's Driveway on Lake Avenue will be removed as part of this redevelopment project. It is noted that the Weibel Avenue and Gilbert Road intersection on Lake Avenue did experience crash rates above the average statewide crash rates; however, most of these crashes were due to driver error and inattention. • The sight distance assessment indicates that vegetation along the southern property boundary and within the ROW on Gilbert Road should be cleared. It is recommended that any site signing be placed a minimum of fifteen feet back from the travel way and that the landscaping plan consider sight lines in order to maintain visibility at the Stewart's Driveway locations. Based on the completed traffic evaluation, adequate access will be provided, and traffic operations after development will be comparable to existing conditions. Please call our office if you have any questions or comments regarding the above analysis. Respectfully submitted, Creighton Manning Engineering, LLP ��r� �/��-� L�'�� - � _ � � �_� ----- �� Mark D. Nadfllny Mark A. Sargent Assnciate / Group Leader/SeniorTraffic Engineer N:\Projects\2019\119-348 Stewarts-Lake Ave Saratoga\Working\Traffic\Reports\119348_Itr rpt_20210519.docx � �Creic�hron � ;'�;';!.;lr1t',.iriC} � O EXISTING 2020 TRAFFIC VOLUMES J LJ J W� m Q W � �� N N M `D � �164(216) �499(408) �476(333) LAKE AVE � ��386(240) �25(14) �107(45) (273) 152� t, t, 29 (645)246� I � (535)225� I � (383) 188� (71)52�I a°i f (146)36� v � �cD rno I M v �� W I H� � fn 0 I ��. '-'M O N DRWY � 1 - - - �8�8�'11 SITE c2o�2s� �� o --� � �-- � � W m J LEGEND: � AM PEAK HOUR(PM PEAK HOUR) Q2 NO-BUILD 2022 TRAFFIC VOLUMES J LJ J W� mQ w � ro ti � N N M - `r � L165(217) �502(410) �479(335) LAKE AVE � ��388(241) �25(14) �108(45) � (275) 153� � � (538)226�� (649)247� (385) 189� (71)52�I `r�° f (147)36� v � �cD o� � I m� �v � I � w � �� w - c��l �� ° O N � Rwv .� 1 - - - �8�8�'11 SITE c2o�zs� `° � �„ � v� � � w m 3 J � LEGEND: � P AM PEAK HOUR(PM PEAK HOUR) � EXISTING AND NO-BUILD s TRAFFIC VOLUMES .�� Crei�hton � ♦ Mannin� STEWARTS-LAKE AVENUE � CITY OF SARATOGA, NEW YORK � PROJECT: 119-348 DATE: 04/2021 FIGURE: 2 � � � AM PEAK HOUR J LJ J W� m Q W � � L 149 `D N � �368 �479 LAKE AVE � 1 ��z5 �t, ��$ 29 153� I I � 226� I � 160�I o m � 36� v � 29� I w�l H� �o v O N DRWY � 1 - - - -$�'11 SITE 26� � � 0 � � � W m J � � PM PEAK HOUR J LJ J W� mQ w � L 200 - � m N �221 �335 LAKE AVE � 1 ��14 �45 29 � 275�� 538�� 346�I � � m 147� � � � 39�I � I � w� H� - cn� � � � R� � � - - - -$�'11 SITE 20� � � � � � w m 3 J � � REDISTRIBUTION OF NO-BUILD 2022 s TRAFFIC VOLUMES .�� Crei�hton � ♦ Mannin� STEWARTS-LAKE AVENUE � CITY OF SARATOGA, NEW YORK � PROJECT: 119-348 DATE: 04/2021 FIGURE: 3 � � � ENTERING J LJ J W� m Q W � o � N F F15% LAKE AVE � 1 ��15% �15% 29 �'1 1 �' �'1 �' �� so�io� � w�l �� o a � DRWY � 1 - - - - �� I SITE � � 0 � � � W m J � � EXITING J LJ J W� mQ w � L - � � LAKE AVE � 1 �►� � 29 � �'1 1 �' �,s��o��'1 �' �� 000 0 o � � � � � �I �� I � w� �� _ �o � ° Rw�r .� 1 — — —�,5�ro��'1 1 SITE �'5��°�� w m 3 J � � PRIMARY TRIP DISTRIBUTION � o .� Crei�hton � ♦ Mannin� STEWARTS-LAKE AVENUE � CITY OF SARATOGA, NEW YORK � PROJECT: 119-348 DATE: 04/2021 FIGURE: 4 � � � AM PEAK HOUR J LJ J W� m Q W � � o L-15% 0 N N F-2O% F LAKE AVE fI 1 I��+30% � �'1 T �' �'1 r' 29 -25%�I o � o -25%� � +ZrJ%�I N + N w�jl H� �� o � O SITE + � DRWY � 1 - - - +5%�� I SITE +ao�ro� o 0 0 + � � � � W m J � � PM PEAK HOUR J LJ J W� mQ w � 0 o L-5°/a - + � �-20% � LAKE AVE �I 1 I��+�5% � � ��l T I� ��1 f 29 � -35%�I o � � -20%� o _ +35%� N + a , � I + + � I � �� _ cn�l Q Q u� o SITE + `V DRWY � 1 - - - +5%�� I SITE +z5�ro� ; ; + � � � � w m 3 J � � PASS-BY TRIP DISTRIBUTION � o .� Crei�hton � ♦ Mannin� STEWARTS-LAKE AVENUE � CITY OF SARATOGA, NEW YORK � PROJECT: 119-348 DATE: 04/2021 FIGURE: 5 � � � PRIMARY J LJ J W� m Q W � L � � �5 LAKE AVE � 1 ��5 �5 29 �'1 1 �' (3)�'1 �' �� „� I w�l �� o DRWY � 1 - - - �3��'1 1 SITE �3�� 0 � � � W m J LEGEND: � ENTERING (EXITING) � PASS-BY J LJ J W� mQ w � L-6 - � ao �-8 � LAKE AVE � 1 �►�+�Z � 29 � �'1 1 �' �'1 �' -11�I °+° �+° °+° -11� N � +11�I � I � w� H� - cn� � � � � R� � � - - - +2�'1 1 SITE +"� � � � � � w m 3 J � � TRIP ASSIGNMENT s AM PEAK HOUR .�� Crei�hton � ♦ Mannin� STEWARTS-LAKE AVENUE � CITY OF SARATOGA, NEW YORK � PROJECT: 119-348 DATE: 04/2021 FIGURE: 6 � � � PRIMARY J LJ J W� m Q W � L ti � �4 LAKE AVE � 1 ��4 �4 29 �'1 1 �' (4)�'1 �' �� s� � w�l �� o SITE � DRWY � 1 - - - �3��'1 1 SITE �4�� 0 � � � W m J LEGEND: � ENTERING (EXITING) � PASS-BY J LJ J W� mQ w � ,n � �-2 - + � �-10 � LAKE AVE � 1 �►�+� � 29 � �'1 1 �' �'1 �' -17�I o N N _,�0� u� _ +17� + + � I � I � w� H� - cn� �° N N � Rwv .� 1 - - - +3�'1 1 SITE +'2� �° �° + � � � w m 3 J � � TRIP ASSIGNMENT s PM PEAK HOUR .�� Crei�hton � ♦ Mannin� STEWARTS-LAKE AVENUE � CITY OF SARATOGA, NEW YORK � PROJECT: 119-348 DATE: 04/2021 FIGURE: 7 � � � AM PEAK HOUR J LJ J W� m Q W � � L 143 `D � � �360 �484 LAKE AVE � 1 ��4z �t, ��3 29 153� I I � 229� I � 149�I an-� N N 25� v � 51� I w�l H� �o ti DRWY � 1 13�� T SITE as� � � 0 � � � W m J � � PM PEAK HOUR J LJ J W� mQ w � L 198 - � � °N° �211 �339 LAKE AVE � 1 ��25 �49 29 � 275�� 542�� 329�I r~i N cNo 137� � � � 65�I � I � w� H� - cn� � � � � R� � � 14�� T SITE 36� � � � � � w m 3 J � � BUILD 2022 s TRAFFIC VOLUMES .�� Crei�hton � ♦ Mannin� STEWARTS-LAKE AVENUE � CITY OF SARATOGA, NEW YORK � PROJECT: 119-348 DATE: 04/2021 FIGURE: 8 � �`�`�!',�,: ` t y5�,�' �p,, / �,;- 1 � . � .�,_� r,�'�`� ,/ � � F�t�Y�� ! . � � ''t� :^��1�K- 9`'��,�. i "r'. ,�,, f� - � s� �,`. 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AFOURTHLEG � �� , �* .� /j�'.c, � 7� � � r. � OPPOSITE . � � : ,, ,t � �_� WEIBELAVENUE � /'f r��' � - �'r, �,�� ,�-• . ��.�.�.. _ K ,Yys : �: � �r'� �'� ,�� °a r j �. y , � ' _r. k � � > _ ...,e�' � �� ..,� r�� : ..r'�', . '�"�. _ �-' �hf�v�.fJ`- �,= � •�� '� "�r�• . � . yk %��. . . - �, � ,�,� r '. . � r �.. ,�',til" ��'� � ��.,� ��,y �.,.: ,. �s� ! i � �,'. ; REMO�EXISTING � � �r r. f t'" ,2 f . .� - f :',j�''I� . �''STEWART'S DFNEWAY � .. A -^��_;� .� �y+ �.��•.�.� � � �''. F• " � CONSTRUCTACCESS � '�.� j � �v < �, g�..:-. -r�^ ., � e �1"�� h !��- S . INTOPNOPOSED - - � k ��J � ��: .,� , ;� � . r� STEWART'SSHOP �F rs . � ^" '- FROM NEW ROADWAY - c . �F �1�°�. � Y,, t 'f� � f r �'-^�� ,� � , /'w �/ � ��,ri /��'�r.+?�� .-':R A�^ �.I ''�' �..� ' ..�, �� j �?C f X � M �.A . „y`' \ . l�I'' � � �� t 9i� ,.� .�� y i:�'� ... ' .. .' �"i } � ! ?' ��v �.� 1. nr x ? ��a„1� � � �, ��t,q� �; � 'l� '� �;f x.a:.��. . ''2�F 1. � S�" - a. f- �'��'� � r +� • ,�' "`� z � ��,, . �: y�r' � R.� fr�',J/',' ,�_ . r/' '�.�.=* �;�i .a,-. - . i �`. � ��:��5' ., _ ' �" },,, y . , ''a a 'i�� lt.; �r, . � `y' �"�'�-� •� 1` � ,,� .. .,�. c� ' ��'yy �4� -� s. . ��.fi , � `� 4 .. «�.� � 4 � . , �.. � � f� � .. � „ � a �� r,;a v,, t f. � , . . . � : . � .r✓ . � f�.t � �' ..:C . .x� ��F_. �' CONCEPT#1 � LAKE AVENUE/WEIBEL AVENUE :� Crei[�hton � INTERSECTION IMPROVEMENT ' J , STEWART'S SHOP � Manning � CITY OF SARATOGA SPRINGS, NEW YORK � PROJECT: 119-384 DATE: 05/2021 FIGURE: 9 Attachment A Concept Plan Stewart's Shop City of Saratoga Springs, New York � � .- - � � � � - :� �,,� - �� -=- ' _ y � � y� - .u ,,- � �� . I � . _ . " ' 4 , A r._ .. � -� ' ..i: ..; �. � _ D � � �,� , - � ' � � � - � � - _� � ; .i _ rn � r rn :� - - �. _ , � �" ; � � __.. , _ � , ♦ �: . � � �-� _,� - _ , � ��, .� �� - _ �� _ I �� . � _ � � � i� '�"�..�I�'� u�.� ; rn I� � � �.� �' � '� � ' � � -� � � , � , --� � -� � � �` � �- �., -- - - -- , -- --- -- � -------- - --- � �� - � � a �� - _ _ _ _ � � � - � � '� � � � � - - � ,� � -_ - _ _. . � ---- - - � -------! � K� � r ��s � _ \� _� � _ -- -�� '� �„�, � / � � � � � . , -- � =_ ---- � --- _ ��1� � �, _== :: ._:. ____--_---- � � Y �OUTE 2 � ��-- ' _ - - -- — — - _ — � � �`� — - �-� �� S� 9 � � �, . , ��i, _ ,�"� - =' - � - �,� -�. �' 1 � �� - � F � - � _ '� - _ - -- � � � . , ,w _ ��. . � - - - :. . - _.,� --- � - -. �, . --- � - - - -- � - _ _ . __ , __ - __� � �� m _, . � .. — -- _ - ,_ �= — — ----�--�--------_-----------� i I � � ,`\ //�--- I I ``\``�� i � � � I � o �� •� ��, ' ��. � � �° o� �� o I � ° �� 0 , , , ; �, . . � � � � , � � , � ,� I � -- , � � I ' � \ I � . ; � � � �, I ' . I � ' � . - . � \ � � °• �•° �� I � s. .� . � � �\ �\ � � ' �I I � I I ' � � -� � � \ � . , , � � � � � I � i � ml � . � � � \ --�_ � —�_ — .�. � _�_ � _�_ \ _�_ _ —�— _�_ \ —�--�_ � —�— �'--�----------------------------- 1 I I I � �n" `i Attachment 6 Traffic Volume Data Stewart's Shop City of Saratoga Springs, New York 119-348 Stewarts Lake Ave Saratoga-TMC �. 1� �r�,?,C1�''�t�(� Thu Jan 9, 2020 � ,�,, ,��. � J ' r; �-, Full Length(7 AM-9 AN� � '" i 4.,��u i��i k�_yj All Classes (Lights, Articulated Trucks and Single-Unit Trucks,Buses, Pedestrians, provided by:Creighton Manning Bicycles on Road, Bicycles on Crosswallc) Engineering, LLP AllMovements 2 Winners Circle, ID:738590,Location:43.084462, -73.744273, Site Code:119-348 Albany,NY, 12205,US Leg Lake Ave Lake Ave Weibel Ave Direction Eastbound Westbound Southbound Time L T U App Ped* T R U App Ped* L R U App Ped* fnt 2020-01-09 7:OOAM 13 34 0 47 0 BS ]7 0 102 0 20 23 0 43 0 192 7:15AM 19 30 0 49 0 86 30 0 116 0 15 23 0 38 0 203 7:30AM 21 39 0 60 0 114 26 0 140 0 18 41 0 59 0 259 7:45AM 34 51 0 85 0 109 28 0 137 0 17 47 0 64 0 286 HourlyTotal 87 154 0 241 0 394 101 0 495 0 70 134 0 204 0 940 S:OOAM 29 38 0 67 0 82 37 0 119 0 26 38 0 64 0 250 B:15AM 30 41 0 71 0 72 32 0 104 D 20 23 0 43 0 218 8:30AM 36 53 0 91 0 102 40 0 142 0 25 34 0 59 0 292 8:45AM 42 40 0 82 D 98 41 0 139 0 32 50 0 82 0 303 HourlyTotal 139 172 0 311 0 354 150 0 504 0 103 145 0 248 0 1063 9:OOAM 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 HourlyTotal 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 Total 226 326 0 552 D 749 251 0 1000 0 173 279 0 452 0 2004 %Approach 40.9% 59.1% 0% • - 74.9°/a 25.1% 0% • - 38.3% 61.7% 0°/a - - °/a Totel 11.3% 16.3% 0% 27.5°/a -37.4% 12.5% 0% 49.9% B.6% 13.9% 0% 22.6% - Lights 216 295 0 S11 715 239 0 954 151 265 0 416 1881 %Lights 95.6% 90.5% 0°/a 92.6% -95.5% 95.2% 0°/a 95.4% -87.3% 95.0% 0°/a 92.0°/a - 93.9% Areculated Trucks and Single-Unit Trucks 3 16 0 19 17 8 0 25 17 11 0 26 - 72 %Ardculated Trucks and Single-UnitTrucks 1.3% 4.9% 0% 3.4% 2.3% 3.2% 0% 2.5% 9.B% 3.9% 0% 6.2% - 3.6% Buses 7 15 0 22 ]7 4 0 21 5 3 0 8 51 %Buses 3.1% 4.6% 0% 4.0°/a 2.3% 1.6% 0°/a 2.1% 2.9% 1.1% 0°/a 1.8% - 2.5% Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 - 0 %Bicycles onRoad 0% 0% 0°/a 0% 0% 0% 0% 0% 0% 0% 0% 0% - 0% �C�L'Stl I�I15 " ' " ' � ' ' - ' � � - - " � �:'u P2(j�SLil�ll]ti ' ' - ' " ` - ' - ' ' T3icvcics un Crassc�alk - - - . � • - - - �� ' - ' ' � 9-� Bicvcles on Cross��alk - - - • - - - - - - ' - ' - *Pedeslrians and Bicycles on Crosswalk.L:Left, R:Right, T:Thru, U:U-Turn 1 of 4 119-348 Stewarts Lake Ave Saratoga-TMC � Cr�i htan Thu Jan 9,2020 '�`• � , _ � __ _ Full Length(7 AM-9 ANn � �1 . ._.',i �i i�4,`i` � •� All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians, provided by:Creighton Manning Bicycles on Road,Bicycles on Crosswalk) Engineering,LLP All Movements 2 Winners Circle, ID:738590,Location:43.084462,-73.744273, Site Code:119-348 Albany,NY, 12205,US [N]Weibel Ave Total:929 In:452 Out:477 m ch � � N � �` I� ,1 251 m f ,. N � O � O r Q � 749 � � � > o ` a, Q � � I T � T J o � 226 -_:. _� � � o J � � — �; W 5 326 O 2of4 119-348 Stewarts Lake Ave Saratoga-TMC � ��h�a� Thu Jan 9, 2020 �'• 4, ��,�_. ,_. _ ' --,,�., AMPeak(8AM-9A1Vn-OverallPeakHour � � '�f": ..t_ il '.'