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HomeMy WebLinkAbout20220236 131 Excelsior Ave. Site Plan Traffic Evaluation � Cr�i�ht�an � ��,�. �r .�,e,�,� January 06, 2020 Updated March 11, 2022 Mr. David Carr The LA Group 40 Long Alley Saratoga Springs, New York 12866 RE: Traffic Evaluation, North Spring Run Apartments, Excelsior Avenue, City of Saratoga Springs, Saratoga County, New York; CM Project No. 119-294 Dear Mr. Carr, Creighton Manning Engineering, LLP (CM) has completed a traffic assessment for the proposed North Spring Run apartment development located at 131 Excelsior Avenue in the City of Saratoga which will remove and replace the vacant Old Saratoga Brewing facility. The project will provide market rate apartment units with first floor office space that will be dedicated as a leasing office for the apartment rentals. This evaluation is based on information provided in the "Sketch Plan" documents dated March 11, 2022, prepared by The LA Group (see Attachment A). A map illustrating the project location is shown on Figure 1. Project Description The project includes the construction of two apartment buildings with 102 residential units located on the north side of Excelsior Avenue. Access to the Olde Saratoga Brewing building was provided via two driveways on Excelsior Avenue.The first driveway associated with this vacant property is located opposite Allerdice Glass and Mirror approximately 500-feet east of Marion Avenue while the second driveway is located an additional 250-feet to the east. The eastern most driveway will be eliminated which is consistent with good access management principles. Access to the North Spring Run apartment development will be provided by via the remaining existing full access driveway on Excelsior Avenue.The project is expected to be completed and fully occupied in 2024. 1.0 Existing Conditions Roadways Servin�the Site Excelsior Avenue is classified as an urban local road near the project site and generally provides east-west access between Rock Street and Veterans Way in the City of Saratoga Springs. Excelsior Avenue is a two- lane roadway with 13.5-foot travel lanes in each direction. In the project vicinity,a five-foot wide sidewalk is provided on the north side of the road from the western project boundary to Veterans Way. In addition, a five-foot wide sidewalk is provided on the south side of the road from Marion Avenue to a point approximately 500-feet west of Veteran Way.The posted speed limit on Excelsior Avenue is 30-mph. It is noted that Excelsior Avenue was recently reconstructed between East Avenue and Marion Avenue to provide on-street parking on the north side of the road and bike lanes. In addition, on-street parking was also provided opposite the proposed apartment buildings along the south side of Excelsior Avenue in front of the Empire Run development which was recently constructed. Land uses along the roadway include primarily residential or commercial uses. Cr�ic�htan Me�r7r7ing Er�c�irre�rinr�, LLF' � 2 Winn�rs Gircl�� Al�c�ny, N'� 122t}5 � S]�3.44E�.(73y6 � www.c�n-iefl�.cor7� Mr.David Carr. Updated March 11,2022 Page 2 of 6 Study Area Intersections The Excelsior Avenue/Allerdice Driveway/Site Driveway is a four-leg unsignalized intersection. Each approach provides a single lane for shared travel movements. Sidewalks are provided on both sides of Excelsior Avenue and there are no marked crosswalks at this intersection. Transit and Pedestrian Accommodations Transit service in the study area is provided by the Capital District Transportation Authority(CDTA). CDTA Route 452 is a neighborhood route providing both weekday and weekend service between the Wilton Mall and Skidmore College via High Rock Avenue and Excelsior Avenue. In addition to Route 452, Route 450 provides service between the Wilton Mall and downtown Schenectady via NY Route 50. While Route 450 primarily operates along NY Route 50, two trips per day deviate to provide service along High Rock Avenue and Excelsior Avenue. The Saratoga Greenbelt Trail is a 24-mile shared use path that forms a continuous loop connecting the City of Saratoga Springs. It is noted that the trail runs along Marion Avenue west of the site and a connector trail runs along Veterans Way east of the site. In addition, the Spring Run Trail is a two mile long rail trail that runs parallel to Excelsior Avenue to the south and connects downtown Saratoga Springs with points to the east such as Excelsior Park. Data Collection Intersection turning movement counts were conducted at the study area intersection on Wednesday October 23, 2019 during the afternoon peak period from 4:00 to 6:00 p.m. and on Thursday October 24, 2019 during the morning peak period from 7:00 to 9:00 a.m. which coincides with peak operating conditions of the site and adjacent street traffic. The existing peak hour traffic volumes are shown on Figure 2-1 and form the basis for all traffic forecasts. An automatic traffic recorder(ATR)was installed on Excelsior Avenue along the project frontage