.6 '�_.I' All Classes(Lights, Articulated Trucks and Single-Unit Trucks,Buses, Pedestrians, provided by:Creighton Manning Bicycles on Road,Bicycles on Crosswalk) Engineering, LLP AllMovements 2 Winners Circle, ID:738590,Location:43.084462, -73.744273, Site Code:119-348 Albany,NY, 12205,US Leg Lake Ave Gake Ave Weibel Ave Direction Eastbound Westbound Southbound Time L T U App Ped* T R U App Ped" L R U App Ped*Int 2020-01-09 8:OOAM 29 38 0 67 0 82 37 0 119 0 26 38 0 64 0 250 8:15AM 30 41 0 71 0 72 32 0 104 0 20 23 0 43 0 218 8:30AM 38 53 0 91 0 102 40 0 142 0 25 34 0 59 0 292 8:45AM 42 40 0 82 0 98 41 0 139 0 3Z 50 0 82 0 303 Total 139 172 0 311 0 354 150 0 504 0 103 145 0 248 0 1063 %Approach 44.7% 55.3% 0°/a - - 70.2% 29.8% 0% - - 41.5% 58.5% 0°/a - - %Total 13.1% 16.2% 0% 29.3% • 33.3% 14.1% 0% 47.4% - 9.7% 13.6% 0% 23.3% - PHF O.B27 0.811 - 0.854 - 0.868 0.915 - 0.887 - 0.805 0.725 - 0.756 - O.B77 Lights 133 150 0 283 337 143 0 480 - 86 ]36 0 222 985 %Lights 95.7% 87.2% 0% 91.0% -95.2% 95.3% 0% 95.2% -83.5% 93.6% 0°/a 89.5% -92.7% Ardculated Trucks and Single-UnitTrucks 3 13 0 16 9 4 0 13 - 12 7 0 19 48 %Articulated Trucks and Single-UnitTrucks 2.2% 7.6°/a 0% 5.1% 2.5% 2.7% 0% 2.6% - 11.7% 4.8% 0% 7.7% 4.5% Buses 3 9 0 12 S 3 0 11 5 2 0 7 30 %Buses 2.2% 5.2% 0% 3.9% 2.3% 2.0°/a 0% 2.2% - 4.9°/a 1.4% 0% 2.8°/a - 2.8% Bicycles on Road D 0 0 0 0 0 0 0 - 0 0 0 D - 0 %Bicycles onRoad 0% 0°/a 0°/o 0°/a 0% 0% 0°/a 0% - 0% 0°/a 0°/a 0% - 0% Pedesnians - - - • � - • - - � - - - - D °iu Pedesuians - - - - - - • - - - • - • • - Bicvcles on Crosswall: - - - • 0 - • - ` � - - - - � % 13icvcles on Crosswalk - - - • - • - - ' ' " ' *Pedestrians and Bicycles on Crosswalk L:Le ft, R:Right, T:Tlu-u, U:U-Turn 3of4 119-348 Stewarts Lake Ave Saratoga-TMC `� �r�j�h�C�fi Thu Jan 9, 2020 �:- , r " _ _ AMPeak(8AM-9ANn-OverallPeakHour � �'''`''I�:';.�.i ��~�.� ;s_,' All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians, provided by:Creighton Manning Bicycles on Road,Bicycles on Crosswalk) Engineering,LLP AllMovements 2 Winners Circle, ID:738590,Location:43.OS4462,-73.744273, Site Code:119-348 Albany,NY, 12205,US [N]Weibel Ave Total:537 In:248 Out:289 � � � o T T � 1 150 � � .. � rn — o � � � � 354 � � > Q o :I � Q Y � ' -.. _ _ � m � � .J oT 139 - N � J � � _ .. W ('7 ? u C 172 O 4of4 119-348 Stewarts Lake Ave Saratoga-TMC � ��'�?� h�(�� Wed Jan 8, 2020 �` _ �� {'� +�'��' �- f� t.y, Full Length(4 PM-6 PNn _��! .�.f��i ..+ All Classes (Lights,Articulated Trucks and Single-Unit Trucks,Buses, Pedestrians, provided by:Creighton Manning Bicycles on Road, Bicycles on Crosswalk) Engineering,LLP AllMovements 2 Winners Circle, ID:738589, Location:43.084462, -73.744273, 5ite Code:119-348 Albany,NY, 12205,US Leg Lake Ave Lake Ave Weibel Ave Direction Eastbound Westbound Southbound Time L T U App Ped* T R U App Ped* L R U App Ped* Int 2020-01-OB 4:OOPM 69 75 0 144 0 65 45 0 110 0 73 53 0 126 0 380 4:15PM 85 75 0 160 0 55 54 0 109 0 7B 70 0 148 0 417 4:30PM 50 BS 0 135 0 51 40 0 91 0 74 69 0 143 0 369 4:45PM 53 B3 0 136 0 67 64 0 131 0 71 70 0 141 0 408 Hourly Total 257 318 0 575 0 238 203 0 441 0 296 262 0 558 0 1574 S:OOPM 62 108 0 170 0 47 40 0 87 0 75 62 0 137 0 394 S:15PM 56 93 0 149 0 SB 48 0 106 0 67 82 0 149 0 404 5:30PM 55 76 0 131 0 52 40 0 92 0 57 54 0 111 0 334 5:45PM 56 67 0 123 0 40 38 0 78 0 63 61 0 124 0 325 HourlyTotal 229 344 0 573 0 197 166 0 363 0 262 259 0 521 0 1457 6:OOPM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 D 1 Hourly Total 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 Total 487 662 0 1149 0 435 369 0 804 0 558 52] 0 1079 0 3032 %Approach 42.4% 57.6°/o 0% - - 54.1% 45.9% 0% - -51.7% 48.3% 0% - - %Total 16.1% 21.9% 0°/o 37.9%a • 14.3% 12.2% 0% 26.5% - 18.4% 17.2°/o 0% 35.6% - Lights 484 660 0 1144 429 364 0 793 553 510 0 1063 - 3000 °/a Lights 99.4% 99.7% 0°/a 99.6°/a -98.6% 98.6% 0% 98.6°/a -99.1% 97.9% 0% 98.5% • 98.9% Arliculated Trucks and Single-Unit Trucks 1 2 0 3 - 6 3 0 9 4 0 0 4 16 %Ardculated Trucks and Single-UnitTrucics O.Z% 0.3% 0% 0.3% - 1.4% 0.8% 0% 1.1% - 0.7% 0% 0% 0.4% 0.5% Buses 2 0 0 2 0 2 0 2 ] 11 0 12 16 %Buses 0.4% 0% 0% 0.2°/a - 0% 0.5% 0% 0.2% • 0.2% 2.1°/a 0% 1.1% 0.5% Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 %Bicycles on Road 0% 0% 0% D% - 0% 0% 0°/o 0°/a 0% 0% 0°/a 0% 0% Pedestiians - - - - 0 . _ _ . p _ . . - 0 "ru Pedesuians - . . - - - - - • - - • • - - FiicVcleti un Cross��alk - - - - � - - - • 0 - • • • 0 ",-6 Bincles on Oosswalk - • - - - - - • • - ' ' - ' y Pedestrians and Bicycles on Crosswalk.L:Left, R:Right, T:Thru, U:U-Turn 1 of 4 119-348 Stewarts Lake Ave Saratoga-TMC � � �r(f?� ��(]� Wed Jan 8, 2020 �, ' � �_ FullLength(4PM-6P1Vn r 'I'.��i`_'.i '.. `.�I i:..t All Classes (Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians, provided by:Creighton Manning Bicycles on Road,Bicycles on Crosswalk) Engineering,LLP AllMovements 2 Winners Circle, ID:738589,Location:43.084462, -73.744273, Site Code:119-348 Albany,NY, 12205,US [N]Weibel Ave Total:1935 In:1079 Out:856 T � N � � � � ; P �, � � 369 � LO - ��':_,� _ � � - - - I �� 00 Q� � j � > Q o0 435 � NQ 0 Y N -- � N Y J o o J � � 487 0 � W � N `'� T - T � c 662 � 2of4 119-348 Stewarts Lake Ave Saratoga-TMC � �r[i� hL�� Wed Jan 8, 2020 �# � _ � _ PMPeak(4:15PM-5:15P1Vn-OverallPeakHour � ��;``''�'.'�.8tl lif��i¢� :�! All Classes (Lights,Articulated Trucks and Single-Unit Trucks,Buses, Pedestrians, Provided by:Creighton Manning Bicycles on Road, Bicycles on Crosswalk) Engineering, LLP All Movements 2 Winners Circle, ID:738589, Location:43.084462, -73.744273, Site Code:119-348 Albany,NY, 12205,US Leg Lake Ave Lake Ave Weibel Ave Direction Eastbound Westbound Southbound Time L T U App Ped* T R U App Ped* L R U App Ped* fnt 2020-01-OB 4:15PM 85 75 0 160 0 55 54 0 109 0 78 70 0 148 0 417 4:30PM SO 85 0 135 0 51 40 0 91 0 74 69 0 143 0 369 4:45PM 53 83 0 136 0 67 64 0 131 0 71 70 0 141 0 408 S:OOPM 62 108 0 170 0 47 40 0 67 0 75 62 0 137 0 394 Total 250 351 0 601 0 220 198 0 418 0 298 271 0 569 0 1588 %Approach 41.6% 58.4% 0°/a - -52.6% 47.4% 0% - -52.4% 47.6% 0% - - %Total 15.7% 22.1% 0% 37.8% - 13.9% 12.5% 0% 26.3% - 18.8% 17.1% 0% 35.8% - PHF 0.735 O.B13 - 0.884 - 0.821 0.773 - 0.798 - 0.955 0.968 - 0.961 - 0.952 Lights 249 349 0 598 218 197 0 415 - 294 265 0 559 - 1572 %Lights 99.6% 99.4°/a 0% 99.5% - 99.1°/a 99.5% 0°/a 99.3% •98.7% 97.8% 0% 98.2% • 99.0°/a Aruculated Trucks and Single-UnitTrucks 1 2 0 3 2 0 0 2 3 0 0 3 8 %Ardculated Trucks and Single-UnitTrucks 0.4% 0.6°/a 0% 0.5% 0.9% 0% 0% 0.5% 1.0°/a 0% D% 0.5% - 0.5% Buses 0 0 0 D 0 1 0 1 I 6 0 7 8 %Buses 0% 0% 0% 0°/a 0°/a 0.5% 0% 0.2% 0.3% 2.2% 0% 1.2% - 0.5% Bicycles on Raad 0 0 0 0 0 0 0 0 0 0 0 0 - 0 %Bicycles on Road 0% 0% 0% 0% 0% 0% 0% 0% 0°/a 0% 0% 0% 0% Pedestrians - - - - 0 - • - • p - • • - 0 °iu Pedcsliians - - - - - - - - • - • - ` - Bicvcics on G-oss��all: - - - - � • - - ` � • • - - � °io Bicvcles on Crosswalk - • - • - - • - - ' ' ' ' �Pedestrians and Bicycles on Crosswalk.L:Left, R:Right, T:Tln�u, U:U-Turn 3of4 119-348 Stewarts Lake Ave Saratoga-TMC � � ��'(T! �"�t�]� Wed Jan B, 2020 �� , .' � � PMPeak(4:15PM-5:15P1Vn-OverallPeakHour `.'?�ti�l.iil i,i 'y__ All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians, provided by:Creighton Manning Bicycles on Road, Bicycles on Crosswalk) Engineering,LLP AllMovements 2 Winners Circle, ID:738589,Location:43.084462,-73.744273, Site Code:119-348 Albany,NY, 12205,US [N]Weibel Ave Tota1:1017 In:569 Out:448 � � rn N N � I ±� 198 � rn " - � , � ; � �; - � NO 220 � cncQ Q � � � � — � Y `1 .. — — � � cd � �=�� J J � 250 � � ^ � rn W r � u O (D � -- _.. ......_ - I �; I � C I � 351 4of4 119-348 Stewarts Lake Ave Saratoga-TMC � � ��'��C1h�O(� Thu Jan 9, 2020 '� Full Le n g th(7 AM-9 AM] � ,�'"+}��--�[�i� 'I•f`-��_� All Classes (Ligh�s,Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, provided by:Creighton Manning Bicycles on Road, Bicycles on Crosswallc) Engineering,LLP AllMovements 2 Winners Circle, ID:738588,Location:43.084421, -73.743153, Site Code:119-348 Albany, NY, 12205,US Leg Lake Ave Lake Ave GilbertRd Direction Eastbound Westbound iVorthbound Time T R U App Pedx L T U App Ped* L R U App Ped* fnt 2020-01-09 7:OOAM 35 9 0 44 0 34 94 0 128 0 6 3 0 9 0 181 7:15AM 38 5 0 43 0 41 105 0 146 0 10 8 0 18 0 207 7:30AM 44 5 0 49 0 30 127 0 157 0 8 9 0 17 (1 223 7:45AM 46 7 0 53 0 27 127 0 154 0 7 8 0 15 0 222 HourlyTotal 163 26 0 189 0 132 453 0 585 0 31 28 0 59 0 833 8:OOAM 51 9 0 60 0 24 99 0 123 0 12 12 0 24 U 207 8:15AM 43 8 0 51 0 20 92 0 112 0 5 7 0 12 0 175 8:30AM 61 7 0 68 0 27 128 0 155 0 12 15 0 27 0 250 8:45AM 51 9 0 60 0 27 117 0 144 0 15 17 0 32 0 236 Hourly Total 206 33 0 239 0 98 43fi 0 534 0 44 51 0 95 0 868 9:OOAM 1 1 0 2 0 0 0 0 0 D 0 0 0 0 D 2 HourlyTo[al 1 1 0 2 0 0 0 0 0 0 0 0 0 0 0 2 Tatal 370 60 0 430 0 230 B89 0 1119 0 75 79 0 154 0 1703 °/a Approach 86.0% 14.0% 0% - - 20.6% 79.4°/o 0% - -48.7% 51.3% 0% - %Total 21.7% 3.5% 0% 25.2% - 13.5% 52.2°/o 0°/a 65.7°/a - 4.4°/o 4.6% 0°/o 9.0% - Lights 326 55 0 381 226 848 0 1074 - 73 73 0 146 1601 %Lights 88.]% 91.7% 0% 88.6% -98.3°/a 95.4% 0% 96.0% -97.3% 92.4% 0% 94.8% • 94.0% Articulated Trucks and Single-UnitTrucks 28 3 0 31 1 22 0 23 1 3 0 4 58 %Articulated Trucks and Single-UnitTrucics 7.6% 5.0% 0% 7.2% 0.4% 2.5% 0% 2.1°/a - 1.3% 3.8% 0% 2.6% 3.4% Buses 16 2 0 18 3 19 0 22 1 3 0 4 44 %Bu5es 4.3% 3.3% 0% 4.2°/a 1.3% 2.1% 0% 2.0% 1.3% 3.8% 0% 2.6% 2.6% Bicycles on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 %Bicycles on Road 0% 0% 0% 0% 0% 0% 0% 0% 0% 0°/a 0% 0% - 0% Pedestiians - - - • 0 • • - • 0 - - - - 0 nb PE'(�e5LI1�1I15 - • _ . - • _ ' _ _ " _ ' Ricvcles un Crosscti��lk - - - • 0 - - - - � - - - ' �� ",,b [3ic�cles on Crosswalk • - - - • - - • - ' ' - • - *Pedestrians and Sicycles on Crosswalk.L:Left, R:Right, T:Thru, U:U-Turn 1 of 4 119-348 Stewarts Lake Ave Saratoga-TMC ''� ��"(�]� �t(�(� Thu Jan 9, 2020 �" - � - r � • FullLength(7AM-9A1V� � �� i� • : , (~,;: -,r i �� ,� .,. -� --I -� All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians, provided by:Creighton Manning Bicycles on Road,Bicycles on Crosswalk) Engineering,LLP AllMovements 2 Winners Circle, ID:738588,Location:43.084421,-73.743153, Site Code:119-348 Albany,NY, 12205,US � :��, 889 °' cc � T ^` � C / ` O f - _ / � � � � � 23� ,� � T ,I Y � � J o � 370 ' � . � � W � � 60 _ _ � ,_, 0 1 � � � � � Out:290 In:154 Total:444 (S] Gilbert Rd 2of4 119-348 Stewarts Lake Ave Saratoga-TMC � � ��'(�,�t'1��('1 Thu Jan 9, 2020 � � t r��,-.. ._ AMPeak(8AM-9AIV�-OverallPeakHour -`��'9: �� i� ��' �'..�� All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, provided by:Creighton Manning Bicycles on Road, Bicycles on Crosswalk) Engineering,LLP AllMovements 2 Winners Circle, ID:738588,Location:43.084421, -73.743153, Site Code:119-348 Albany,NY, 12205,US Leg Lake Ave Lake Ave Gilbert Rd Direction Eastbound Westbound Northbound Time T R U App Ped* L T U App Ped* L R U App Ped* In[ 2020-01-09 B:OOAM 51 9 0 60 0 24 99 0 123 0 12 12 0 24 0 207 8:15AM 43 8 0 51 0 20 92 0 112 0 5 7 0 12 0 175 8:30AM 61 7 0 68 0 27 128 0 155 0 12 15 0 27 0 250 8:45AM 51 9 0 60 0 27 117 0 144 0 15 17 0 32 0 236 Tatal 206 33 0 239 0 98 436 0 534 0 44 51 0 95 0 868 %Approach 86.2% 13.8% 0°/a - - 18.4% 81.6% 0% - -46.3% 53.7% 0% - °/a Total 23.7% 3.8% 0°/o 27.5% - 11.3% 50.2% 0% 61.5°/a 5.1% 5.9% 0% 10.9°/a - PHF 0.844 0.917 - 0.879 - 0.907 0.852 - 0.861 - 0.733 0.750 - 0.742 - 0.868 Lights 173 28 0 201 94 475 0 509 43 45 0 88 - 798 °/a Lights 84.0°/a 84.8% 0% 84.1°/a -95.9% 95.2% 0% 95.3% -97.7% 88.2% 0% 92.6% - 91.9°/a Mdculated Trucks and Single-UnitTrucks 22 3 0 25 1 11 0 12 1 3 0 4 41 %Articulated Trucks and Single-UnitTrucics 10.7% 9.1% 0% 10.5% - 1.0% 2.5°/a 0% 2.2% 2.3% 5.9% 0% 4.2% - 4.7% Buses ]1 2 0 13 - 3 10 0 13 0 3 0 3 - 29 %Buses 5.3°/a 6.1% 0% 5.4°/a - 3.1% 2.3% 0% 2.4°/a 0% 5.9% 0°/a 3.2°/a - 3.3% Bicycles an Road 0 0 0 0 0 0 0 0 - 0 0 0 0 - 0 °/a Bicycles on Road 0% 0% 0% 0% - 0% 0% 0% 0% - 0% 0% 0% 0°/a - 0% Pedestrians - - - • � • - - ' � • - - - � °ib Pedestrians - - - - • - • - - ' - ` - - Bicvcics on Crosswall: - - - - � • - • - � ' - • - � % Bicvcles on Ciass��alk - - - - - - - - - ' ' ' " *Pedestrians and Bicycles on Crosswalk.L:Left, R:Rigl�t, T:Tlu�u, U:U-Turn 3of4 119-348 Stewarts Lake Ave Saratoga-TMC � �� '��"1�"��(�('� Thu Jan 9,2020 J AMPeak(8AM-9�1IN)-��erallPeakHour � . _i;.