to record hourly traffic volumes and vehicle speeds from Wednesday October 23, 2019 to Wednesday October 30, 2019. The data shows that the two-way traffic volume on Excelsior Avenue adjacent to the site is approximately 300 vehicles during the weekday AM peak hour(7:00 to 8:00 a.m.)and 500 vehicles during the weekday PM peak hour (4:00 to 5:00 p.m.). The 85th percentile operating speed on Excelsior Avenue was measured to be approximately 38-mph adjacent to the site. The detailed volume and speed data is included under Attachment B. 2.0 Sight Distance Analysis The available intersection sight distance from the existing Site o,-S��H�o<<,aN�F L�ONIVG STitiLGldT Driveway intersection was measured from the perspective of - s��=s��PP���<��F� ��Srt�v�E� yso-}„P;,Y�5,��,�,S,AN« a vehicle looking in both directions along Excelsior Avenue to determine if adequate sight lines are provided. The intersection sight distance looking straight ahead for vehicles � � traveling east on Excelsior Avenue turning left into the existing � �, ,,$,� Site Driveway was also measured, as illustrated in Diagram 1. �,NE,�s,�Hr- �j ��NE�F���Hr The available intersection sight distance on a side street or LJ driveway should provide drivers a sufficient view of the °`-S'�"'015""�: °.=5""r'''S,"�`� IOONIPC LCFi �._OOKINL AIGFi intersecting highway to allOW V2hIC12S t0 enter OI' 2XIt th2 Diagram 1—Generic Intersection and Stopping intersection without excessively slowing vehicles traveling at Sight Distance Measurements or near the operating speed on the intersecting mainline. � �Cr�ighron Ir ;'��,�s�-,r,ir5q Mr.David Carr. Updated March 11,2022 Page 3 of 6 Stopping sight distance (the length of roadway ahead that is visible to the driver) was also measured on Excelsior Avenue at the existing Site 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. The posted speed limit on Excelsior Avenue is 30-mph.Traffic speed data measurements collected as part of this study show that the 85t" percentile speed on Excelsior Avenue is approximately 38-mph. The available sight distances shown in Table 1 are compared to the guidelines presented in AASHTO's A Policy on Geometric Design of Highways and Streets, 2018 and NYSDOT design guidance (EB 17-007) for the applicable 40-mph operating speed on Excelsior Avenue. Tablel—Sight Distance Summary(Feet) Intersection Sight Distancel Stopping Sight Distance Intersection Right Turn Left Turn from Driveway from Driveway Looking Looking Left Turn from SSDes SSDws (D�) Left(D�) Right(Dn) Excelsior Ave Excelsior Avenue/ Available 545 600 600 765 600 760 Site Driveway Recommended 385 445 445 325 305 305 1=Intersection sight distance is measured at an eye height of 3.5-ft and object height of 3.5-ft. z=SSDEe,we=Stopping sight distance measured for a 2-foot object located in the path of vehicles traveling eastbound and westbound on Excelsior Ave. A review of the available intersection and stopping sight distances at the existing Site Driveway on Excelsior Avenue indicate that they meet AASHTO and NYSDOT guidelines for the applicable operating speed. No mitigation is necessary. It is recommended that any site signing be placed a minimum of fifteen feet back from the traveled way and the landscaping plan consider sight lines in order to maximize the visibility at the existing Site Driveway. A review of the site plan indicates that 12 on-street parking spaces will be provided along the site frontage which could impact sight lines looking left from the existing Site Driveway. It is recommended that sight-lines be considered when designing the location of on-street parking.As per the AASHTO Guide for Planning, Design, and Operation of Pedestrian Facilities (2004), on-street parking should be set back for sight distance (20-foot minimum/50-foot desirable). 3.0 Traffic Assessment Trip Generation Trip generation determines the quantity of traffic expected to travel to or from the project site. The Institute of Transportation Engineers (ITE) Trip Generation, 11`h edition, is the industry standard used for estimating trip generation for proposed land uses based on data collected at similar uses. The trip generation for the proposed project was estimated using land use code (LUC) 221 for Multi-Family (Mid- Rise) units.Table 2 summarizes the trip generation estimate for the AM and PM peak hours. Table 2—Trip Generation Summary AM Peak Hour PM Peak Hour Land Use Size LUC Enter Exit Total Enter Exit Total Multi-Family Housing(Mid-Rise) 102 units 221 7 26 33 24 16 40 � �Cr�ighron Ir ;'��,�s�-,r,ir5q Mr.David Carr. Updated March 11,2022 Page 4 of 6 The table indicates that the project is expected to generate 33 new trips during the AM peak hour and 40 new trips during the PM peak hour. It is noted that a credit was not taken for traffic previously generated by the vacant Olde Saratoga Brewery facility. It is noted that the distribution of travel in and out of the site will result in a maximum increase of approximately 14 trips on any one approach of the study area intersections. The magnitude of the 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. 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 2024. Information provided by the Capital District Transportation Committee (CDTC) indicates that traffic volumes in the study area have increased by approximately 1.1 percent per year over the last several years;therefore,the 2019 Existing traffic volumes were increased by 1.1 percent per year for five years to represent general growth in the study area anticipated by the 2024 design year. In addition to the background traffic growth, vehicle trips associated with the following planned or approved developments within the project area were considered when developing No-Build traffic volumes: • Excelsior Park— o Phase 2 Competition — 105 Apartment units and 22 Townhouse Units. The apartments and three of the townhouse units have already been constructed and occupied which leaves 19 remaining townhouse units. o Full Build-Out Proposal — 73 townhouse units, 82 apartment units, 60 room hotel, and 37,600 SF of commercial space. • 250 Excelsior Avenue—20,000 SF Auto-Service Center The 2024 No-Build traffic volumes are shown on Figure 2-2 and represent expected traffic volumes in 2023 without construction of the project. Traffic generated by the proposed project was distributed to the adjacent roadways based on existing observed travel patterns in the project area and available census commuting data, as well as probable travel routes for residents of the proposed development. It is expected that approximately 40 percent will travel to and from the east on Excelsior Avenue while 60 percent travel to and from the west on Excelsior Avenue. The trip distribution patterns and associated site-generated traffic volumes for the proposed development are shown on Figures 2-3 and 2-4.The site generated trips were added to the 2024 No-Build traffic volumes resulting in the 2024 Build traffic volumes for the weekday AM and PM peak hours as shown on Figure 3. Traffic Operations Intersection Level of Service (LOS) and capacity analysis relate traffic volumes to the physical characteristics of an intersection. Intersection evaluations were made using Synchro Software which automates the procedures contained in the Highway Capacity Manual.Table 3 summarizes the results of � �Cr�ighron Ir ;'��,�s�-,r,ir5q Mr.David Carr. Updated March 11,2022 Page 5 of 6 the level of service calculations for the proposed project. The detailed level of service analyses are included under Attachment C. Table 3—Level of Service Summary AM Peak Hour PM Peak Hour 0 Intersection � 2019 2024 2024 2019 2024 2024 � Existing No-Build Build Existing No-Build Build ExcelsiorAve/Allerdice Drwy/Site Drwy U Allerdice Drwy NB LTR B(10.8) B(11.8) B(12.1) B(12.2) B(13.9) B(14.5) Excelsior Ave EB LTR A(0.0) A(0.0) A(7.8) A(7.6) A(7.8) A(7.9) Excelsior Ave WB LTR A(7.8) A(8.0) A(8.0) A(7.9) A(8.1) A(8.1) Site Drwy SB LTR A(0.0) A(0.0) B(11.9) A(9.3) A(9.7) B(12.4) X(Y.Y)=Level of service(Average delay in seconds per vehicle) U=Unsignalized Intersection EB,WB,NB,SB=Eastbound,Westbound,Northbound,and Southbound intersection approaches L,T,R=Left-turn,Through,and/or Right-turn movements The level of service analysis indicates that all approaches at the study area intersection operate at LOS A/B during the peak hours and will continue to do so through Build conditions. With the additional traffic generated by the North Spring Run apartment development, vehicle delay will increase by approximately three seconds per vehicle or less. No capacity improvements are recommended. The Site Driveway is expected to operate at LOS B during both peak hours. It is recommended that the Site Driveway remain unsignalized with a single lane entering and exiting the site. 4.0 Conclusions The proposed project includes the construction of two apartment buildings with 102 market rate residential units located on the north side of Excelsior Avenue. The proposed project is expected to generate 33 new vehicle trips during the AM peak hour and 40 new vehicle trips during the PM peak hour. The project is expected to be completed and fully occupied in 2024.The following conclusions are noted: • All study area intersection approaches will operate at LOS A/B during both peak hours with minor increases in average vehicle delay after development of the site. • The Site Driveway intersection on Excelsior Avenue will provide good levels of service after development of the site. It is recommended that the Site Driveway remain unsignalized with a single lane entering and exiting the site. • The sight distance analysis indicates that adequate sight lines will be provided at the Site Driveway for the applicable 40-mph operating speed. • It is recommended that any site signing be placed a minimum of fifteen feet back from the travel way and the landscaping plan consider sight lines in order to maximize the visibility at the existing Site Driveway.A review of the site plan indicates that 12 on-street parking spaces will be provided along