�.`-':�^•�,�-�� All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians, provided by:Creighton Manning Bicycles on Road,Bicycles on Crosswalk) Engineering,LLP AllMovements 2 Winners Circle, ID:738588,Loeation:43.084421,-73.743153, Site Code:119-348 Albany,NY, 12205,US 0 436 M ao � � � � � � � y � __ _ _ > Q rn � _ - 98 Q, Q � ^ ^ ^_ � N .. � Jo rn i � o J � � N ZO6 �' ~ W c 33 0 `� � � � T � � Out:131 In:95 Total:226 [S] Gilbert Rd 4of4 119-348 Lake Ave Saratoga-TMC � � ��"��C1h�(Jn Wed Jan 8, 2020 � ,; ri __. :J_ FullLength(4 PM-6 P1V� t�'�.'�s,u i ��I ��1.�,.�� All Classes (Lights,Articulated Trucks and Single-Unit Trucks,Buses, Pedestrians, provided by:Creighton Manning Bicycles on Road, Bicycles on Crosswalk) Engineering,LLP AllMovements 2 Winners Circle, ID:738587,Location:43.084421, -73.743153, Site Code:119-348 Albany,NY, 12205,US Leg Lake Ave Lake Ave GilhertRd Direction Eastbound Westbound Northbound Time T R U App Ped* L T U App Ped* L R U App Ped* Int 20Z0-01-OB 4:OOPM l07 30 0 137 D 14 79 0 93 0 22 17 0 39 0 269 4:15PM 115 22 0 137 0 16 80 0 96 0 25 28 0 53 0 296 4:30PM 114 30 0 144 0 12 70 0 82 D 23 21 0 44 0 270 4:45PM 117 34 0 151 0 6 97 0 103 0 26 19 0 45 0 299 HourlyTotal 453 116 0 569 0 48 326 0 374 0 96 BS 0 1B1 D 1124 S:OOPM 130 39 0 169 0 12 64 0 76 0 15 21 0 36 0 281 5:15PM 129 31 0 160 0 11 74 0 BS 0 18 40 0 58 0 303 5:30PM 98 19 0 117 D 7 71 0 78 0 12 19 0 31 U 226 5:45PM 86 31 0 117 0 11 60 0 71 0 10 24 0 34 0 222 Hourly Total 443 120 0 563 0 41 269 0 310 0 55 104 0 159 0 1032 Tatal 896 236 0 1132 0 89 595 0 684 0 151 189 0 340 0 2156 %Approach 79.2% 20.8% 0% - - 13.0% 87.0% 0% - -44.4% 55.6% 0% - - %Totel 41.6% 10.9% 0% 52.5% 4.1% 27.6% 0°/a 31.7% - 7.0% 8.8% 0% 15.8% - Lights 889 236 0 1125 87 585 0 672 150 169 0 339 - 2136 °/a Lights 99.2% 100% 0% 99.4% - 97.8% 98.3% 0% 98.2% -99.3% 100% 0% 99.7% - 99.1% Ardculated Trucics and Single-Unit Trucks 6 0 0 6 0 8 0 8 1 0 0 1 15 %Ardculated Trucks and Single-UnitTrucics 0.7% 0% 0% 0.5% 0% 1.3% 0% 1.2% 0.7% 0% 0% 0.3% 0.7% Buses 1 0 0 1 - 2 2 0 4 0 0 0 0 5 %Buses 0.1% 0% 0% 0.1% - 2.2°/a 0.3% 0% 0.6% 0% 0% 0% 0°/a 0.2% Bicycles on Raad 0 0 0 0 0 0 0 0 0 0 0 0 0 °/a Bicycles on Road 0% 0°/a 0°/a 0% - 0% 0% 0% 0% 0% 0% 0°/a 0% 0°/a Pedesnians - • - - � - • - - � • • . � % Pedes[rians • - - • - . . . . ' - - - - Bicycles on Ciusswalk - - - - 0 - • - - 0 - • - - 0 °io Bicycles on Crosswall: - • • - - - - - ' - ' ' - " *Pedestrians and BicVcles on Crosswalk.L:Left, R:Right,T:Tl�ru, U:U-Turn 1 of 4 �._ 119-348 Lake Ave Saratoga-TMC � � ��'�],C1h��]['] Wed Jan 8,2020 � J FullLength(4 PM-6 PNn s �1 � 1 ' '� All Classes (Lights,Articulated Trucks and Single-Unit Trucks,Buses,Pedestrians, provided by:Creighton Manning Bicycles on Road,Bicycles on Crosswalk) Engineering,LLP AllMovements 2 Winners Circle, ID:738587,Location:43.084421,-73.743153, Site Code:119-348 Albany,NY, 12205,US � 595 � � ' � � � � > Q � � '^ — - 5c°�oQ � r° '� -- 89 T Y cd J o , f - � oJ �, c� 896 i o W � � c O 236 it:' � .. rn � � Out:325 In:340 Total:665 [S] Gilbert Rd 2of4 119-348 Lake Ave Saratoga-TMC � ; ��"(�]��"'1htQ[7 Wed Jan 8, 2020 � J • _ ._ PMPeak(4:30PM-5:30P1Vn-OverallPeakHour ��y'+�F�.�.�.�'r I;'� ��! I t!.,� All Classes (Lights,Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, provided by:Creighton Manning Bicycles on Road, Bicycles on Crosswalk) Engineering, LLP AllMovements 2 Winners Circle, ID:738587,Location:43.084421, -73.743153, Site Code:119-348 Albany, NY, 12205,US Leg Lake Ave Lake Ave Gilbert Rd Direction Eastbound Westbound Northbound Time T R U App Ped* L T U App Ped* L R U App Ped* Int 2020-01-08 4:30PM 114 30 0 144 0 12 70 0 82 D 23 21 0 44 0 270 4:45PM 117 34 0 151 0 6 97 0 103 0 26 19 0 45 0 299 S:OOPM 130 39 0 169 0 12 64 0 76 0 15 21 0 36 0 2B1 S:15PM 129 31 0 160 0 11 74 0 85 0 1B 40 0 58 0 303 Total 490 134 0 624 0 41 305 0 346 0 82 101 0 193 0 1153 %Approach 78.5% 21.5% 0°/a - - 11.8% 88.2% 0% - - 44.8°/a 55.2% 0% - - %Total 42.5% 11.6% 0% 54.1°/a - 3.6% 26.5% 0% 30.0% 7.1% 8.8% 0°/a 15.9% PHF 0.942 0.859 - 0.923 - 0.854 0.786 - 0.840 - 0.788 0.631 - 0.789 • 0.951 Lights 487 134 0 621 41 303 0 344 B1 101 0 182 1147 %Lights 99.4% 100°/a 0% 99.5% - 100% 99.3% 0% 99.4% -98.8% 100% 0% 99.5% - 99.5°/a Articulated Trucks and Single-UnitTrucks 2 0 0 2 - 0 2 0 2 ] 0 0 1 5 %Areculated Trucics and Single-UnitTrucks 0.4% 0°/a 0% 0.3% 0% 0.7% 0% 0.6% 1.2% 0% 0°/a 0.5% 0.4% Buses 1 0 0 1 0 0 0 0 0 0 0 0 1 %Buses 0.2% 0% 0% 0.2% 0% 0% 0% 0°/a 0% 0% 0% 0% 0.1°/a Bicycles on Raad 0 0 0 0 - 0 0 0 0 0 0 0 0 0 °/u Bicycles on Road 0°/u 0% 0°/u 0% - 0% 0°/u 0% 0% - 0% 0% 0% 0°/n 0% Pedestiians - • - - U - - - - � - - - ' 0 °u Pedesuians - • - - - - - - - - ` . . . - Bicvcics on Cross�a•alk - - - - 0 - - • - � - • ' ' � °�o Bicycles on Crosswalk - - - - - • - - - ' ' - ' *Pedestriaos and Bicycles on Crosswalk.L:Left, R:Right, T:Tliru,U:U-Turn 3of4 119-348 Lake Ave Saratoga-TMC � ��^�!��]h�� Wed Jan 8, 2020 �"Y- , ;-; -� ~'_ _ PMPeak(4:30PM-5:30PNn-OverallPeakHour � "��'�li� �'rA•:I °iI ':,._., All Classes(Lights,Articulated Trucks and Single-Unit Trucks,Buses, Pedestrians, provided by:Creighton Manning Bicycles on Road,Bicycles on Crosswalk) Engineering,LLP AllMovements 2 Winners Circle, ID:738587, Location:43.084421,-73.743153, Site Code:119-348 Albany,NY, 12205,US � M � 305 M � � :r .. ¢ Q T � C f� N � � 41 — °M' � Y .. � � _ Y J o � � J � . , w N 490 °�' co � c p ---� _ 134 ' �" �, :, 1 N 00 O T Out:175 In:183 Total:358 [S] Gilbert Rd 4of4 ,� ;Cteigh[an � .:� . :. . Project No.: 119-348 File Name : 119348 AM_Stewarts Drwys-Lake Ave-Gilbert_20200109 Counted By: MPF Site Code : 00000000 Location: Stewarts Drwys/L�!#erlA�ul�eilb�r`8F�20 AM Peak Page No : 1 Grou s Printed-Class 1 Southbound Westbound Northbound Eastbound Start Time Right Thru Left RTpR ano ro�i Ri ht i Thru Left RTOR nma.rani Right� Thru L2ft RTOR noo.ro�i Right Thru Left� RTpR n„robi Int rrnal� tl7 QQ AM 0 0 9 4 � tl p 0 5 4 1l 0 16 15 a 0 � 15 3H 07:�SAM 0 0 � G 0 0 I! 8 p 8 3 6 5 0 B 7 � 0 0 7 23 07:30 AM 0 0 � 0 0 0 0 7 0 3 3 4 12 0 15 12 0 0 0 12 30 67d5AM 0 0 G 6 0 0 0 7 � 7 4 6 8 0 12 19 0 0 0 16 37 tolal� Q Q 4 0 � a 5 Q 25. 1 b 39 tF 51 I 52 S1 9 Q�5 Yg8 OB:00 AM 0 0 0 0 0 B 0 3 0 � 7 6 7 0 14 12 0 0 0 12� 29 00:15 AM 0 0 0 4 0 0 U S 0 i 5 6 11 0 16 12 0 0 0 12 32 OB:30 AM 0 0 R 4 0� 0 0 5 0 5 d 0 5 0 9 10 0 0 0 10 24 C845AM O 0 0 0 0 ❑ a a 0 3 5 � 7 4 �2 1G 9 U U �5 31 � Tolm q P 4 0 0' 6 ��k 15 0 �5 :5�'il�� a0 0 5:�� 5a � Q 0 sn i36 Grand Totel 0 0 0 0 0� 0 0 40 0 40� 36 0 66 0 102� 102 0 0 0 102� 244 Apprch% 0 0 0 0 0 0 100 0 35.3 0 64 7 0 100 0 0 0 Total% 0 0 0 0 0 0 0 16.4 0 16.4 14.8 0 27 0 41 B 41.8 0 0 0 41 B �,�ti Credghltpn Project No.: 119-348 File Name : 119348 AM_Stewarts Drwys-Lake Ave-Gilbert 20200109 Counted By: MPF Site Code : 00000000 Location: Stewarts Drwys/L�Iterl�l�eul�eilb�I9F�20 AM Peak Page No : 2 Southbound � Westbound NoRhbound Eastbound Start Rig` Thr Time ht� u Left ar�, ppp roiei qqn Tnn, Left RTOR� Ppp Taml Right ThN L@{�� RTOR App Tolel Right Thru Left RTOR App Tolel Inl Total Pca�ic Hau!Mplyil�F�Gm m7'[if�AM ta8&A5 AM-Pcax 1 M 1 Peak Hour}or EN+re Inteisecllon Beglns at 07:00 AM 07:00 AM 0 0 0 0 0 0 0 7 0 7 6 0 11 0 „ 15 0 0 0 15 � 07:15 AM 0 0 0 0 0 0 0 a 0 8 3 0 5 0 8 7 0 0 0 7 23 07:30 AM 0 0 0 0 0 0 0 3 0 3 3 0 72 0 15 12 0 0 0 12 30 07:45 AM 0 0 [} 0 0 0 0 7 0 7 4 0 8 0 12 18 0 4 4 48: 37 rote�vomme� 0 0 0 0 0 0 0 25 0 25 15 0 36 0 51 � 52 0 0 0 52 I 128 9h App Tdal 0 0 0 0 0 0 100 0 29.4 0 70.6 0 100 0 0 0 PHf .000 .000 .000 .000 .000 .000 .000 .781 .000 .781 ] 750 .000 .750 .000 .797! .722 .000 .000 .000 .722 I .842 Out In Total 77 �0� 77 1 �.' l . a aL.__._.oi o. l.eft Thru Righl RTpR �i � � Peak Hour Data �� i�, � Lr o � r ya ? �•� �� North � r� �� '��' —`� �� Peax Mnur Begins at a7:00� � � } o� � iJ � � � _,� Glass 1 . �a, Q� o� �� o O Cj �m � ��„'� — L � � ��h! Thr�u Lafl R7❑R (�' 1 S I 4 I 3G ❑ �0 61 51 Out In Total ��t Cr�ighevn Project No.: 119-348 File Name : 119348 Stewarts Drwys-Lake Ave-Gilbert_20200109 Counted By: MPF Site Code : 11934801 Location: Stewarts Drwys/Lake �tel�Dla�t RGU8/2020 Comments: PM Peak Page No : 1 Grau s Printed-Class 1 Southbound Westbound I Northbound Eastbound Start Time Right Thru Left; RTOR nao.Tomi Ri ht Thru j Left i RTOR ano.roai Right Thru Left T RTOR �o,.xooa Right Tnru� Left RTOR na rw� Int Total I oa.imRM o 0 o m o o z o z �i o ii zz o v ❑ � <s 04:15 PM D d D 0 0 0 0 8 0 9 5 0 3 9 8 12 0 0 0 12 29 O4 30 PM ❑ 0 0 0 !! Q 0 4 � 4 10 6 7 � 17 27 d 4 0 27 4B Lw+SPM 0 Q 0 0 0 0 0 5 Q 5 9 0 9 R 1B 14 0 0 0 14 37 Tbt11� B 0 � 0 0 k 24 � � U LS 75 0 0 0 75 I 15.1` 05:00 PM Q 0 0 0 0 0 0 3 6 3 7 6 13 0 20 20 S7 0 0 20 43 05:15PM 0 0 0 0 � 0 0 3 0 2 10 Q B 0 1B 10 U 0 0 �0 30 05:30PM d 0 0 0 0 0 0 2 6 2 5 B 9 0 14 17 d 0 0 17 33 45s5PM 0 ❑ ❑ 0 a � a 0 a Q S d fi 0 t2 �t 0 U 0 PS 33 fa:ad� 9 � 0 0 4 0 0 7 0 7 78 0 35 ❑ GR C$ 9 0 fl 55 3 139 Grand Totel I 0 0 0 0 0 0 0 27 0 27 63 0 66 0 129 143 0 0 0 143 299 Apprch%I 0 0 0 0 0 0 100 0 48.8 0 51.2 0 100 0 0 0 Total%� 0 0 0 0 0 0 0 9 0 9 21.1 0 22.1 0 43.1 47.8 0 0 0 47.8 ��ti CreigF�ton Project No.: 119-348 File Name : 119348 Stewarts Drwys-Lake Ave-Gilbert_20200109 Counted By: MPF Site Code : 11934801 Location: Stewarts Drwys/Lake �tel�iDla�t RGU8/2020 Comments: PM Peak Page No : 2 � � Southbound Westbound Northbound Eastbound � � Start Rig Thr Time ht U�Le� RTOR� n�rae� R�� Thru Left RTOR App Tolal R19F1� Tnru Left RTOR� Apv T��I Right Thru L8ft I RTOR Npp Tatel IfII TOlal Pe�¢HwY Rna�}9R�r0.Ad pQ Ph11a Gi�55 PM._A��k 1 pl 1 Peak Hour for EMire Inteisectlon 6eglns at 04:00 PM 04:00 PM 0 0 0 0 0 0 0 2 0 2 0 „ 0 ,� 22 0 0 0 22 46 04:15 PM 0 0 0 0 0 0 0 . 0 9 5 0 3 0 8 12 0 0 0 12 29 04:30 PM 0 0 0 0 0 0 0 4 0 4 10 0 7 0 17 27 0 0 0 27 48 04:45 PM 0 0 fl a 0 0 0 5 0 5 9 0 9 0 18 14 0 � � 14 37 To�el vo�ume 0 0 0 0 0I 0 0 20 0 20 35 0 30 0 65 75 0 0 0 75 160 �apn Tota� 0 0 0 0 l 0 0 100 0 53.8 0 46.2 0 100 0 0 0 PHF o00 .000 .000 .000 .000 ' .000 .000 .ses .000 .556 .�ss .oao .sa2 .000 .739 I .ssa .000 .000 .000 .69a_ .833 Out In Total 95 �95 �� 4 UI 0: a a 1.�If1 Thru Ri�ht RT[7R 1--' � �► Peak Hour Data �°� r��,-? L�� o �� Z "o o^ North C�"� IbI�� _"_ — ~��Q — o F'eak Haur Begins al fl4;U0 P �r-- —f�� c �,_ n' �-�� CIeSS 1 �r ?o� �m '�iD Q� cn d �� _ � �-, T r �rl ht Thru Left FtTLIR f 35 Vl 3Q� DO �_65:: 65 Out In Total ��Creia}h[on Project No.: 119-348 File Name : 119348 AM_Stewarts Drwys-Lake Ave-Gilbert 20200109 Counted By: MPF Site Code : 00000000 Location: Stewarts Drwys/La'1ter�ilb��flF�20 AM Peak Page No : 1 Grau s Printed-Class 2 --- , Southbound Westbound Northbound Eastbound Start Time Right Thru Left I RTOR� nno rom� Right� Thru L@ft RTOR n�o-om Right Thru L6ft RTOR noo rmai Ri ht Thru! Left� aroR�1. noo romi Int iotal� O7'OP AM -0 0 0 � 4 � 0 � 0 0 0 1 9 1 4 D 1 0 5 70 07:15 AM 4 0 0 f+ 9 9 a ❑ 6 0 0 0 2 0 T B ❑ 3 0 11 22 0730AM '� 0 0 7 5 G Q 0 0 0 0 0 2 Q 2 9 0 7 0 1� 17 67:R5AN1 7 ❑ 0 0 2 0 a 0 0 C1 A 0 3 0 3 S � 3 d 0 13 o[it: a7 9 d �a 7�� ❑ 8 0 6 � 0 S Q 0 38 a 0 34 j� B7 OB:QO AM� P 0 0 0 0 9 0 0 0 0 0 0 2 0 2 3 0 3 0 6 8 OB15AM^ 1 0 0 e7 3 P ❑ 0 0 a d 0 � ❑ 1 3 9 3 0 5 9 OB:30 AM I � 0 0 7 6 dl D 0 0 0 0 0 2 � 3 1 F7 a 0 5 13 i-0-051M. a 6 Q 0 d � � 0 � 0 U�0 0 a 4 4 13 0 5 ❑ �B 26 7y.Ai I 73 D p 0� 17 � R ��C 9 0 0. U 0 9 �+ 9 I 74 0�� t� � �+I� 56 Grand Totel � 33 0 0 0 33� 0 0 0 0 0 0 0 17 0 17� 46 0 22 0 6B 118 Apprch% 100 0 0 0 0 0 0 0 0 0 �00 0 67.6 0 32.4 0 Total% 2B 0 0 0 2B 0 0 0 0 0 0 0 144 0 144� 39 0 18.6 0 576 ,Creighton �� ..;� Project No.: 119-348 File Name : 119348 AM_Stewarts Drwys-Lake Ave-Gilbert 20200109 Counted By: MPF Site Code : 00000000 Location: Stewarts Drwys/L�Iter�l�eilb��flF�20 AM Peak Page No : 2 Southbound Westbound Northbound Eastbound Start Rig Thr� Time h{ u Left ��, ppp rdei qgit ThN L@R RTOR App Taml Right ThN L@�� RTOR npp.Toml I Right Thru Le�I RTOR App Talel I Int To1al Pppk H9u�+4 aF�siS Frar�n tii 0�7 A'd loA�R�s5 AA4•P2ak:a�1. Peak Hour for E�Urs Intersectlon Bepins a[07:00 AM 07:00 AM' 4 0 0 0 4 0 0 0 0 0 0 0 7 0 1 4 0 1 0 5 70 07:15 AM 0 0 0 . 