the site frontage which could impact sight lines looking left from the existing Site Driveway. It is recommended that sight-lines be considered when designing the location of on-street parking. As per the AASHTO Guide for Planning, Design, and Operation of Pedestrian Facilities (2004), on-street parking should be set back for sight distance (20-foot minimum/50-foot desirable). � �Cr�ighron Ir ;"v:�s�-,r,ir3q Mr.David Carr. Updated March 11,2022 Page 6 of 6 Please call our office if you have any questions or comments regarding the above analysis. Respectfully submitted, Creighton Manning Engineering, LLP il�f-��� �f/'�i� Nlark D. Nadalny �� Associate . \\CME-FILE01\Company\Projects\2019\119-294 LA Group-North Spring Run\Working\Traffic\Reports\119294_Ltr Rpt_20220311.docx � �Cr�ighron Ir ;"v:�s�-,r,ir3q . . _ , - t . � .�:. � ., � �o`��' �titi �Ss 4- .{,�, e .� �n� � �'°+}� -- � - � a �_ -_-_ r�= , - � - . ._. � . _�*'� . �_ - ;� . 5[? r r �� �' ��� Y>`° s' ���` , � � -� PROJECT LOCATION �� � — - ,��,�, � . -�� 9 - �° � , �"� �` .� �� � �;�, ��� � ; ,4 � ����w � � �� ���?� , rr' ' ��� �+ " �" �+` �+f� . ��"' 4 �," � - - — ' � i� ' -`��-.'� ,i� ,r� �` �. , � �� l.r, y � ,'X� k';; O p ��� � . �k- � �."�.j,��� ��'° ����'��; (D � "�" � � �� � "''i��. n � _. �''-_ � �� _� � .� ��• � � � � �.� R'� �. 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Q STUDY AREA INTERSECTION PROJECT LOCATION .�� Crei�hton NORTH SPRING RUN ♦ Mannin� RESIDENTIAL DEVELOPMENT SARATOGA SPRI NGS, NEW YORK PROJECT: 119-294 DATE: 12/2019 FIGURE: 1 . 2019 EXISTING 2024 NO-BUILD � TRAFFIC VOLUMES 0 TRAFFIC VOLUMES ��� ��� ��� �� � � � � � � � �o o I��(�) v o o I��(�) EXCELSIOR o 0 0 ��95(�95) EXCELSIOR o 0 0 �245(259) AVE � 1 �►I�3�8� AVE � 1 �►I�3(8) (1)0�� I � (1)0�� I � (298) 111� � o `° (374) 150� � o `° �2�9 0 o v �2� ,�� �o v � � � � w w U U � � W� W� Q� Q� AM PEAK HOUR(PM PEAK HOUR) AM PEAK HOUR(PM PEAK HOUR) � TRIP DISTRIBUTION 0 TRIP ASSIGNMENT ��� ��� ��� �� � � � � � � � � o °' o o I�40% " �I�3(10) � EXCELSIOR `� � ~ EXCELSIOR � � ~ AVE � 1 �I� AVE � 1 �I� � 60%�� I � ��4)4�� I � � � � � � � � w w � U U ❑ � _ W� W� Q 0 Q 0 0 N ENTER(EXIT) AM PEAK HOUR(PM PEAK HOUR) � TRAFFIC VOLUMES � o .� Crei�hton � ♦ Mannin� NORTH SPRING APARTMENTS � CITY OF SARATOGA SPRINGS, NEW YORK � PROJECT: 119-294 DATE: 03/2022 FIGURE: 2 . O 2024 BUILD TRAFFIC VOLUMES Iw� � I�� 0 � s � v o cn Lg��p� EXCELSIOR � o� I�245(259) AVE � l �►�3(8) (14)4�� � � (374) 150� � o `� (2) �p� ���=, w U � ��W J� ao � � � � � � 0 N AM PEAK HOUR(PM PEAK HOUR) � TRAFFIC VOLUMES � o .� Crei�hton � ♦ Mannin� NORTH SPRING APARTMENTS � CITY OF SARATOGA SPRINGS, NEW YORK � PROJECT: 119-294 DATE: 03/2022 FIGURE: 3 Attachment A Site Plan North Spring Run City of Saratoga Springs, New York L ��rour NorEs: The LA GROUP NYSROUTE50-SOUTHBOUND � ��� � NYSROUTESa-NORTHBOUND owa,a.Emor�a.cox3marvor..�e.ar.cEoxevmx Y � ..r.H s- � -newv<winneovnc�a�r�csw�rv�.r �.w,�P�a..E��oPuaff�.� Conifer LLC � .. .. . � .u�t�x . � . . � .. . �..NNo���« ' � ' �F � vaoo� � ' :.u.�s � -' � ; _b�w. _w�. ����s _��OIO•OO o��m��.mm;0 n0'n I�bO�a��-� oo..„0:.0_., I oi�o�»._no.. . -� . .rz�� a,0 . � ��a� ��1 � I � n o a o � . wPE.,, Grvo.:.G., :oc� o o��o" o .. 0 0 — - o 0 o mm o 0 0 0 0 � .. �. ' - � � o � ...o�E�a 0 0 0 0 o � o 0 0 0 0 0 0 0 0 0 � �� o 0 0 � '� ���� � o o � .�a.a v� �. o � o 0 0 0 0 0 �en o � o . o u��r � o 0 0 �. � N.v<�" o,� p �w d 4 .. , n Q � . LEGEND -_ ;-�o� „ . ��F� . N �o � , r�� .,rt T�u.�s � � h Sp 9 R a�w. �g I� ���k�..�9u.F —__—�LNs�\KK s s, i�mc � _ �.,.�. . . �. Q . N. .a �� . 0 0 ' w0 � � � �,Q u.-,. - � j� ,.��m� ' i�,P,�,_..��� E PN�.�,. � . ., o Q Q n +� � :� O o.p�. C�. O � o � 0 ,r..x � �*_ �+ �� EXCELSIORavENUE �'��"�".""°� oF""'"�°� �* __ ...... . . . _ � ��.. � : �o o , .,...,..„. ' � SiteLayout& PlanningBoard#xx.xx MaterialsPlan -,.•, L-2.0 Attachment B Turning Movement Counts and ATR Data North Spring Run City of Saratoga Springs, New York MetroCount Traffic Executive Speed Statistics SpeedStat-127 -- Enqlish (ENU) Datasets: Site: [119-294] Located on Excelsior Ave -West of Allerdice Driveway Attribute: North Spring Run Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 15:26 Tuesday, October 22, 2019 => 8:42 Wednesday, October 30, 2019, Zone: File: 119-294 0 2019-10-30 0842.