0 0 0 0 0 0 0 2 0 2 B 0 , 0 „ 22 07:30 AM 5 0 0 0 5 0 0 0 0 0 0 0 2 0 2 9 0 1 0 10 17 07:45 AM 2 0 0 0 F 0 0 0 0 0 0 0 3 0 3: 5 0 3 0 8 13 Tote�volume� 20 0 0 0 20 0 0 0 0 0 0 0 B 0 8` 26 0 8 0 34 62 5t+app.raoa�, 100 0 0 0 0 0 0 0 0 0 100 0 f 76.5 O 23.5 0 PH�i .556 .000 .000 .000 .556 .000 .000 .000 .000 .000 .000 .000 .667 .000 .667. .722 .000 .667 .000 .773 .705 Out In Total 2s [J av as � I � o ai �o vr �eil Thru Right ftTOR ,� � +� Peak Hour Data �m n� tr 0 � � T �� T North � f ��r`�. o�� ~2 � � m� ,Peak Hour Begins at 07:�A ��' �� . 0 ��. Ciass 2 ��QI � 90 fl � �m I _� 7d C�; �-, T r i Ri ht Thnr Left RTOR `qI Q 8I d � � �al ,6 Out In Total �,�i�r�ic�htan Project No.: 119-348 File Name : 119348 Stewarts Drwys-Lake Ave-Gilbert_20200109 Counted By: MPF Site Code : 11934801 Location: Stewarts Drwys/Lake�tel�f�la�t RGU8/2020 Comments: PM Peak Page No : 1 Grvu s Printed-Class 2 Southbound Westbound Northbound Eastbound StaR Time Right Thru Left i RTOR naa romi Ri ht Thru Left RTOR no,Tomi Ri ht Tnru �Left� RTOR r,Tami Right Thru Left i RTOR� non Temi i��rwai�J 0+1�O�PM 4 0 0 6 A 0 0 0 0 U 9 � d R 3 0 7 1 04:15PM Z 0 0 0 2 0 0 d U 0 a 4 2 � 2 1 9 2 0 6 10 0q�,3�PM 2 � 0 Sf 2 0 4 0 0 0 0 0 1 m 1 6 0 6 0 14 17 (}4 45 PM s 0 0 0 9 0 d 0 0 0 �G m 4 6 # 3 0 1 0 4 9 �� Faio� B u � 6 6 0 a 0 0 0 iti 0 11 1 p i3 3t � aB OS:QO PM T 0 0 0 2 I 0 0 0 0 0�0 0 8 0 6 5 0 0 0 5 13 OS:�SPM D 0 0 0 0� 0 U 0 0 0 0 0 6 0 6 -0 0 1 G 5 11 05:30 PM 1 0 0 0 1 � 0 U 6 0 � � Q 4 0 d 3 4 2 D 5 10 05�45 PM . 0 6 A 0 0� 0 � � d P m 0 3 0 3 7 0 2 D 5 8 �TaSOi; 3 a 0 0 3� 0 0' 6 Q 0 0 Q 14 6 19. 1S 8 5 0 PL <y Grand Totel' 9 0 0 0 9 0 0 0 0 0 0 q 30 0 30� 34 0 17 0 51 90 Apprch°h� 100 0 0 0 0 0 0 0 0 0 700 0 66.7 0 33.3 0 Total% 10 0 0 0 10 0 0 0 d 0 0 Q 33 3 0 33 3 � 37.8 0 1B 9 D 56.7 ��,�Cr�ic�htan Project No.: 119-348 File Name : 119348 Stewarts Drwys-Lake Ave-Gilbert 20200109 Counted By: MPF Site Code : 11934801 Location: Stewarts Drwys/Lake �te�Dla�t RdU8/2020 Comments: PM Peak Page No : 2 Southbound Westbound Northbound Eastbound I Start Riga Thr 1 Time �`� u Left, RTOR App Tolel FigM� Thru f Left RroR App To�l Right Tf1Rl Left RTOR �P Tom� Right TF1N L@R RTOR App Tolel I Inl Tolal- Pca#�avr n u�ya.�s Fram oa�pa PN!la 95 s5 PM•Pca%1 n 1 � Peak Hour}or E�+rc Intersectlon Beg�ns at 04�,30 PM 04:30PM z 0 0 0 z� 0 0 0 0 0 0 0 1 0 1I a 0 a 0 74 17 04:45 PM 1 0 0 0 1 0 0 0 0 0 0 0 4 0 4� 3 0 1 0 4 9 05:00 PM 2 0 0 0 2 0 0 0 0 0 0 0 6 0 6 5 0 0 0 5 13 05:15PM 0 0 4 0 0�� 0 0 0 0 0 0 4 6 0 6 � 4 0 1 Q 5 11 rote�vo�ume 5 0 0 0 5 0 0 0 0 0 0 0 17 0 17 20 0 8 0�28 50 %A{sp Totel 100 0 0 0 0 0 0 0 0 0 100 O 71.4 0 28.6 0 PHF 625 .000 .000 .000 .625 1 .000 .000 .000 .000 .000 V .000 .000 708 .000 .708 .625 .000 .333 .D00 .500 � .735 Out In Total 20 �� 25 I i o u s �01 L2f! 7iru REgIh�l RTQR � Y � Peak Hour Data O N NI� �.-y � N F� I' � ? fo N� 4 North � c� I�'�"�, ~� c �� Peak Haur Beg�nsal 04:30 P� �— �—�� 'I� �-eo o � �� CIaSs 2 i �o o . � o c[ �� o O� � �Q N� � �hl Thru Le� RTdR � 0 0 17; 0� 08 ! i7 25 Out ]n Total MetroCount Traffic Executive W�eklv Vehicle Co�unts (Virtual Week� VirtVlleek� V�hicEe-197 --En iish �NU Datasets: Site: [119-348] Located on Gilbert Road near Site Drwy/Gilbert Rd Attribute: Lake Ave Saratoga Direction: 7-North bound A>B, South bound B>A. Lane: 1 Survey Duration: 9:43 Wednesday, January 29, 2020=>8:06 Friday, January 31, 2020, Zone: File: 119-348 0 2020-01-31 0807.EC1 (Plus) Identifier: S1328N62 MC56-L5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default axle(v4.06) Data type: Axle sensors- Paired (Class/Speed/Count) Profile: Filter time: 17:00 Wednesday,January 29, 2020=>22:00 Thursday,January 30, 2020(1.20833) Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 Speed range: 6-99 mph. Direction: North, East, South, West(bound), P= North Separation: Headway> 0 sec, Span 0-328.084 ft Name: Default Profile Scheme: Vehicle classification (Scheme F3) Units: Non metric(ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles=4675/4898 (95.45%) Weekl Vehicle �ounts Virtua� Week VirtWeeklyVehicle-197 Site: 119-348.1.2NS Description: Located on Gilbert Road near Site Drwy/Gilbert Rd Filter time: 17:00 Wednesday,January 29, 2020=> 22:00 Thursday,January 30, 2020 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13) Dir(NESV1n Sp(6,99) Headway(>0) Span(0-328.084) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour � 0000-0100 * * * 6.0 * * * I 6.0 6.0 0100-0200 * * * 8.0 * * * I 8.0 8.0 0200-0300 * * * 4.0 * * * I 4_0 4.0 0300-0400 * * * 7-0 * * * I 7.0 7.0 0400-0500 * * * 22.0 * * * I 22.0 22.0 0500-0600 * * * 71.0 * * * 1 71.0 71.0 0600-0700 * * * 178.0 * * * I 178.0 178.0 0700-0800 * * * 235.0 * * * I 235.0 235.0 0800-0900 * * * 259.0 * * * I 259.0 259.0 0900-1000 * * * 239.0 * * * I 239.0 239.0 1000-1100 * * * 215.0 * * * I 215.0 215.0 1100-1200 * * * 228.0 * * * I 228.0 228.0 1200-1300 * * * 256.0 * * * I 256.0 256.0 1300-1400 * * * 253.0 * * * I 253.0 253.0 1400-1500 * * * 262.0 * * * I 262.0 262.0 1500-1600 * * * 320.0 * * * V 320.0 320.0 1600-1700 * * * 356.0 * * * I 356.0 356.0 1700-1800 * * 291.0 311.0 * * * I 301.0 301.0 1800-1900 * * 249.0 208.0 * * * i 228.5 228.5 1900-2000 * * 157.0 148.0 * * * I 152.5 152.5 2000-2100 * * 112.0 101.0 * * * I 106.5 106.5 2100-2200 * * 67,0 52.0 * * * I 59.5 59.5 2200-2300 * * 40.0 * * * * I 40.0 40,0 2300-2400 * * 20.0 * * * * I 20.0 20.0 I Totals � I 0700-1900 * * * 3142.0 * * * I 3152.5 3152.5 0600-2200 * * * 3621.0 * * * I 3699.0 3649.0 0600-0000 * * * * * * * I 3709.0 3709.0 0000-0000 * * * * * * * I 3827.0 3827.0 I AM Peak * * * 0800 * * * f * * * 259.0 * * * I I PM Peak * * * * * * * � * * * * � * * y * - No data. MetroCount Traffic Executive Weekl Vehiclr� �ounts Virtu�l Week VirtW�ekl Vehiele-198--En lish ENLI Datasets: Site: [119-348] Located on Gilbert Road near Site Drwy/Gilbert Rd Attribute: Lake Ave Saratoga Direction: 7-North bound A>B, South bound B>A. Lane: 1 Survey Duration: 9:43 Wednesday, January 29, 2020=> 8:06 Friday, January 31, 2020, Zone: File: 119-348 0 2020-01-31 0807.EC1 (Plus) Identifier: S1328N62 MC56-L5[MC55] (c)Microcom 190ct04 Algorithm: Factory default axle(v4.06) Data type: Axle sensors-Paired (Class/Speed/Count) Profile: Filter time: 17:00 Wednesday,January 29, 2020=� 22:00 Thursday,January 30, 2020(1.20833) Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 Speed range: 6-99 mph. Direction: AB Separation: Headway> 0 sec, Span 0-328.084 ft Name: Default Profile Scheme: Vehicle classification (Scheme F3) Units: Non metric(ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles=2059/4898 (42.04%) WQek� Vehicle Caunts Virtual Week VirtWeeklyVehicle-198 Site: 119-348.1.2NS Description: Located on Gilbert Road near Site Drwy/Gilbert Rd Filter time: 17:00 Wednesday,January 29, 2020=> 22:00 Thursday,January 30, 2020 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13) Dir(NB) Sp(6,99) Headway(>0) Span(0-328.084) Mon Tue Wed Thu Fri Sat Sun Averages ` 1 - 5 1 - 7 Hour � 0000-0100 * * * 5.0 * * * 1 5.0 5.0 0100-0200 * * * 5.0 * * * I 5.0 5.0 0200-0300 * * * 1.0 * * * I 1.0 1.0 0300-0400 * * * 4.0 * * * I 4.0 9.0 0400-0500 * * * 11.0 * * * I 11.0 11.0 0500-0600 * * * 25.0 * * * I 25.0 25.0 0600-0700 * * * 47.0 * * * I 47.0 97.0 0700-0800 * * * 66.0 * * * I 66.0 66.0 0800-0900 * * * 97.0 * * * I 97.0 97.0 0900-1000 * * * 107.0 * * * I 107.0 107.0 1000-1100 * * * 98.0 * * * I 98.0 98.0 1100-1200 * * * 101.0 * * * I 101.0 101.0 1200-1300 * * * 116.0 * * * I 116.0 116.0 1300-1400 * * * 99.0 * * * I 99.0 99.0 1400-1500 * * * 123.0 * * * I 123.0 123.0 1500-1600 * * * 129.0 * * * I 129.0 129.0 1600-1700 * * * 176.0 * * * C 176.0 176.0 1700-1800 * * 151.0 156.0 * * * G 153.5 153.5 1800-1900 * * 109_0 100.0 * * * [ 104.5 104.5 1900-2000 * * 75.0 62.0 * * * I 68.5 68.5 2000-2100 * * 49.0 52.0 * * * I 50.5 50.5 2100-2200 * * 34.0 25.0 * * * I 29.5 29.5 2200-2300 * * 26.0 * * * * I 26.0 26.0 2300-2400 * * 10.0 * * * * I 10.0 10.0 I Totals � I 0700-1900 * * * 1368.0 * * * I 1370.0 1370.0 0600-2200 * * * 1554.0 * * * I 1565.5 1565.5 0600-0000 * * * * * * * 1 1601.5 1601.5 0000-0000 * * * * * * * I 1652.5 1652.5 I AM Peak * * * 0900 * * * I * * * 107.0 * * * I I PM Peak * * * * * * * I * * * * * � * � * - No data. MetroCount Traffic Executive Weeklv Vehic�e Counts {Virtual Vlfeek] VirtWesklvVehicle-t99--Enqlish [��ILl1 Datasets: Site: [119-348] Located on Gilbert Road near Site Drwy/Gilbert Rd Attribute: Lake Ave Saratoga Direction: 7-North bound A>B, South bound B>A. Lane: 1 Survey Duration: 9:43 Wednesday, January 29, 2020=> 8:06 Friday, January 31, 2020, Zone: File: 119-346 0 2020-01-31 0807.EC1 (Plus) Identifier: S1328N62 MC56-L5 [MC55] (c)Microcom 190ct04 Algorithm: Factory default axle (v4.06) Data type: Axle sensors-Paired (Class/Speed/Count) Profile: Filter time: 17:00 Wednesday,January 29, 2020=> 22:00 Thursday,January 30, 2020(1.20833) Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 Speed range: 6-99 mph. Direction: BA Separation: Headway> 0 sec, Span 0-328.084 ft Name: Default Profile Scheme: Vehicle classification (Scheme F3) Units: Non metric(ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles =2616/4898 (53.41%) Weekly Vehi�le Cvu�rts (Virtua! IN�ek VirtWeeklyVehicle-199 Site: 119-348.1.2NS Description: Located on Gilbert Road near Site Drwy/Gilbert Rd Filter time: 17:00 Wednesday,January 29, 2020=> 22:00 Thursday,January 30, 2020 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13) Dir(SB)Sp(6,99) Headway(>0) Span(0-328.064) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour I 0000-0100 * * * 1.0 * * * I 1.0 1.0 0100-0200 * * * 3.0 * * * I 3.0 3.0 0200-0300 * * * 3.0 * * * I 3.0 3.0 0300-0400 * * * 3.0 * * * i 3.0 3.0 0400-0500 * * * 11.0 * * * � 11.0 11.0 0500-0600 * * * 46.0 * * * I 46.0 46.0 0600-0700 * * * 131.0 * * * I 131.0 131.0 0700-0800 * * * 169.0 * * * I 169.0 169.0 0800-0900 * * * 162.0 * * * I 162.0 162.0 0900-1000 * * * 132.0 * * * I 132.0 132.0 1000-1100 * * * 117.0 * * * � 117.0 117.0 1100-1200 * * * 127.0 * * * I 127.0 127.0 1200-1300 * * * 140.0 * * * I 190.0 140.0 1300-1400 * * * 154.0 * * * I 154.0 154.0 1400-1500 * * * 139.0 * * * I 139.0 139.0 1500-1600 * * * 191.0 * * * I 191.0 191.0 1600-1700 * * * 180.0 * * * I 180.0 180.0 1700-1600 * * 140.0 155.0 * * * i 147.5 147.5 1800-1900 * * 140,0 108.0 * * * I 124.0 124.0 1900-2000 * * 82.0 86.0 * * * I 84.0 84.0 2000-2100 * * 63.0 99.0 * * * I 56.0 56.0 2100-2200 * * 33.0 27.0 * * * I 30.0 30.0 2200-2300 * * 14.0 * * * * I 14.0 14.0 2300-2400 * * 10.0 * * * * 1 10.0 10.0 I Totals � I 0700-1900 * * * 1774.0 * * * I 1782.5 1782.5 0600-2200 * * * 2067.0 * * * I 2083.5 2083.5 0600-0000 * * * * * * * I 2107.5 2107.5 0000-0000 * * * * * * * I 2174.5 2174.5 I AM Peak * * * 0700 * * * I * * * 169.0 * * * ! I PM Peak * * * * * * * � * * + * * * * � * - No data. MetroCo�unt Traffi� Exe�utive Speed Statistics S eedStat-2a0»»Enqlish_ ENL? Datasets: Site: [119-348] Located on Gilbert Road near Site Drwy/Gilbert Rd Attribute: Lake Ave Saratoga Direction: 7-North bound A>B, South bound B>A. Lane: 1 Survey Duration: 9:43 Wednesday, January 29, 2020=> 8:06 Friday, January 31, 2020, Zone: File: 119-348 0 2020-01-31 0807.EC1 (Plus) Identifier: S1328N62 MC56-L5[MC55] (c)Microcom 190ct04 Algorithm: Factory default axle (v4.06) Data type: Axle sensors-Paired (Class/Speed/Count) Profile: Filter time: 17:00 Wednesday,January 29, 2020=> 22:00 Thursday,January 30, 2020 (1.20833) Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 Speed range: 6-99 mph. Direction: North, East, South, West(bound), P = North Separation: Headway> 0 sec, Span 0-328.084 ft Name: Default Profile Scheme: Vehicle classification (Scheme F3) Units: Non metric(ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles=4675/4898 (95.45%) S eed Statistics SpeedStat-200 Site: 119-348.1.2NS Description: Located on Gilbert Road near Site Drvvy/Gilbert Rd Filter time: 17:00 Wednesday,January 29, 2020=>22:00 Thursday,January 30, 2020 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13) Dir(NES1l� Sp(6,99) Headway(>0) Span(0- 328.084) Vehicles=4675 Posted speed limit=37 mph,Exceeding=193(4.13°/a),Mean Exceeding=38.78 mph Maximum=45.5 mph,Minimum=11.7 mph,Mean=30.6 mph 85%Speed=34.4 mph,95%Speed=36.7 mph,Median=30.6 mph 72 mph Pace=25-37,Number in Pace=4196(89.75%) Variance=15.43,Standard Deviation=3.93 mph Speed Bins(Partial days) S eed Bia Selow l P+�ave I Er+er vMult I � * �It 0 - S I � 0.0% I G �.0� I 9575 100.0% I Q•00 I 0-Qa I �•pQ 6 - 12 I 1 0.0% I 1 O.Oo � 9674 100.0% ] 0.00 I 0.00 I 0.00 12 - 19 I 23 0.5% � 24 O.So I 4651 99.So I 0.00 I 0.00 I 0.00 19 - 25 ! 321 6.9°s I 345 7.4o I 4330 92.6°s I 0.00 I 0.00 � 0.00 25 -- 31 1 2193 46.90 I 2538 54.3o I 2137 45.7o I 0.00 � 0.00 I 0.00 31 - 37 ] 1974 42.2°s i 4512 96.5% I 163 3.5°s � 0.00 1 0.00 I 0.00 37 - 43 I 157 3.4% ! 4669 99.90 ! 6 0.1% I 0.00 I 0.00 I 0.00 43 - 50 I 6 0.10 � 4675 100.0o I 0 0.0% I 0.00 I 0.00 l 0.00 50 - 56 I 0 0.0% I 4675 100.0% f 0 0.0°s I 0.00 I 0.00 I 0.00 56 - 62 I 0 O.Oo I 4675 100.0o I 0 O.Oo I 0.00 I 0.00 I 0.00 62 - 68 l 0 0.0°s I 4675 100.0o I 0 0.0°s I 0.00 I 0.00 I 0.00 68 - 75 l 0 0.0°s I 4675 100.0% i 0 0.0°s ! 0.00 I 0.00 I 0.00 75 - 81 I 0 O.Oo � 4675 100.0% ] 0 0.0% I 0.00 I 0.00 I 0.00 81 - 87 I 0 O.Oo I 4675 100.0% 1 0 0.0°s I 0.00 � 0.00 I 0.00 87 - 93 I 0 0.0% 4 4675 100.0% I 0 0.0% I 0.00 I 0.00 I 0.00 93 - 99 I 0 O.Oo I 4675 100.00 � 0 0.0% I 0.00 I 0.00 I 0.00 99 - 106 I 0 0.0°s I 4675 100.0o I 0 0.0% I 0.00 I 0.00 I 0.00 106 - 112 1 0 0.0% I 4675 100.0°s I 0 0.0% I 0.00 I 0.00 I 0.00 112 - 118 I 0 0.0o I 4675 100.0% I o 0.0% 1 0.00 � 0.00 I o.00 118 - 124 � 0 O.Oo 1 4675 100.00 4 0 0.0°s 1 0.00 ] 0.00 I 0.00 Total Speed Rating=0.00 Total Moving Energy(Estimated)=0.00 Speed limit�elds(Partial days) � Limit I Below � Above 0 I 31 (PSL) 1 9482 95.90 I 193 4.1°s Metrn�ount Traffic Executi�ve S eed Statistic� 5�eeriStat-��1 --Enqlis� [�NUI Datasets: Site: [119-348] Located on Gilbert Road near Site Drwy/Gilbert Rd Attribute: Lake Ave Saratoga Direction: 7-North bound A>B, South bound B>A. Lane: 1 Survey Duration: 9:43 Wednesday, January 29, 2020=> 8:06 Friday, January 31, 2020, Zone: File: 119-348 0 2020-01-31 0807.EC1 (Plus) Identifier: S1328N62 MC56-L5[MC55] (c)Microcom 190ct04 Algorithm: Factory default axle (v4.06) Data type: Axle sensors-Paired (Class/Speed/Count) Profile: Filter time: 17:00 Wednesday,January 29, 2020=> 22:00 Thursday,January 30, 2020 (1.20833) Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 Speed range: 6-99 mph. Direction: AB Separation: Headway> 0 sec, Span 0-328.084 ft Name: Default Profile Scheme: Vehicle classification (Scheme F3) Units: Non metric(ft, mi, it/s, mph, Ib, ton) In profile: Vehicles=2059/4898 (42.04%) Speed Statistics SpeedStat-201 Site: 119-348.1.2NS Description: Located on Gilbert Road near Site Drwy/Gilbert Rd Filter time: 17:00 Wednesday,January 29, 2020=>22:00 Thursday,January 30, 2020 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13) Dir(NB) Sp(6,99) Headway(>0) Span(0- 328.084) Vehicles=2059 Posted speed limit=37 mph,Exceeding=29(1.41%),Mean Exceeding=38.73 mph Maximum=45.5 mph,Minimum=13.9 mph,Mean=29.4 mph 85%Speed=32.9 mph,95%Speed=34.9 mph,Median=29.3 mph 12 mph Pace=23-36,Number in Pace=1903(92.42%) Variance=13.10,Standard Deviation=3.62 mph Speed Bins(Partial days) S ead 8in I Below ! Abav� I Ener I '��lt I n * �Mult 0 - 6 1 0 0.0°s f � Q.4$ I 2059 100.0o I d.�10 I 0.00 I 0.00 6 - 12 I 0 0.0% ! 0 0.0°s I 2059 100.0% I 0.00 I 0.00 I 0.00 12 - 19 I 14 0.7% � 14 0.7% I 2045 99.3% I 0.00 1 0.00 I 0.00 19 - 25 I 185 9.0% I 199 9.7% I 1860 90.3% I 0.00 � 0.00 I 0.00 25 - 31 l 1194 58.0% I 1393 67.7% I 666 32.3°s I 0.00 I 0.00 I 0.00 31 - 37 I 644 31.3°s I 2037 98.9% � 22 1.1% I 0.00 I 0.00 I 0.00 37 - 43 I 20 1.0°s I 2057 99.9°s I 2 0.1% I 0.00 I 0.00 I 0.00 43 - 50 I 2 0.1% � 2059 100.0°s I 0 0.0% I 0.00 I 0.00 I 0.00 50 - 56 I 0 0.0% f 2059 100.0°s I 0 0.0% I 0.00 � 0.00 I 0.00 56 - 62 I 0 O.Oo I 2059 100.0o I 0 0.0°s I 0.00 f 0.00 ] 0.00 62 - 68 1 0 0.0°s I 2059 100.0% I 0 0.0% ] 0.00 I 0.00 1 0.00 68 - 75 I 0 0.0°s I 2059 100.0°s I 0 0.0% 1 0.00 I 0.00 I 0.00 75 - 81 I 0 0.0% I 2059 100.0a I 0 0.0°s I 0.00 I 0.00 � 0.00 81 - 87 I 0 0.0% I 2059 100.0% I 0 O.Oo I 0.00 I 0.00 I 0.00 87 - 93 I 0 O.Oo 1 2059 100.0o I 0 O.Oo I 0.00 I 0.00 I 0.00 93 - 99 I 0 0.0°s I 2059 100.0% � 0 O.Oo I 0.00 i 0.00 I 0.00 99 - 106 6 0 0.0°s I 2059 100.0% I 0 0.0% I 0.00 i 0.00 I 0.00 106 - 112 I 0 0.0°s I 2059 100.0o I 0 0.0% l 0.00 I 0_00 l 0.00 112 - 11B I 0 0.0% I 2059 100.0o I 0 0.0°s I 0.00 I 0.00 I 0.00 118 - 124 I 0 0.0% I 2059 100.0a I 0 0.0°s I 0.00 I 0.00 I 0.00 Total Speed Rating=0.00 Total Moving Energy(Estimated)=0.00 Spe�d lirnit fields (Partial days) � Limit I Be}.aw � Above 0 I 37 (PSL) 1 2030 98.6o I 29 F.o� Me#raCvunt Traffic Execut��e Speed S�atistics 5 �edStat-ZD2--Er� �ish ENLI Datasets: Site: [119-348] Located on Gilbert Road near Site Drvvy/Gilbert Rd Attribute: Lake Ave Saratoga Direction: 7-North bound A>B, South bound B>A. Lane: 1 Survey Duration: 9:43 Wednesday, January 29, 2020=>8:06 Friday, January 31, 2020, Zone: File: 119-348 0 2020-01-31 0807.EC1 (Plus) Identifier: S1328N62 MC56-L5[MC55] (c)Microcom 190ct04 Algorithm: Factory default axle (v4.06) Data type: Axle sensors-Paired (Class/Speed/Count) Profile: Filter time: 17:00 Wednesday,January 29, 2020=> 22:00 Thursday,January 30, 2020 (1.20833) Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 Speed range: 6-99 mph. Direction: BA Separation: Headway> 0 sec, Span 0-328.084 ft Name: Default Profile Scheme: Vehicle classification (Scheme F3) Units: Non metric(ft, mi, ft/s, mph, Ib, ton) In profile: Vehicles=2616/4898 (53.41%) SQeed Statistics SpeedStat-202 Site: 119-348.1.2NS Description: Located on Gilbert Road near Site Drwy/Gilbert Rd Filter time: 17:00 Wednesday,January 29,2020=>22:00 Thursday,January 30, 2020 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13) Dir(SB) Sp(6,99) Headway(>0) Span(0- 328.084) Vehicles=2616 Posted speed limit=37 mph,Exceeding=164(6.27%),Mean Exceeding=38.79 mph Maximum=44.7 mph,Minimum=11.7 mph,Mean=31.5 mph 85%Speed=35.3 mph,95%Speed=37.4 mph,Median=31.5 mph 12 mph Pace=25-37,Number in Pace=2343(89.56°/a) Variance=15.42,Standard Deviation=3.93 mph Speed Bins(Partial days) Spead � Hin � Below � Above I �neY9Y I vtiult � n * vMult 0 - 6 I 6 G.O� I 0 0.0% I h6z& 10�.0� I 0.00 I 0.00 � �.00 6 - 12 I 1 O.Oo I 1 0.0% I 2615 100.0% I 0.00 I 0.00 I 0.00 12 - 19 1 9 0.3°s I 10 0.4% I 2606 99.6°s I 0.00 1 0.00 I 0.00 19 - 25 I 136 5.2°s I 146 5.6°s I 2470 94.4°s � 0.00 1 0.00 I 0.00 25 - 31 I 999 38.2% ! 1145 43.80 � 1971 56.2% I 0.00 1 0.00 I 0.00 31 - 37 I 1330 50.8% � 2475 94.6o I 141 5.4% I 0.00 I 0.00 I 0.00 37 - 43 I 137 5.2% I 2612 99.8% I 4 0,2°s I 0.00 I 0.00 � 0.00 43 - 50 I 4 0.2°s i 2616 100.00 4 0 0.0% I 0.00 I 0.00 I 0.00 50 - 56 I 0 O.Oo I 2616 100.0% r 0 O.Oo � 0.00 I 0.00 I 0.00 56 - 62 I 0 O.Oo I 2616 100.0% I 0 0.0°s I 0.00 I 0.00 I 0.00 62 - 68 I 0 0.0°s I 2616 100.0o I 0 O.Oo I 0.00 I 0.00 I 0.00 68 - 75 I 0 0.0°s 1 2616 100.0°s I 0 O.Oo I 0.00 I 0.00 � 0.00 75 - 81 V 0 0,0°s I 2616 100.0°s ! 0 O.Oo I 0.00 I 0.00 I 0.00 81 - 87 I 0 O.Oo I 2616 100.0°s I 0 O.Oo I 0.00 I 0.00 I 0.00 87 - 93 I 0 0.0% I 2616 100.0°s I 0 O.Oo I 0.00 I 0.00 i 0.00 93 - 99 I 0 0,0% � 2616 100.0% 1 0 0.0% I 0.00 I 0.00 I 0.00 99 - 106 1 0 O.Oo I 2616 100.0°s 1 0 0.0% V 0.00 i 0.00 � 0.00 106 - 112 � 0 0.0% � 2616 100.0% I 0 0.0% I 0.00 I 0.00 I 0.00 112 - 118 I 0 0.0°s I 2616 100.0o I 0 O.Oo I 0.00 E 0.00 I 0.00 118 - 124 I 0 O.Oo l 2616 100.0°s I 0 0.0% I 0.00 I 0.00 i 0.00 Total Speed Rating=0.00 Total Moving Energy(Estimated)=0.00 5pe�:d�imit fiel_ds(Partial days) � Limit I Below I Aknove 0 I 37 (PSL� I 2452 93.7� I 164 6.30 Attachment C Crash Summary Stewart's Shop City of Saratoga Springs, New York TE213(9l79) DETAILS OF ACCIDENT HISTORY FOR LOCATION (AS SHOWN ON CRASH DIAGf DIAGRAM SHEET STUDY NO.: 119-348 Lake Avenue and Gilbert Road COU NTY:Saratoga P.I.N.. MUNICIPALITY:Saratoga Springs BY:MDN From Weibel Avenue to Gilbert Road DATE:1/30/20 INVENTORY NO. NO.OF MONTHS:36 LIGHT CONDITIONS(LC) ROADWAY CHARACTER(RC) ROADWAY SURFACE CONDITION WEATHER(WEA) (RSC) 1.Daylight 1.Straight&Level 1.Clear 2.Dawn 2.Straight&Grade 1.Dry 2.Cloudy 3.Dusk 3.Straight at Hillcrest 2.Wet 3.Rain Begin Date:6/1/16 4.Dark Road Lighted 4.Curve&Level 3.Muddy 4.Snow End Date:5/31/19 5.Dark Road Unlighted 5.Curve&Grade 4.Snow/Ice 5.Sleet/Hail/Freezing Rain 6.Curve at Hillcrest 5.Slush 6.Fog/Smog/Smoke 10.Other 10.Other NO CASE DATE TIME #OF SEV LC RC RSC WEA CONTRIB ACCTYPE DESCRIPTION Inersection VEH FACTORS Operator of Vehicle#1 states that he was just starting in traffic as the light had turned green when he was rear ended by Vehicle#2.Operator of Vehicle#2 states that he was slowing down to move into the turn lane and he rear ended Vehicle#1.Witness to accident advises that he was following Vehicle 1 37865288 4/28/2019 12:38 2 INJURY 1 1 2 3 04,09,YY SB,SB REAR END #2 for quite some distance and Vehicle#2 was all over the road.Witness further advised that he had Weibel Ave contacted the police and continued to follow behind Vehicle#2 until their arrival when Vehicle#2 rear ended Vehicle#1.Operator of Vehicle#2 advised that he believed he may have been reaching over t retrieve something causing him to swerve. V1 and V2 were facing a westerly direction on Lake Ave at the intersection with Weibel Ave.Both 2 37050192 12/20/2017 17:28 2 PDO 4 1 2 3 04,09,YY WB,WB REAR END vehicles were stopped for a red traffic light.V1 began traveling in a westerly direction and struck the Weibel Ave rear of V2 causing a property damage accident. V2 was stopped at red traffic signal Lake Avenue and Weibel Avenue.V1 crashed into V2 causing a 3 36351475 8/19/2016 17:30 2 PDO 1 1 1 1 04,09,YY WB,WB REAR END Property damage accident.Drivers of V1 and V2 exchanged information on scene without notifying Weibel Ave Police.Driver of V2 reported the accident several days after occurrence and after getting estimate of damages. V2 was traveling south on Weibel Ave and attempting to make a right hand turn onto Lake Ave.V1 4 36971236 10/22/2017 10:55 2 NR 1 1 1 1 09,YY SB,SB REAR END was behind V2 attempting to make a right hand turn onto Lake Ave.V1 was following to closely and hi Weibel Ave V2 in the rear leaving noticeable damage. 5 36563185 1/12/2017 23:49 1 PDO 4 1 2 2 61,YY EB ANIMAL V1 struck deer as the deer ran across the roadway. Weibel Ave 6 36910795 9/19/2017 16:37 2 PDO 1 1 1 1 09,YY SB,SB REAR END V2 was in traffic waiting to make a right hand turn onto Lake Ave,when V1,whom was following too Weibel Ave closely struck V2 in the rear.This resulted in a reportable motor vehicle accident report. 7 36472827 10/30/2016 00:00 2 PDO Z Z Z Z XX SB,SB REAR END V2 SB was rear ended by V1 SB Weibel Ave V1 EB stated that they had a yellow arrow and turned left in front of V2.V2 WB stated that it was only 8 37581158 11/9/2018 15:28 2 PDO 1 1 2 3 07,YY EB,WB RIGHT ANGLE a yellow lightwith no arrow.No witnesses.V1 and V2 collided in the intersection causing a motor Weibel Ave vehicle crash. 