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: 13:00 Wednesday, October 23, 2019 => 7:00 Wednesday, October 30, 2019 (6.75) 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 = East 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 =31199/31369 (99.46%) Speed Statistics SpeedStat-127 Site: 119-294.1.2EW Description: Located on Excelsior Ave -West of Allerdice Driveway Filter time: 13:00 Wednesday, October 23, 2019 =>7:00 Wednesday, October 30, 2019 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(NESW) Sp(6,99) Headway(>0) Span(0 - 328.084) Vehicles=31199 Posted speed limit=37 mph, Exceeding=7049(22.59%), Mean Exceeding=39.87 mph Maximum=66.4 mph, Minimum=6.5 mph, Mean=33.5 mph 85%Speed=38.3 mph,95%Speed=41.2 mph, Median =33.6 mph 12 mph Pace=28-40, Number in Pace=25526(81.82%) Variance=26.22,Standard Deviation =5.12 mph Speed Bins (Partial days) Speed � Bin � Below � Above � Energy � vMult � n * vMult 0 - 6 � 0 O.Oo � 0 O.Oo � 31199 100.Oo � 0.00 � 0.00 � 0.00 6 - 12 � 24 0.10 � 24 0.10 � 31175 99.90 � 0.00 � 0.00 � 0.00 12 - 19 � 255 O.8o � 279 0.90 � 30920 99.10 � 0.00 � 0.00 � 0.00 19 - 25 � 1491 4.8a � 1770 5.70 � 29429 94.30 � 0.00 � 0.00 � 0.00 25 - 31 � 6719 21.5a � 848G 27.20 � 22710 72.80 � 0.00 � 0.00 � 0.00 31 - 37 � 16191 51.9a � 24680 79.10 � 6519 20.90 � 0.00 � 0.00 � 0.00 37 - 43 � 5883 18.9a � 30563 98.Oo � 636 2.Oo � 0.00 � 0.00 � 0.00 43 - 50 � 574 1.8a � 31137 99.80 � 62 0.20 � 0.00 � 0.00 � 0.00 50 - 56 � 56 0.20 � 31193 100.Oo � 6 O.Oo � 0.00 � 0.00 � 0.00 56 - 62 � 3 O.Oo � 31196 100.Oo � 3 O.Oo � 0.00 � 0.00 � 0.00 62 - 68 � 3 O.Oo � 31199 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 68 - 75 � 0 O.Oo � 31199 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 75 - 81 � 0 O.Oo � 31199 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 81 - 87 � 0 O.Oo � 31199 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 87 - 93 � 0 O.Oo � 31199 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 93 - 99 � 0 O.Oo � 31199 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 99 - 106 � 0 O.Oo � 31199 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 106 - 112 � 0 O.Oo � 31199 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 112 - 118 � 0 O.Oo � 31199 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 118 - 124 � 0 O.Oo � 31199 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 Total Speed Rating=0.00 Total Moving Energy(Estimated)=0.00 Speed limit fields (Partial days) � Limit � Below � Above 0 � 37 (PSL) � 24150 77.40 � 7049 22.60 MetroCount Traffic Executive Speed Statistics SpeedStat-128 -- Enqlish (ENU) Datasets: Site: [119-294] Located on Excelsior Ave -West of Allerdice Driveway Attribute: North Spring Run Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 15:26 Tuesday, October 22, 2019 => 8:42 Wednesday, October 30, 2019, Zone: File: 119-294 0 2019-10-30 0842.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: 13:00 Wednesday, October 23, 2019 => 7:00 Wednesday, October 30, 2019 (6.75) 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 = 17410/31369 (55.50%) Speed Statistics SpeedStat-128 Site: 119-294.1.2EW Description: Located on Excelsior Ave -West of Allerdice Driveway Filter time: 13:00 Wednesday, October 23, 2019 =>7:00 Wednesday, October 30, 2019 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(EB)Sp(6,99) Headway(>0) Span(0 - 328.084) Vehicles= 17410 Posted speed limit=37 mph, Exceeding=4650(26.71%), Mean Exceeding=40.02 mph Maximum=66.4 mph, Minimum=7.1 mph, Mean=34.0 mph 85%Speed=38.9 mph,95%Speed=41.8 mph, Median =34.2 mph 12 mph Pace=28-41, Number in Pace= 14132(81.17%) Variance=27.07,Standard Deviation =5.20 mph Speed Bins (Partial days) Speed � Bin � Below � Above � Energy � vMult � n * vMult 0 - 6 � 0 O.Oo � 0 O.Oo � 17410 100.Oo � 0.00 � 0.00 � 0.00 6 - 12 � 15 0.10 � 15 0.10 � 17395 99.90 � 0.00 � 0.00 � 0.00 12 - 19 � 131 O.8o � 146 O.8o � 17264 99.20 � 0.00 � 0.00 � 0.00 19 - 25 � 724 4.2a � 870 S.Oo � 16540 95.Oo � 0.00 � 0.00 � 0.00 25 - 31 � 3346 19.2a � 4216 24.20 � 13194 75.80 � 0.00 � 0.00 � 0.00 31 - 37 � 8866 50.9a � 13082 75.10 � 4328 24.90 � 0.00 � 0.00 � 0.00 37 - 43 � 3863 22.2a � 16945 97.30 � 465 2.70 � 0.00 � 0.00 � 0.00 43 - 50 � 416 2.4a � 17361 99.70 � 49 0.30 � 0.00 � 0.00 � 0.00 50 - 56 � 46 0.30 � 17407 100.Oo � 3 O.Oo � 0.00 � 0.00 � 0.00 56 - 62 � 2 O.Oo � 17409 100.Oo � 1 O.Oo � 0.00 � 0.00 � 0.00 62 - 68 � 1 O.Oo � 17410 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 68 - 75 � 0 O.Oo � 17410 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 75 - 81 � 0 O.Oo � 17410 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 81 - 87 � 0 O.Oo � 17410 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 87 - 93 � 0 O.Oo � 17410 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 93 - 99 � 0 O.Oo � 17410 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 99 - 106 � 0 O.Oo � 17410 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 106 - 112 � 0 O.Oo � 17410 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 112 - 118 � 0 O.Oo � 17410 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 118 - 124 � 0 O.Oo � 17410 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 Total Speed Rating=0.00 Total Moving Energy(Estimated)=0.00 Speed limit fields (Partial days) � Limit � Below � Above 0 � 37 (PSL) � 12760 73.30 � 4650 26.70 MetroCount Traffic Executive Speed Statistics SpeedStat-129 -- Enqlish (ENU) Datasets: Site: [119-294] Located on Excelsior Ave -West of Allerdice Driveway Attribute: North Spring Run Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 15:26 Tuesday, October 22, 2019 => 8:42 Wednesday, October 30, 2019, Zone: File: 119-294 0 2019-10-30 0842.