9 36624814 2/27/2017 08:55 2 PDO 1 1 1 1 09,YY SB,SB REAR END V1 stopped at the red traffic signal facing south on Weibel Avenue in the right hand turn lane at the Weibel Ave intersection of Lake Avenue.V2 followed to closely and struck V1 from behind. V1 was in the process of making a right turn from Weibel Ave.to Lake Ave.when a vehicle 10 37098516 11/28/2017 17:38 2 NR 4 2 1 1 04,09,YY SB,SB REAR END approached the intersection. V1 stopped and yielded the right of way to the oncoming car and struck Weibel Ave from behind by V2. 11 36832716 8/1/2017 12:08 2 PDO 1 1 1 1 05,07,YY EB,WB RIGHT ANGLE V2 was traveling West on Rout 29.V1 EB failed to yield the right of way to V2 while making a left turn Weibel Ave at the intersection of Route 29 and Weibel Avenue causing a property damage accident. V1 AND V2 WERE TRAVELING SOUTH ON WEIBEL AVE. V1 AND V2 STOPPED AT THE 12 36330603 6/16/2016 16:00 2 PDO 1 1 1 1 09,YY SB,SB REAR END TRAFFIC LIGHT. TRAFFIC LIGHT CHANGED TO GREEN,V2 THOUGHT V1 WAS MOVING AND Weibel Ave COLLIDED WITH V1. V1 EXITED THE VEHICLE AND ASSESSED THE DAMAGE TO HIS JEEP AND LEFT THE SCENE OF THE ACCIDENT BEFORE EXCHANGING INFORMATION. 13 36385775 9/14/2016 19:06 2 INJURY 3 1 1 1 07,YY EB,WB (AGAINST V1 EB turned left in front of V2 WB Weibel Ave OTHER CAR LEFT TURN 14 36441624 10/25/2016 16:22 2 PDO 1 1 1 1 07,YY EB,WB (WITH OTHER V1 EB made a left-turn in front of V2 WB Weibel Ave CAR There was an unknown vehicle a few vehicles ahead of Vehicle#1 which stopped suddenly,causing 15 36299553 7/15/2016 07:56 2 PDO 1 1 1 1 09,YY EB,EB REAR END the vehicles behind it to slow down and or stop.Vehicle#1 was stopped when Vehicle#2,which was Weibel Ave following too closely,struck Vehicle#1. 16 36562121 1/9/2017 08:57 2 PDO 1 2 1 1 12,YY EB,EB REAR END V1 was stopped in traffic and V2 hit and caused damage to both vehicles.*Operator of V2 stated that Weibel Ave he was reaching for a paperjust priorto crash. 17 36739481 5/23/2017 11:53 2 PDO 1 1 1 2 04,07,YY NB,EB RIGHT ANGLE V1 NB making left-turn out of Stewarts Driveway failed to yield ROW and struck V2 EB Lake Driveway 18 36801762 7/3/2017 19:51 2 NR 1 1 1 1 20,YY NB,WB OVERTAKING V1 NWB from Stewarts Drwy onto Lake Ave,changes lanes unsafely side swiping V2 WB on Lake Lake Driveway Avenue.No injuries. No tows. 19 37395290 7/18/2018 09:58 2 INJURY 1 1 1 1 07,YY NB,EB RIGHT ANGLE V1 NB made a left out of Stewarts Driveway and struck V2 EB Lake Driveway V1 ATTEMPTED TO MAKE A LEFT TURN OUT OF THE PARKING LOT OF STEWARTs AND 20 37624230 12/3/2018 05:58 2 PDO 5 1 2 6 NB,EB RIGHT ANGLE PULLED IN FRONT OF V2. V2 WAS TRAVELING EASTBOUND AND STRUCK V1 IN THE Lake Driveway DRIVER SIDE DOOR. The operator of V1 reported that he was making a left turn from RT29 onto Gilbert Road when V2 who LEFT TURN was stopped at the stop sign rolled forward into his car causing a damage to his vehicle.The operator 21 37032341 12/14/2017 17:06 2 PDO 4 1 1 2 04,18,YY WB,NB (AGAINST of V2 reported that she was stopped at the stop sign at Gilbert Road and RT29 and V1 turned onto Gilbert Road OTHER CAR) Gilbert Road colliding with her vehicle causing the accident.There were no independent witness to th crash therefore no UTT's were issued. V2 was traveling in a Northerly direction on Gilbert Road and was stop at the stop sign at Lake Ave 22 36914285 9/28/2017 15:54 2 PDO 1 1 1 1 09,YY NB,NB REAR END attempting to make a right turn.V1 was driving in the same direction behind V2 and collided with V2 Gilbert Road causing a property damage accident. 23 36296018 7/13/2016 17:52 2 INJURY 1 1 1 1 07,YY WB,EB RIGHT ANGLE V1 WB made a left-turn in front of V2 EB Gilbert Road V1 NB failed to yield the right of way at the intersection of Gilbert Road and Route 29 and entered the 24 37730602 2/5/2019 15:28 2 INJURY 1 1 1 2 07,YY NB,EB RIGHT ANGLE roadway making a left hand turn,pulling in front of V2 EB,a bus traveling east in its designated lane, Gilbert Road causing vehicle two to strike vehicle one. 25 36671129 12/7/2016 00:00 2 PDO 4 1 1 1 XX WB,WB OVERTAKING V1 WB making a left turn was sideswiped by V2 WB Gilbert Road 26 36344938 8/2/2016 14:28 2 PDO 1 1 2 3 09,YY NB,NB REAR END Vehicle one pulling forward to see better and was struck by vehicle two who was following too closely. Gilbert Road 27 36630351 2/27/2017 16:33 2 NR 1 1 1 1 04,07,YY WB,WB OVERTAKING V1 WB struck V2 WB after failing to yield the right of way to V2 at the intersection of Lake Ave.and Gilbert Road Gilbert Road. V1 EB on Route 29. V2 NB was stopped at the stop sign at the intersection of Gilbert Road and Rout 28 36525605 12/11/2016 16:23 2 INJURY 3 2 1 2 07,YY NB,EB RIGHT ANGLE 29. V2 NB took a left hand turn onto Route 29 and failed to yield right of way to V1 EB. V1 and V2 Gilbert Road collided at a right angle. V1 was stopped at the posted stop sign at the intersection of Gilbert Rd/Lake Ave.V2 was stopped in 29 36756728 6/8/2017 16:48 2 PDO 1 2 1 1 04,09,YY NB,NB REAR END traffic behind V1.V2 began driving and struck with its front bumper the rear bumper of V1 causing a Gilbert Road reportable motorvehicle accident. LEFT TURN VEH 1 WAS TRAVELING SOUTH ON GILBERT ROAD.VEH 2 WAS TRAVELING NORTH ON 30 36796367 7/6/2017 15:31 2 PDO 1 1 1 2 07,YY NB,SB (AGAINST GILBERT ROAD. VEH 2 THEN MADE A LEFT HAND TURN INTO STEWARTS PARKING LOT. Gilbert Driveway OTHER CAR) VEH 1 AND VEH 2 COLLIDED WITH EACH OTHER. THE OPER OF BOTH VEHICLES WERE ARRESTED FOR AGG UNLICENSED OPERATION. Attachment D Level of Service Analysis Stewart's Shop City of Saratoga Springs, New York LOS Definitions The following is an excerpt from the Hi�hway Capacity Manual,6th Edition (HCM). Level of Service for Signalized 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 exceptionally favorable 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 is very 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 traffic volume 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 for All-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 20-2/21-8: Level-of-Service Criteria for Stop Controlled Intersections LOS by Volume-to-Capacity Ratio Control Delay(s/veh) v/c< 1.0 v/c>1.0 10.0 A F >10.Oand< 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 3: Lake Ave (NY 29) & Weibel Ave 119-348 Stewarts Saratoga 2020 Existing_AM Peak Hour � � � � � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations � � � � � � Traffic Volume(veh/h) 152 188 386 164 112 158 Future Volume(veh/h) 152 188 386 164 112 158 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1841 1707 1899 1826 1648 1811 Adj Flow Rate,veh/h 173 214 439 158 127 152 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh,% 4 13 5 5 17 6 Cap,veh/h 555 1031 623 507 300 568 Arrive On Green 0.18 0.60 0.33 0.33 0.19 0.19 Sat Flow,veh/h 1753 1707 1899 1547 1570 1535 Grp Volume(v),veh/h 173 214 439 158 127 152 Grp Sat Flow(s),veh/h/In 1753 1707 1899 1547 1570 1535 Q Serve(g_s),s 2.6 2.9 10.4 3.9 3.6 3.6 Cycle Q Clear(g_c),s 2.6 2.9 10.4 3.9 3.6 3.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 555 1031 623 507 300 568 V/C Ratio(X) 0.31 0.21 0.71 0.31 0.42 0.27 Avail Cap(c_a),veh/h 1097 1166 1296 1056 918 1172 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 7.8 4.6 15.1 12.9 18.2 11.3 Incr Delay(d2),s/veh 0.1 0.1 2.1 0.5 1.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.5 3.8 1.1 1.3 3.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 7.9 4.7 17.2 13.4 19.6 11.7 LnGrp LOS A A B B B B Approach Vol,veh/h 387 597 279 Approach Delay,s/veh 6.2 16.2 15.3 Approach LOS � A B B � Timer-Assigned Phs 2 4 7 8 Phs Duration(G+Y+Rc),s 14.8 36.5 14.1 22.3 Change Period (Y+Rc),s 5.0 5.5 5.0 5.5 Max Green Setting (Gmax),s 30.0 35.0 � 25.0 35.0 Max Q Clear Time(g_c+11),s 5.6 4.9 4.6 12.4 Green Ext Time(p_c),s 1.4 1.6 � 0.2 4.4 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report AMex_20210518.syn Page 1 HCM 6th TWSC 5: Gilbert Road & Lake Ave (NY 29) 119-348 Stewarts Saratoga 2020 Existing_AM Peak Hour Intersection Int Delay,s/veh 3.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations "�r �' �j'� Traffic Vol,veh/h 225 36 107 476 48 56 Future Vol,veh/h 225 36 107 476 48 56 Conflicting Peds,#/hr 0 0 0 0 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,% 16 15 4 5 2 12 Mvmt Flow 259 41 123 547 55 64 Major/Minor Major1 Major2 Minor1 Conflicting FlowAll 0 0 300 0 1073 280 Stage 1 - - - - 280 - Stage 2 - - - - 793 - Critical Hdwy - - 4.14 - 6.42 6.32 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.236 - 3.518 3.408 Pot Cap-1 Maneuver - - 1250 - 244 736 Stage 1 - - - - 767 - Stage 2 - - - - 446 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 1250 - 210 736 Mov Cap-2 Maneuver - - - - 210 - Stage 1 - - - - 767 - Stage 2 - - - - 383 - Approach EB WB NB HCM Control Delay,s 0 1.5 21.1 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 341 - - 1250 - HCM Lane V/C Ratio 0.351 - - 0.098 - HCM Control Delay(s) 21.1 - - 8.2 0 HCM Lane LOS C - - A A HCM 95th%tile Q(veh) 1.5 - - 0.3 - Creighton Manning Engineering, LLP Synchro 10 Report AMex_20210518.syn Page 1 HCM 6th TWSC 7: Stewarts Drwy & Lake Ave (NY 29) 119-348 Stewarts Saratoga 2020 Existing_AM Peak Hour Intersection Int Delay,s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations "�r �''� �j'� Traffic Vol,veh/h 246 52 25 499 36 15 Future Vol,veh/h 246 52 25 499 36 15 Conflicting Peds,#/hr 0 0 0 0 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 88 88 88 88 88 88 Heavy Vehicles,% 15 0 0 5 0 0 Mvmt Flow 280 59 28 567 41 17 Major/Minor Major1 Major2 Minor1 Conflicting FlowAll 0 0 339 0 650 310 Stage 1 - - - - 310 - Stage 2 - - - - 340 - Critical Hdwy - - 4.1 - 6.6 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1231 - 421 735 Stage 1 - - - - 748 - Stage 2 - - - - 698 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 1231 - 407 735 Mov Cap-2 Maneuver - - - - 407 - Stage 1 - - - - 748 - Stage 2 - - - - 675 - Approach EB WB NB HCM Control Delay,s 0 0.5 13.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 468 - - 1231 - HCM Lane V/C Ratio 0.124 - - 0.023 - HCM Control Delay(s) 13.8 - - 8 0.1 HCM Lane LOS B - - A A HCM 95th%tile Q(veh) 0.4 - - 0.1 - Creighton Manning Engineering, LLP Synchro 10 Report AMex_20210518.syn Page 2 HCM 6th TWSC 9: Gilbert Road & Stewarts Drwy 119-348 Stewarts Saratoga 2020 Existing_AM Peak Hour Intersection Int Delay,s/veh 1.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 8 26 8 96 123 20 Future Vol,veh/h 8 26 8 96 123 20 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles,% 0 0 0 7 6 0 Mvmt Flow 9 30 9 110 141 23 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 281 153 164 0 - 0 Stage 1 153 - - - - - Stage 2 128 - - - - - 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 - - - Pot Cap-1 Maneuver 713 898 1427 - - - Stage 1 880 - - - - - Stage 2 903 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 708 898 1427 - - - Mov Cap-2 Maneuver 708 - - - - - Stage 1 874 - - - - - Stage 2 903 - - - - - Approach EB NB SB HCM Control Delay,s 9.5 0.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1427 - 845 - - HCM Lane V/C Ratio 0.006 - 0.046 - - HCM Control Delay(s) 7.5 0 9.5 - - HCM Lane LOS A A A - - HCM 95th%tile Q(veh) 0 - 0.1 - - Creighton Manning Engineering, LLP Synchro 10 Report AMex_20210518.syn Page 3 HCM 6th Signalized Intersection Summary 3: Lake Ave (NY 29) & Weibel Ave 119-348 Stewarts Saratoga 2020 Existing_PM Peak Hour � � � � � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations � � � � � � Traffic Volume(veh/h) 273 383 240 216 325 296 Future Volume(veh/h) 273 383 240 216 325 296 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1900 1885 1961 1885 1885 1870 Adj Flow Rate,veh/h 287 403 253 180 342 265 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh,% 0 1 1 1 1 2 Cap,veh/h 605 987 459 374 488 735 Arrive On Green 0.19 0.52 0.23 0.23 0.27 0.27 Sat Flow,veh/h 1810 1885 1961 1598 1795 1585 Grp Volume(v),veh/h 287 403 253 180 342 265 Grp Sat Flow(s),veh/h/In 1810 1885 1961 1598 1795 1585 Q Serve(g_s),s 5.2 6.6 5.8 5.0 8.8 5.5 Cycle Q Clear(g_c),s 5.2 6.6 5.8 5.0 8.8 5.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 605 987 459 374 488 735 V/C Ratio(X) 0.47 0.41 0.55 0.48 0.70 0.36 Avail Cap(c_a),veh/h 1140 1287 1339 1091 1051 1232 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 9.6 7.4 17.3 16.9 16.8 8.9 Incr Delay(d2),s/veh 0.2 0.4 1.5 1.4 2.6 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.4 1.8 2.3 1.6 3.5 5.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 9.8 7.8 18.7 18.3 19.4 9.3 LnGrp LOS A A B B B A Approach Vol,veh/h 690 433 607 Approach Delay,s/veh 8.6 18.6 15.0 Approach LOS � A B B � Timer-Assigned Phs 2 4 7 8 Phs Duration(G+Y+Rc),s 18.9 32.3 14.8 17.5 Change Period (Y+Rc),s 5.0 5.5 5.0 5.5 Max Green Setting (Gmax),s 30.0 35.0 � 25.0 35.0 Max Q Clear Time(g_c+11),s 10.8 8.6 7.2 7.8 Green Ext Time(p_c),s 3.2 3.3 � 0.3 3.0 Intersection Summary HCM 6th Ctrl Delay 13.3 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report PMex_20210518.syn Page 1 HCM 6th TWSC 5: Gilbert Road & Lake Ave (NY 29) 119-348 Stewarts Saratoga 2020 Existing_PM Peak Hour Intersection Int Delay,s/veh 6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations "�r �' �j'� Traffic Vol,veh/h 535 146 45 333 89 110 Future Vol,veh/h 535 146 45 333 89 110 Conflicting Peds,#/hr 0 0 0 0 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 95 95 95 95 95 95 Heavy Vehicles,% 1 0 0 1 1 0 Mvmt Flow 563 154 47 351 94 116 Major/Minor Major1 Major2 Minor1 Conflicting FlowAll 0 0 717 0 1085 640 Stage 1 - - - - 640 - Stage 2 - - - - 445 - Critical Hdwy - - 4.1 - 6.41 6.2 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.2 - 3.509 3.3 Pot Cap-1 Maneuver - - 893 - 241 479 Stage 1 - - - - 527 - Stage 2 - - - - 648 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 893 - 225 479 Mov Cap-2 Maneuver - - - - 225 - Stage 1 - - - - 527 - Stage 2 - - - - 606 - Approach EB WB NB HCM Control Delay,s 0 1.1 35.7 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 318 - - 893 - HCM Lane V/C Ratio 0.659 - - 0.053 - HCM Control Delay(s) 35.7 - - 9.3 0 HCM Lane LOS E - - A A HCM 95th%tile Q(veh) 4.4 - - 0.2 - Creighton Manning Engineering, LLP Synchro 10 Report PMex_20210518.syn Page 1 HCM 6th TWSC 7: Stewarts Drwy & Lake Ave (NY 29) 119-348 Stewarts Saratoga 2020 Existing_PM Peak Hour Intersection Int Delay,s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations "�r �''� �j'� Traffic Vol,veh/h 645 71 14 408 37 36 Future Vol,veh/h 645 71 14 408 37 36 Conflicting Peds,#/hr 0 0 0 0 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 95 95 95 95 95 95 Heavy Vehicles,% 1 0 0 1 0 0 Mvmt Flow 679 75 15 429 39 38 Major/Minor Major1 Major2 Minor1 Conflicting FlowAll 0 0 754 0 962 717 Stage 1 - - - - 717 - Stage 2 - - - - 245 - Critical Hdwy - - 4.1 - 6.6 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 865 - 271 433 Stage 1 - - - - 487 - Stage 2 - - - - 779 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 865 - 265 433 Mov Cap-2 Maneuver - - - - 265 - Stage 1 - - - - 487 - Stage 2 - - - - 761 - Approach EB WB NB HCM Control Delay,s 0 0.4 19.3 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 328 - - 865 - HCM Lane V/C Ratio 0.234 - - 0.017 - HCM Control Delay(s) 19.3 - - 9.2 0.1 HCM Lane LOS C - - A A HCM 95th%tile Q(veh) 0.9 - - 0.1 - Creighton Manning Engineering, LLP Synchro 10 Report PMex_20210518.syn Page 2 HCM 6th TWSC 9: Gilbert Road & Stewarts Drwy 119-348 Stewarts Saratoga 2020 Existing_PM Peak Hour Intersection Int Delay,s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 8 20 17 191 186 5 Future Vol,veh/h 8 20 17 191 186 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles,% 0 0 0 1 1 0 Mvmt Flow 8 21 18 201 196 5 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 436 199 201 0 - 0 Stage 1 199 - - - - - Stage 2 237 - - - - - 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 - - - Pot Cap-1 Maneuver 581 847 1383 - - - Stage 1 839 - - - - - Stage 2 807 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 572 847 1383 - - - Mov Cap-2 Maneuver 572 - - - - - Stage 1 826 - - - - - Stage 2 807 - - - - - Approach EB NB SB HCM Control Delay,s 10 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1383 - 745 - - HCM Lane V/C Ratio 0.013 - 0.04 - - HCM Control Delay(s) 7.6 0 10 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0 - 0.1 - - Creighton Manning Engineering, LLP Synchro 10 Report PMex_20210518.syn Page 3 HCM 6th Signalized Intersection Summary 3: Lake Ave (NY 29) & Weibel Ave 119-348 Stewarts Saratoga 2022 No-Build_AM Peak Hour � � � � � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations � � � � � � Traffic Volume(veh/h) 153 189 388 165 113 159 Future Volume(veh/h) 153 189 388 165 113 159 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1841 1707 1899 1826 1648 1811 Adj Flow Rate,veh/h 174 215 441 160 128 153 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh,% 4 13 5 5 17 6 Cap,veh/h 554 1032 625 509 300 567 Arrive On Green 0.18 0.60 0.33 0.33 0.19 0.19 Sat Flow,veh/h 1753 1707 1899 1547 1570 1535 Grp Volume(v),veh/h 174 215 441 160 128 153 Grp Sat Flow(s),veh/h/In 1753 1707 1899 1547 1570 1535 Q Serve(g_s),s 2.6 2.9 10.4 4.0 3.7 3.6 Cycle Q Clear(g_c),s 2.6 2.9 10.4 4.0 3.7 3.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 554 1032 625 509 300 567 V/C Ratio(X) 0.31 0.21 0.71 0.31 0.43 0.27 Avail Cap(c_a),veh/h 1094 1163 1293 1054 916 1170 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 7.8 4.6 15.1 12.9 18.3 11.3 Incr Delay(d2),s/veh 0.1 0.1 2.1 0.5 1.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.6 3.8 1.1 1.3 3.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 7.9 4.7 17.2 13.4 19.7 11.7 LnGrp LOS A A B B B B Approach Vol,veh/h 389 601 281 Approach Delay,s/veh 6.2 16.2 15.3 Approach LOS � A B B � Timer-Assigned Phs 2 4 7 8 Phs Duration(G+Y+Rc),s 14.8 36.6 14.2 22.4 Change Period (Y+Rc),s 5.0 5.5 5.0 5.5 Max Green Setting (Gmax),s 30.0 35.0 � 25.0 35.0 Max Q Clear Time(g_c+11),s 5.7 4.9 4.6 12.4 Green Ext Time(p_c),s 1.4 1.6 � 0.2 4.5 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report AMnb_20210518.syn Page 1 HCM 6th TWSC 5: Gilbert Road & Lake Ave (NY 29) 119-348 Stewarts Saratoga 2022 No-Build_AM Peak Hour Intersection Int Delay,s/veh 3.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations "�r �' �j'� Traffic Vol,veh/h 226 36 108 479 48 56 Future Vol,veh/h 226 36 108 479 48 56 Conflicting Peds,#/hr 0 0 0 0 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,% 16 15 4 5 2 12 Mvmt Flow 260 41 124 551 55 64 Major/Minor Major1 Major2 Minor1 Conflicting FlowAll 0 0 301 0 1080 281 Stage 1 - - - - 281 - Stage 2 - - - - 799 - Critical Hdwy - - 4.14 - 6.42 6.32 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.236 - 3.518 3.408 Pot Cap-1 Maneuver - - 1249 - 241 735 Stage 1 - - - - 767 - Stage 2 - - - - 443 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 1249 - 207 735 Mov Cap-2 Maneuver - - - - 207 - Stage 1 - - - - 767 - Stage 2 - - - - 380 - Approach EB WB NB HCM Control Delay,s 0 1.5 21.4 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 338 - - 1249 - HCM Lane V/C Ratio 0.354 - - 0.099 - HCM Control Delay(s) 21.4 - - 8.2 0 HCM Lane LOS C - - A A HCM 95th%tile Q(veh) 1.6 - - 0.3 - Creighton Manning Engineering, LLP Synchro 10 Report AMnb_20210518.syn Page 1 HCM 6th TWSC 7: Stewarts Drwy & Lake Ave (NY 29) 119-348 Stewarts Saratoga 2022 No-Build_AM Peak Hour Intersection Int Delay,s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations "�r �''� �j'� Traffic Vol,veh/h 247 52 25 502 36 15 Future Vol,veh/h 247 52 25 502 36 15 Conflicting Peds,#/hr 0 0 0 0 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 88 88 88 88 88 88 Heavy Vehicles,% 15 0 0 5 0 0 Mvmt Flow 281 59 28 570 41 17 Major/Minor Major1 Major2 Minor1 Conflicting FlowAll 0 0 340 0 652 311 Stage 1 - - - - 311 - Stage 2 - - - - 341 - Critical Hdwy - - 4.1 - 6.6 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1230 - 420 734 Stage 1 - - - - 748 - Stage 2 - - - - 698 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 1230 - 406 734 Mov Cap-2 Maneuver - - - - 406 - Stage 1 - - - - 748 - Stage 2 - - - - 675 - Approach EB WB NB HCM Control Delay,s 0 0.5 13.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 467 - - 1230 - HCM Lane V/C Ratio 0.124 - - 0.023 - HCM Control Delay(s) 13.8 - - 8 0.1 HCM Lane LOS B - - A A HCM 95th%tile Q(veh) 0.4 - - 0.1 - Creighton Manning Engineering, LLP Synchro 10 Report AMnb_20210518.syn Page 2 HCM 6th TWSC 9: Gilbert Road & Stewarts Drwy 119-348 Stewarts Saratoga 2022 No-Build_AM Peak Hour Intersection Int Delay,s/veh 1.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 8 26 8 97 124 20 Future Vol,veh/h 8 26 8 97 124 20 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles,% 0 0 0 7 6 0 Mvmt Flow 9 30 9 111 143 23 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 284 155 166 0 - 0 Stage 1 155 - - - - - Stage 2 129 - - - - - 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 - - - Pot Cap-1 Maneuver 710 896 1424 - - - Stage 1 878 - - - - - Stage 2 902 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 705 896 1424 - - - Mov Cap-2 Maneuver 705 - - - - - Stage 1 872 - - - - - Stage 2 902 - - - - - Approach EB NB SB HCM Control Delay,s 9.5 0.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1424 - 842 - - HCM Lane V/C Ratio 0.006 - 0.046 - - HCM Control Delay(s) 7.5 0 9.5 - - HCM Lane LOS A A A - - HCM 95th%tile Q(veh) 0 - 0.1 - - Creighton Manning Engineering, LLP Synchro 10 Report AMnb_20210518.syn Page 3 HCM 6th Signalized Intersection Summary 3: Lake Ave (NY 29) & Weibel Ave 119-348 Stewarts Saratoga 2022 No-Build_PM Peak Hour � � � � � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations � � � � � � Traffic Volume(veh/h) 275 385 241 217 327 298 Future Volume(veh/h) 275 385 241 217 327 298 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1900 1885 1961 1885 1885 1870 Adj Flow Rate,veh/h 289 405 254 181 344 267 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh,% 0 1 1 1 1 2 Cap,veh/h 603 985 458 373 490 736 Arrive On Green 0.19 0.52 0.23 0.23 0.27 0.27 Sat Flow,veh/h 1810 1885 1961 1598 1795 1585 Grp Volume(v),veh/h 289 405 254 181 344 267 Grp Sat Flow(s),veh/h/In 1810 1885 1961 1598 1795 1585 Q Serve(g_s),s 5.2 6.7 5.9 5.0 8.8 5.6 Cycle Q Clear(g_c),s 5.2 6.7 5.9 5.0 8.8 5.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 603 985 458 373 490 736 V/C Ratio(X) 0.48 0.41 0.55 0.48 0.70 0.36 Avail Cap(c_a),veh/h 1137 1285 1336 1089 1049 1230 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 9.6 7.5 17.3 17.0 16.8 8.9 Incr Delay(d2),s/veh 0.2 0.4 1.5 1.4 2.6 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.4 1.8 2.3 1.6 3.5 5.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 9.9 7.8 18.8 18.4 19.4 9.3 LnGrp LOS A A B B B A Approach Vol,veh/h 694 435 611 Approach Delay,s/veh 8.7 18.6 15.0 Approach LOS � A B B � Timer-Assigned Phs 2 4 7 8 Phs Duration(G+Y+Rc),s 19.0 32.3 14.8 17.5 Change Period (Y+Rc),s 5.0 5.5 5.0 5.5 Max Green Setting (Gmax),s 30.0 35.0 � 25.0 35.0 Max Q Clear Time(g_c+11),s 10.8 8.7 7.2 7.9 Green Ext Time(p_c),s 3.2 3.3 � 0.3 3.0 Intersection Summary HCM 6th Ctrl Delay 13.4 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 10 Report PMnb_20210518.syn Page 1 HCM 6th TWSC 5: Gilbert Road & Lake Ave (NY 29) 119-348 Stewarts Saratoga 2022 No-Build_PM Peak Hour Intersection Int Delay,s/veh 6.