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: 13:00 Wednesday, October 23, 2019 => 7:00 Wednesday, October 30, 2019 (6.75) 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 = 13789/31369 (43.96%) Speed Statistics SpeedStat-129 Site: 119-294.1.2EW Description: Located on Excelsior Ave -West of Allerdice Driveway Filter time: 13:00 Wednesday, October 23, 2019 =>7:00 Wednesday, October 30, 2019 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(WB) Sp(6,99) Headway(>0) Span(0 - 328.084) Vehicles= 13789 Posted speed limit=37 mph, Exceeding=2399(17.40%), Mean Exceeding=39.59 mph Maximum=63.8 mph, Minimum=6.5 mph, Mean=32.9 mph 85%Speed=37.4 mph,95%Speed=40.0 mph, Median =32.9 mph 12 mph Pace=27-40, Number in Pace= 11466(83.15%) Variance=24.37,Standard Deviation =4.94 mph Speed Bins (Partial days) Speed � Bin � Below � Above � Energy � vMult � n * vMult 0 - 6 � 0 O.Oo � 0 O.Oo � 13789 100.Oo � 0.00 � 0.00 � 0.00 6 - 12 � 9 0.10 � 9 0.10 � 13780 99.90 � 0.00 � 0.00 � 0.00 12 - 19 � 124 0.90 � 133 1.Oo � 13656 99.Oo � 0.00 � 0.00 � 0.00 19 - 25 � 767 5.6a � 900 6.50 � 12889 93.50 � 0.00 � 0.00 � 0.00 25 - 31 � 3373 24.5a � 4273 31.Oo � 9516 69.Oo � 0.00 � 0.00 � 0.00 31 - 37 � 7325 53.1a � 11598 84.10 � 2191 15.90 � 0.00 � 0.00 � 0.00 37 - 43 � 2020 14.6a � 13618 98.80 � 171 1.20 � 0.00 � 0.00 � 0.00 43 - 50 � 158 1.1a � 13776 99.90 � 13 0.10 � 0.00 � 0.00 � 0.00 50 - 56 � 10 0.10 � 13786 100.Oo � 3 O.Oo � 0.00 � 0.00 � 0.00 56 - 62 � 1 O.Oo � 13787 100.Oo � 2 O.Oo � 0.00 � 0.00 � 0.00 62 - 68 � 2 O.Oo � 13789 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 68 - 75 � 0 O.Oo � 13789 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 75 - 81 � 0 O.Oo � 13789 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 81 - 87 � 0 O.Oo � 13789 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 87 - 93 � 0 O.Oo � 13789 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 93 - 99 � 0 O.Oo � 13789 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 99 - 106 � 0 O.Oo � 13789 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 106 - 112 � 0 O.Oo � 13789 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 112 - 118 � 0 O.Oo � 13789 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 118 - 124 � 0 O.Oo � 13789 100.Oo � 0 O.Oo � 0.00 � 0.00 � 0.00 Total Speed Rating=0.00 Total Moving Energy(Estimated)=0.00 Speed limit fields (Partial days) � Limit � Below � Above 0 � 37 (PSL) � 11390 82.60 � 2399 17.40 MetroCount Traffic Executive Weeklv Vehicle Counts (Virtual Week) VirtWeeklvVehicle-124 -- Enqlish (ENU) Datasets: Site: [119-294] Located on Excelsior Ave -West of Allerdice Driveway Attribute: North Spring Run Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 15:26 Tuesday, October 22, 2019 => 8:42 Wednesday, October 30, 2019, Zone: File: 119-294 0 2019-10-30 0842.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: 13:00 Wednesday, October 23, 2019 =>7:00 Wednesday, October 30, 2019 (6.75) 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 = East 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 =31199/31369 (99.46%) Weeklv Vehicle Counts (Virtual Week) VirtWeeklyVehicle-124 Site: 119-294.1.2EW Description: Located on Excelsior Ave -West of Allerdice Driveway Filter time: 13:00 Wednesday, October 23, 2019 =>7:00 Wednesday, October 30, 2019 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(NESW) Sp(6,99) Headway(>0) Span(0 - 328.084) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour � 0000-0100 9.0 15.0 12.0 16.0 17.0 37.0 56.0 � 13.8 23.1 0100-0200 11.0 9.0 8.0 2.0 19.0 33.0 32.0 I 9.8 16.3 0200-0300 3.0 2.0 4.0 4.0 3.0 20.0 34.0 I 3.2 10.0 0300-0400 2.0 1.0 5.0 4.0 3.0 9.0 17.0 I 3.0 5.9 0400-0500 14.0 16.0 13.0 12.0 20.0 17.0 7.0 I 15.0 14.1 0500-0600 48.0 48.0 53.0 50.0 45.0 17.0 17.0 I 48.8 39.7 0600-0700 110.0 114.0 106.0 112.0 103.0 38.0 28.0 I 109.0 87.3 0700-0800 296.0 306.0 * 297.0 288.0 67.0 74.0 I 296.8 221.3 0800-0900 285.0 315.0 * 277.0 282.0 187.0 101.0 I 289•8 241.2 0900-1000 298.0 314.0 * 307.0 313.0 288.0 159.0 I 308.0 279.8 1000-1100 295.0 284.0 * 311.0 300.0 389.0 249.0 I 297•5 304.7 1100-1200 311.0 302.0 * 348.0 327.0 383.0 269.0 I 322.0 323.3 1200-1300 342.0 343.0 * 333.0 381.0 384.0 323.0 I 349.8 351.0 1300-1400 304.0 310.0 312.0 327.0 354.0 377.0 277.0 I 321.4 323.0 1400-1500 361.0 357.0 410.0 359.0 390.0 430.0 274.0 I 375.4 368.7 1500-1600 428.0 418.0 461.0 465.0 407.0 399.0 272.0 I 435.8 407.1 1600-1700 461.0 492.0 507.0 531.0 477.0 345.0 265.0 I 493.6 439.7 1700-1800 406.0 438.0 490.0 451.0 472.0 338.0 214.0 I 451.4 401.3 1800-1900 277.0 341.0 350.0 370.0 319.0 296.0 158.0 I 331.4 301.6 1900-2000 158.0 190.0 224.0 199.0 247.0 205.0 106.0 I 203.6 189.9 2000-2100 122.0 158.0 193.0 165.0 186.0 150.0 84.0 I 164.8 151.1 2100-2200 84.0 94.0 101.0 100.0 134.0 144.0 53.0 I 102.6 101.4 2200-2300 33.0 43.0 52.0 67.0 100.0 112.0 33.0 I 59.0 62.9 2300-2400 30.0 21.0 22.0 35.0 63.0 81.0 17.0 I 34.2 38.4 I Totals � I 0700-1900 4064.0 4220.0 * 4376.0 4310.0 3883.0 2635.0 I 4272.8 3962.8 0600-2200 4538.0 4776.0 * 4952.0 4980.0 4420.0 2906.0 I 4852.8 4492.5 0600-0000 4601.0 4840.0 * 5054.0 5143.0 4613.0 2956.0 I 4946.0 4593.8 0000-0000 4688.0 4931.0 * 5142.0 5250.0 4746.0 3119.0 I 5039.6 4702.9 I AM Peak 1100 0800 * 1100 1100 1000 1100 I 311.0 315.0 * 348.0 327.0 389.0 269.0 I I PM Peak 1600 1600 * 1600 1600 1400 1200 I 461.0 492.0 * 531.0 477.0 430.0 323.0 I * - No data. MetroCount Traffic Executive Weeklv Vehicle Counts (Virtual Week) VirtWeeklvVehicle-125 -- Enqlish (ENU) Datasets: Site: [119-294] Located on Excelsior Ave -West of Allerdice Driveway Attribute: North Spring Run Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 15:26 Tuesday, October 22, 2019 => 8:42 Wednesday, October 30, 2019, Zone: File: 119-294 0 2019-10-30 0842.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: 13:00 Wednesday, October 23, 2019 =>7:00 Wednesday, October 30, 2019 (6.75) 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 = 17410/31369 (55.50%) Weeklv Vehicle Counts (Virtual Week) VirtWeeklyVehicle-125 Site: 119-294.1.2EW Description: Located on Excelsior Ave -West of Allerdice Driveway Filter time: 13:00 Wednesday, October 23, 2019 =>7:00 Wednesday, October 30, 2019 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(EB)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 13.0 10.0 11.0 10.0 25.0 37.0 � 10.0 16.0 0100-0200 7.0 7.0 6.0 2.0 16.0 24.0 20.0 � 7.6 11.7 0200-0300 1.0 1.0 2.0 2.0 1.0 14.0 29.0 � 1.4 7.1 0300-0400 1.0 0.0 3.0 4.0 1.0 7.0 9.0 I 1.8 3.6 0400-0500 5.0 5.0 4.0 3.0 8.0 6.0 7.0 I 5.0 5.4 0500-0600 22.0 23.0 21.0 20.0 19.0 8.0 7.0 � 21.0 17.1 0600-0700 38.0 39.0 38.0 39.0 39.0 15.0 13.0 I 38.6 31.6 0700-0800 104.0 113.0 * 108.0 109.0 35.0 38.0 I 108.5 84.5 0800-0900 123.0 128.0 * 97.0 119.0 91.0 43.0 I 116.8 100.2 0900-1000 145.0 151.0 * 135.0 140.0 145.0 72.0 I 142.8 131.3 1000-1100 153.0 152.0 * 166.0 167.0 192.0 127.0 I 159.5 159.5 1100-1200 172.0 164.0 * 176.0 178.0 215.0 147.0 I 172.5 175.3 1200-1300 206.0 199.0 * 205.0 215.0 220.0 205.0 I 206.3 208.3 1300-1400 188.0 170.0 184.0 168.0 207.0 226.0 150.0 I 183.4 184.7 1400-1500 205.0 205.0 230.0 215.0 227.0 266.0 149.0 I 216.4 213.9 1500-1600 235.0 261.0 265.0 279.0 262.0 235.0 160.0 I 260.4 242.4 1600-1700 301.0 296.0 304.0 317.0 282.0 210.0 146.0 I 300.0 265.1 1700-1800 251.0 264.0 308.0 259.0 278.0 182.0 129.0 I 272.0 238.7 1800-1900 148.0 198.0 202.0 220.0 171.0 156.0 97.0 I 187•8 170.3 1900-2000 102.0 119.0 152.0 123.0 145.0 102.0 69.0 I 128.2 116.0 2000-2100 84.0 104.0 109.0 105.0 99.0 87.0 59.0 I 100.2 92.4 2100-2200 57.0 60.0 57.0 70.0 85.0 89.0 36.0 I 65.8 64.9 2200-2300 25.0 31.0 32.0 48.0 76.0 70.0 21.0 I 42.4 43.3 2300-2400 16.0 17.0 16.0 23.0 43.0 57.0 13.0 I 23.0 26.4 I Totals � I 0700-1900 2231.0 2301.0 * 2345.0 2355.0 2173.0 1463.0 I 2326.3 2174.3 0600-2200 2512.0 2623.0 * 2682.0 2723.0 2466.0 1640.0 I 2659.1 2479.2 0600-0000 2553.0 2671.0 * 2753.0 2842.0 2593.0 1674.0 � 2724.5 2548.9 0000-0000 2595.0 2720.0 * 2795.0 2897.0 2677.0 1783.0 I 2771•3 2609.9 I AM Peak 1100 1100 * 1100 1100 1100 1100 I 172.0 164.0 * 176.0 178.0 215.0 147.0 I I PM Peak 1600 1600 * 1600 1600 1400 1200 I 301.0 296.0 * 317.0 282.0 266.0 205.0 I * - No data. MetroCount Traffic Executive Weeklv Vehicle Counts (Virtual Week) VirtWeeklvVehicle-126 -- Enqlish (ENU) Datasets: Site: [119-294] Located on Excelsior Ave -West of Allerdice Driveway Attribute: North Spring Run Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 15:26 Tuesday, October 22, 2019 => 8:42 Wednesday, October 30, 2019, Zone: File: 119-294 0 2019-10-30 0842.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: 13:00 Wednesday, October 23, 2019 =>7:00 Wednesday, October 30, 2019 (6.75) 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 = 13789/31369 (43.96%) Weeklv Vehicle Counts (Virtual Week) VirtWeeklyVehicle-126 Site: 119-294.1.2EW Description: Located on Excelsior Ave -West of Allerdice Driveway Filter time: 13:00 Wednesday, October 23, 2019 =>7:00 Wednesday, October 30, 2019 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(WB) Sp(6,99) Headway(>0) Span(0 - 328.084) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour � 0000-0100 3.0 2.0 2.0 5.0 7.0 12.0 19.0 � 3.8 7.1 0100-0200 4.0 2.0 2.0 0.0 3.0 9.0 12.0 I 2.2 4.6 0200-0300 2.0 1.0 2.0 2.0 2.0 6.0 5.0 I 1•8 2•9 0300-0400 1.0 1.0 2.0 0.0 2.0 2.0 8.0 � 1.2 2.3 0400-0500 9.0 11.0 9.0 9.0 12.0 11.0 0.0 I 10.0 8.7 0500-0600 26.0 25.0 32.0 30.0 26.0 9.0 10.0 I 27.8 22.6 0600-0700 72.0 75.0 68.0 73.0 64.0 23.0 15.0 I 70.4 55.7 0700-0800 192.0 193.0 * 189.0 179.0 32.0 36.0 I 188.3 136.8 0800-0900 162.0 187.0 * 180.0 163.0 96.0 58.0 I 173.0 141.0 0900-1000 153.0 163.0 * 172.0 173.0 143.0 87.0 I 165.3 148.5 1000-1100 142.0 132.0 * 145.0 133.0 197.0 122.0 I 138.0 145.2 1100-1200 139.0 138.0 * 172.0 149.0 168.0 122.0 I 149.5 148.0 1200-1300 136.0 144.0 * 128.0 166.0 164.0 118.0 I 143.5 142.7 1300-1400 116.0 140.0 128.0 159.0 147.0 151.0 127.0 I 138.0 138.3 1400-1500 156.0 152.0 180.0 144.0 163.0 164.0 125.0 I 159.0 154.9 1500-1600 193.0 157.0 196.0 186.0 145.0 164.0 112.0 I 175.4 164.7 1600-1700 160.0 196.0 203.0 214.0 195.0 135.0 119.0 I 193.6 174.6 1700-1800 155.0 174.0 182.0 