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations "�r �' �j'� Traffic Vol,veh/h 538 147 45 335 90 111 Future Vol,veh/h 538 147 45 335 90 111 Conflicting Peds,#/hr 0 0 0 0 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 95 95 95 95 95 95 Heavy Vehicles,% 1 0 0 1 1 0 Mvmt Flow 566 155 47 353 95 117 Major/Minor Major1 Major2 Minor1 Conflicting FlowAll 0 0 721 0 1091 644 Stage 1 - - - - 644 - Stage 2 - - - - 447 - Critical Hdwy - - 4.1 - 6.41 6.2 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.2 - 3.509 3.3 Pot Cap-1 Maneuver - - 890 - 239 476 Stage 1 - - - - 525 - Stage 2 - - - - 646 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 890 - 223 476 Mov Cap-2 Maneuver - - - - 223 - Stage 1 - - - - 525 - Stage 2 - - - - 603 - Approach EB WB NB HCM Control Delay,s 0 1.1 36.7 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 316 - - 890 - HCM Lane V/C Ratio 0.67 - - 0.053 - HCM Control Delay(s) 36.7 - - 9.3 0 HCM Lane LOS E - - A A HCM 95th%tile Q(veh) 4.5 - - 0.2 - Creighton Manning Engineering, LLP Synchro 10 Report PMnb_20210518.syn Page 1 HCM 6th TWSC 7: Stewarts Drwy & Lake Ave (NY 29) 119-348 Stewarts Saratoga 2022 No-Build_PM Peak Hour Intersection Int Delay,s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations "�r �''� �j'� Traffic Vol,veh/h 649 71 14 410 37 36 Future Vol,veh/h 649 71 14 410 37 36 Conflicting Peds,#/hr 0 0 0 0 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 95 95 95 95 95 95 Heavy Vehicles,% 1 0 0 1 0 0 Mvmt Flow 683 75 15 432 39 38 Major/Minor Major1 Major2 Minor1 Conflicting FlowAll 0 0 758 0 967 721 Stage 1 - - - - 721 - Stage 2 - - - - 246 - Critical Hdwy - - 4.1 - 6.6 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 862 - 270 431 Stage 1 - - - - 485 - Stage 2 - - - - 778 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 862 - 264 431 Mov Cap-2 Maneuver - - - - 264 - Stage 1 - - - - 485 - Stage 2 - - - - 760 - Approach EB WB NB HCM Control Delay,s 0 0.4 19.4 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 326 - - 862 - HCM Lane V/C Ratio 0.236 - - 0.017 - HCM Control Delay(s) 19.4 - - 9.2 0.1 HCM Lane LOS C - - A A HCM 95th%tile Q(veh) 0.9 - - 0.1 - Creighton Manning Engineering, LLP Synchro 10 Report PMnb_20210518.syn Page 2 HCM 6th TWSC 9: Gilbert Road & Stewarts Drwy 119-348 Stewarts Saratoga 2022 No-Build_PM Peak Hour Intersection Int Delay,s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 8 20 17 192 187 5 Future Vol,veh/h 8 20 17 192 187 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles,% 0 0 0 1 1 0 Mvmt Flow 8 21 18 202 197 5 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 438 200 202 0 - 0 Stage 1 200 - - - - - Stage 2 238 - - - - - 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 - - - Pot Cap-1 Maneuver 580 846 1382 - - - Stage 1 838 - - - - - Stage 2 806 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 571 846 1382 - - - Mov Cap-2 Maneuver 571 - - - - - Stage 1 825 - - - - - Stage 2 806 - - - - - Approach EB NB SB HCM Control Delay,s 10 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1382 - 744 - - HCM Lane V/C Ratio 0.013 - 0.04 - - HCM Control Delay(s) 7.6 0 10 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0 - 0.1 - - Creighton Manning Engineering, LLP Synchro 10 Report PMnb_20210518.syn Page 3 HCM 6th Signalized Intersection Summary 3: Lake Ave (NY 29) & Weibel Ave 119-348 Stewarts Saratoga 2022 Build_AM Peak Hour � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "�i � � � � '�i � "� Traffic Volume(veh/h) 153 149 51 42 360 143 35 27 26 82 40 159 Future Volume(veh/h) 153 149 51 42 360 143 35 27 26 82 40 159 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 1841 1707 1900 1900 1899 1826 1900 1900 1900 1648 1900 1811 Adj Flow Rate,veh/h 174 169 58 48 409 111 40 31 30 93 45 130 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh,% 4 13 0 0 5 5 0 0 0 17 0 6 Cap,veh/h 586 734 252 515 591 482 250 157 152 325 76 221 Arrive On Green 0.19 0.60 0.60 0.31 0.31 0.31 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow,veh/h 1753 1215 417 1172 1899 1547 1229 887 858 1182 431 1245 Grp Volume(v),veh/h 174 0 227 48 409 111 40 0 61 93 0 175 Grp Sat Flow(s),veh/h/In 1753 0 1632 1172 1899 1547 1229 0 1745 1182 0 1676 Q Serve(g_s),s 2.4 0.0 3.1 1.4 9.1 2.6 1.5 0.0 1.4 3.5 0.0 4.6 Cycle Q Clear(g_c),s 2.4 0.0 3.1 1.4 9.1 2.6 6.1 0.0 1.4 4.9 0.0 4.6 Prop In Lane 1.00 0.26 1.00 1.00 1.00 0.49 1.00 0.74 Lane Grp Cap(c),veh/h 586 0 985 515 591 482 250 0 310 325 0 297 V/C Ratio(X) 0.30 0.00 0.23 0.09 0.69 0.23 0.16 0.00 0.20 0.29 0.00 0.59 Avail Cap(c_a),veh/h 805 0 1004 871 1168 952 673 0 910 731 0 874 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 7.2 0.0 4.4 11.9 14.5 12.2 20.9 0.0 16.8 18.9 0.0 18.1 Incr Delay(d2),s/veh 0.1 0.0 0.2 0.1 2.1 0.3 0.4 0.0 0.4 0.5 0.0 1.9 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(95%),veh/In 0.9 0.0 0.9 0.5 5.9 1.3 0.7 0.0 1.0 1.6 0.0 3.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 7.3 0.0 4.5 12.0 16.6 12.6 21.3 0.0 17.3 19.4 0.0 20.0 LnGrp LOS A A A B B B C A B B A B Approach Vol,veh/h 401 568 101 268 Approach Delay,s/veh 5.7 15.4 18.9 19.8 Approach LOS � A f B B � B � Timer-Assigned Phs 2 4 6 7 8 Phs Duration(G+Y+Rc),s 13.5 34.4 13.5 14.0 20.4 Change Period (Y+Rc),s 5.0 5.5 5.0 5.0 5.5 Max Green Setting (Gmax),s 25.0 29.5 i 25.0 15.0 29.5 Max Q Clear Time(g_c+11),s 8.1 5.1 6.9 4.4 11.1 Green Ext Time(p_c),s 0.5 1.7 * 1.3 0.2 3.9 Intersection Summary HCM 6th Ctrl Delay 13.6 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 11 Report AMbu_20210518.syn Page 1 HCM 6th TWSC 5: Gilbert Road & Lake Ave (NY 29) 119-348 Stewarts Saratoga 2022 Build_AM Peak Hour Intersection Int Delay,s/veh 3.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations "�r �' �j'� Traffic Vol,veh/h 229 25 113 484 46 59 Future Vol,veh/h 229 25 113 484 46 59 Conflicting Peds,#/hr 0 0 0 0 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,% 16 15 4 5 2 12 Mvmt Flow 263 29 130 556 53 68 Major/Minor Major1 Major2 Minor1 Conflicting FlowAll 0 0 292 0 1094 278 Stage 1 - - - - 278 - Stage 2 - - - - 816 - Critical Hdwy - - 4.14 - 6.42 6.32 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.236 - 3.518 3.408 Pot Cap-1 Maneuver - - 1258 - 237 737 Stage 1 - - - - 769 - Stage 2 - - - - 435 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 1258 - 201 737 Mov Cap-2 Maneuver - - - - 201 - Stage 1 - - - - 769 - Stage 2 - - - - 370 - Approach EB WB NB HCM Control Delay,s 0 1.6 21.3 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 340 - - 1258 - HCM Lane V/C Ratio 0.355 - - 0.103 - HCM Control Delay(s) 21.3 - - 8.2 0 HCM Lane LOS C - - A A HCM 95th%tile Q(veh) 1.6 - - 0.3 - Creighton Manning Engineering, LLP Synchro 11 Report AMbu_20210518.syn Page 1 HCM 6th TWSC 9: Gilbert Road & Stewarts Drwy 119-348 Stewarts Saratoga 2022 Build_AM Peak Hour Intersection Int Delay,s/veh 2.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 13 46 17 93 107 31 Future Vol,veh/h 13 46 17 93 107 31 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles,% 0 0 0 7 6 0 Mvmt Flow 15 53 20 107 123 36 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 288 141 159 0 - 0 Stage 1 141 - - - - - Stage 2 147 - - - - - 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 - - - Pot Cap-1 Maneuver 707 912 1433 - - - Stage 1 891 - - - - - Stage 2 885 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 696 912 1433 - - - Mov Cap-2 Maneuver 696 - - - - - Stage 1 878 - - - - - Stage 2 885 - - - - - Approach EB NB SB HCM Control Delay,s 9.6 1.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1433 - 854 - - HCM Lane V/C Ratio 0.014 - 0.079 - - HCM Control Delay(s) 7.5 0 9.6 - - HCM Lane LOS A A A - - HCM 95th%tile Q(veh) 0 - 0.3 - - Creighton Manning Engineering, LLP Synchro 11 Report AMbu_20210518.syn Page 2 HCM 6th Signalized Intersection Summary 3: Lake Ave (NY 29) & Weibel Ave 119-348 Stewarts Saratoga 2022 Build_PM Peak Hour � � � � � � � � � � t � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � "�i � � � � '�i � "� Traffic Volume(veh/h) 275 329 65 25 211 198 37 25 62 280 54 298 Future Volume(veh/h) 275 329 65 25 211 198 37 25 62 280 54 298 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1900 1885 1900 1900 1961 1885 1900 1900 1900 1885 1900 1870 Adj Flow Rate,veh/h 289 346 68 26 222 161 39 26 65 295 57 267 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh,% 0 1 0 0 1 1 0 0 0 1 0 2 Cap,veh/h 574 746 147 345 427 348 299 155 388 504 94 439 Arrive On Green 0.18 0.49 0.49 0.22 0.22 0.22 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow,veh/h 1810 1530 301 988 1961 1598 1073 481 1203 1316 291 1363 Grp Volume(v),veh/h 289 0 414 26 222 161 39 0 91 295 0 324 Grp Sat Flow(s),veh/h/In 1810 0 1831 988 1961 1598 1073 0 1684 1316 0 1655 Q Serve(g_s),s 5.9 0.0 8.3 1.2 5.5 4.8 1.8 0.0 2.1 11.4 0.0 9.1 Cycle Q Clear(g_c),s 5.9 0.0 8.3 1.2 5.5 4.8 10.9 0.0 2.1 13.6 0.0 9.1 Prop In Lane 1.00 0.16 1.00 1.00 1.00 0.71 1.00 0.82 Lane Grp Cap(c),veh/h 574 0 892 345 427 348 299 0 543 504 0 533 V/C Ratio(X) 0.50 0.00 0.46 0.08 0.52 0.46 0.13 0.00 0.17 0.59 0.00 0.61 Avail Cap(c_a),veh/h 742 0 979 659 1049 854 440 0 763 676 0 750 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 11.3 0.0 9.4 17.3 19.0 18.8 20.3 0.0 13.4 18.2 0.0 15.8 Incr Delay(d2),s/veh 0.3 0.0 0.5 0.1 1.4 1.4 0.3 0.0 0.2 1.1 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 3.2 0.0 4.4 0.4 4.1 3.0 0.8 0.0 1.4 5.8 0.0 5.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.5 0.0 9.9 17.5 20.4 20.1 20.6 0.0 13.6 19.3 0.0 16.9 LnGrp LOS B A A B C C C A B B A B Approach Vol,veh/h 703 409 130 619 Approach Delay,s/veh 10.6 20.1 15.7 18.0 Approach LOS � B f C B � B � Timer-Assigned Phs 2 4 6 7 8 Phs Duration(G+Y+Rc),s 22.8 32.4 22.8 14.9 17.5 Change Period (Y+Rc),s 5.0 5.5 5.0 5.0 5.5 Max Green Setting (Gmax),s 25.0 29.5 i 25.0 15.0 29.5 Max Q Clear Time(g_c+11),s 12.9 10.3 15.6 7.9 7.5 Green Ext Time(p_c),s 0.6 3.2 * 2.2 0.2 2.6 Intersection Summary HCM 6th Ctrl Delay 15.5 HCM 6th LOS B Creighton Manning Engineering, LLP Synchro 11 Report PMbu_20210518.syn Page 1 HCM 6th TWSC 5: Gilbert Road & Lake Ave (NY 29) 119-348 Stewarts Saratoga 2022 Build_PM Peak Hour Intersection Int Delay,s/veh 6.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations "�r �' �j'� Traffic Vol,veh/h 542 137 49 339 85 114 Future Vol,veh/h 542 137 49 339 85 114 Conflicting Peds,#/hr 0 0 0 0 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 95 95 95 95 95 95 Heavy Vehicles,% 1 0 0 1 1 0 Mvmt Flow 571 144 52 357 89 120 Major/Minor Major1 Major2 Minor1 Conflicting FlowAll 0 0 715 0 1104 643 Stage 1 - - - - 643 - Stage 2 - - - - 461 - Critical Hdwy - - 4.1 - 6.41 6.2 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy - - 2.2 - 3.509 3.3 Pot Cap-1 Maneuver - - 895 - 235 477 Stage 1 - - - - 525 - Stage 2 - - - - 637 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 895 - 218 477 Mov Cap-2 Maneuver - - - - 218 - Stage 1 - - - - 525 - Stage 2 - - - - 591 - Approach EB WB NB HCM Control Delay,s 0 1.2 36.2 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 316 - - 895 - HCM Lane V/C Ratio 0.663 - - 0.058 - HCM Control Delay(s) 36.2 - - 9.3 0 HCM Lane LOS E - - A A HCM 95th%tile Q(veh) 4.4 - - 0.2 - Creighton Manning Engineering, LLP Synchro 11 Report PMbu_20210518.syn Page 1 HCM 6th TWSC 9: Gilbert Road & Stewarts Drwy 119-348 Stewarts Saratoga 2022 Build_PM Peak Hour Intersection Int Delay,s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations �j'� �' "� Traffic Vol,veh/h 14 36 30 184 175 11 Future Vol,veh/h 14 36 30 184 175 11 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles,% 0 0 0 1 1 0 Mvmt Flow 15 38 32 194 184 12 Major/Minor Minor2 Major1 Major2 Conflicting FlowAll 448 190 196 0 - 0 Stage 1 190 - - - - - Stage 2 258 - - - - - 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 - - - Pot Cap-1 Maneuver 572 857 1389 - - - Stage 1 847 - - - - - Stage 2 790 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 557 857 1389 - - - Mov Cap-2 Maneuver 557 - - - - - Stage 1 825 - - - - - Stage 2 790 - - - - - Approach EB NB SB HCM Control Delay,s 10.2 1.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1389 - 745 - - HCM Lane V/C Ratio 0.023 - 0.071 - - HCM Control Delay(s) 7.7 0 10.2 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0.1 - 0.2 - - Creighton Manning Engineering, LLP Synchro 11 Report PMbu_20210518.syn Page 2