192.0 194.0 156.0 85.0 I 179•4 162.6 1800-1900 129.0 143.0 148.0 150.0 148.0 140.0 61.0 I 143.6 131.3 1900-2000 56.0 71.0 72.0 76.0 102.0 103.0 37.0 I 75.4 73.9 2000-2100 38.0 54.0 84.0 60.0 87.0 63.0 25.0 I 64.6 58.7 2100-2200 27.0 34.0 44.0 30.0 49.0 55.0 17.0 I 36.8 36.6 2200-2300 8.0 12.0 20.0 19.0 24.0 42.0 12.0 I 16.6 19.6 2300-2400 14.0 4.0 6.0 12.0 20.0 24.0 4.0 I 11.2 12.0 I Totals � I 0700-1900 1833.0 1919.0 * 2031.0 1955.0 1710.0 1172.0 I 1946.5 1788.5 0600-2200 2026.0 2153.0 * 2270.0 2257.0 1954.0 1266.0 I 2193.7 2013.3 0600-0000 2048.0 2169.0 * 2301.0 2301.0 2020.0 1282.0 � 2221.5 2044.9 0000-0000 2093.0 2211.0 * 2347.0 2353.0 2069.0 1336.0 I 2268.3 2093.0 I AM Peak 0700 0700 * 0700 0700 1000 1100 I 192.0 193.0 * 189.0 179.0 197.0 122.0 I I PM Peak 1500 1600 * 1600 1600 1500 1300 I 193.0 196.0 * 214.0 195.0 164.0 127.0 I * - No data. � ` i Cr�ei�,hton �a�✓ �;r a . .�.��. Creighton Manning Engineering,LLP 2 Winners Circle Count Name:119-294 Site Code: Albany,New York,United States 12205 Start Date:10/23/2019 518-446-0396 jvogl@cmellp.com Page No:1 Turning Movement Data ExcelsiorAve EB ExcelsiorAve WB Driveway NB Driveway 5B Eastbountl Westbountl Northbountl Southbountl Start Tim e Left Thru Right U-Turn Petls Totel Left Thru Right U-Turn Petls Totel Left Thru Right U-Turn Petls Totel Left Thru Right U-Turn Petls Totel Int.Total 4'.00 PM 0 79 1 0 80 2 41 0 0 43 1 0 2 0 3 0 0 1 0 1 127 4'.15 PM 0 63 1 0 64 2 54 0 0 56 5 0 0 0 5 0 0 0 0 � 0 125 4'.30 PM 1 70 0 0 71 2 51 0 0 53 2 0 4 0 6 0 0 0 0 0 130 4'.45 PM 0 86 0 0 86 2 49 0 0 51 2 0 1 0 3 0 0 0 0 � 0 140 Hourly Total 1 298 2 0 301 8 195 0 0 203 10 0 7 0 17 0 0 1 0 1 522 5'.00 PM 0 69 0 0 69 0 48 0 0 48 4 0 3 0 7 0 0 0 0 � 0 124 5'.15 PM 0 73 0 0 ' 73 0 42 0 0 42 1 0 0 0 1 0 0 0 0 � 0 116 5'.30 PM 0 76 1 0 77 0 51 0 0 51 1 0 1 0 2 0 0 0 0 0 130 5'.45 PM 0 84 0 0 84 0 42 0 0 42 2 0 2 0 � 4 0 0 0 0 0 130 Hourly Total 0 302 1 0 � 303 0 183 0 0 183 8 0 6 0 ' 14 0 0 0 0 0 500 6'.00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 »«'BREAK"�"" ' " ' _ ' ' " _ _ _ " " ' _ _ " ' ' ' _ " _ ' ' ' Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7'.00 AM 0 24 2 0 26 1 27 0 0 28 0 0 1 0 1 0 0 0 0 0 55 7'.15 AM 0 18 1 0 19 2 49 0 0 51 0 0 0 0 0 0 0 0 0 0 70 7'.30 AM 0 29 0 0 29 0 51 0 0 51 2 0 1 0 3 0 0 0 0 ' 0 83 7'.45 AM 0 35 2 0 37 2 58 0 0 60 1 0 0 0 1 0 0 0 0 0 98 Hourly Total 0 106 5 0 111 5 185 0 0 190 3 0 2 0 5 0 0 0 0 � 0 306 8'.00 AM 0 18 5 0 23 1 41 0 0 42 1 0 1 0 2 0 0 0 0 0 67 8'.15 AM 0 29 2 0 ' 31 0 45 0 0 45 3 0 1 0 4 0 0 0 0 0 80 8'.30 AM 0 32 1 0 33 0 38 0 0 38 1 0 0 0 1 0 0 0 0 0 72 8'.45 AM 0 17 3 0 20 0 55 0 0 55 1 0 0 0 1 0 0 0 0 0 76 Hourly Total 0 96 11 0 107 1 179 0 0 180 6 0 2 0 8 0 0 0 0 0 295 9'.00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grentl Total 1 802 19 0 822 14 742 0 0 � 756 27 0 17 0 � 44 0 0 1 0 1 1623 Approach% 0.1 97.6 2.3 0.0 1.9 98.1 0.0 0.0 61.4 0.0 38.6 0.0 0.0 0.0 100.0 0.0 Total% 0.1 49.4 1.2 0.0 50.6 0.9 45.7 0.0 0.0 46.6 1.7 0.0 1.0 0.0 2.7 0.0 0.0 0.1 0.0 0.1 Lights 0 770 19 0 789 13 714 0 0 727 26 0 16 0 42 0 0 1 0 1 1559 %Lights 0.0 96.0 100.0 96.0 92.9 96.2 96.2 96.3 94.1 95.5 100.0 100.0 96.1 Buses 0 20 0 0 20 0 20 0 0 20 0 0 0 0 0 0 0 0 0 0 40 %Buses 0.0 2.5 0.0 2.4 0.0 2.7 2.6 0.0 0.0 0.0 0.0 0.0 2.5 Trucks 0 12 0 0 12 1 6 0 0 7 1 0 1 0 2 0 0 0 0 0 21 %Trucks 0.0 1.5 0.0 1.5 7.1 0.8 0.9 3.7 5.9 4.5 0.0 0.0 1.3 Bicycles on Roatl 1 0 0 0 1 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 3 %Bicycles on q00.0 0.0 0.0 - � 0.1 0.0 0.3 - - � 0.3 0.0 - 0.0 - - 0.0 - - 0.0 - � 0.0 0.2 Roatl Bicycles on _ _ _ ' _ _ ' ' " _ " ' " ' " ' " ' _ _ " Crosswalk " " - %Bicycles on Crosswalk -" '�- `�' ��- Petlestrians � ' " %Petlestrans ` i C��ei�hton �a�✓ �;r a _ � �.��. Creighton Manning Engineering,LLP 2 Winners Circle Count Name:119-294 Site Code: Albany,New York,United States 12205 Start Date:10/23/2019 518-446-0396 jvogl@cmellp.com Page No:3 se�Ni N 1 4 �* �� tz —_ �1 f_ -_ -� E�z�'n�ea-oo � �ss,sA�f r� �� _ � � � _� r� h t r1 Na�;�� Turning Movement Data Plot � ` i Cr�ei�,hton �a�✓ �;r a . .�.��. Creighton Manning Engineering,LLP 2 Winners Circle Count Name:119-294 Site Code: Albany,New York,United States 12205 Start Date:10/23/2019 518-446-0396 jvogl@cmellp.com Page No:4 Turning Movement Peak Hour Data(4:00 PM) ExcelsiorAve EB ExcelsiorAve WB Driveway NB Driveway 5B Eastbountl Westbountl Northbountl Southbountl Start Tim e Left Thru Right U-Turn Petls Totel Left Thru Right U-Turn Petls Totel Left Thru Right U-Turn Petls Totel Left Thru Right U-Turn Petls Totel Int.Total 4'.00 PM 0 79 1 0 80 2 41 0 0 43 1 0 2 0 3 0 0 1 0 1 127 4'.15 PM 0 63 1 0 64 2 54 0 0 56 5 0 0 0 5 0 0 0 0 � 0 125 4'.30 PM 1 70 0 0 71 2 51 0 0 53 2 0 4 0 6 0 0 0 0 0 130 4'.45 PM 0 86 0 0 86 2 49 0 0 51 2 0 1 0 - 3 0 0 0 0 ' 0 140 Total 1 298 2 0 301 8 195 0 0 203 10 0 7 0 17 0 0 1 0 1 522 Approach% 0.3 99.0 0.7 0.0 3.9 96.1 0.0 0.0 58.8 0.0 41.2 0.0 0.0 0.0 100.0 0.0 Total% 0.2 57.1 0.4 0.0 57.7 1.5 37.4 0.0 0.0 38.9 1.9 0.0 1.3 0.0 3.3 0.0 0.0 0.2 0.0 0.2 PHF 0.250 0.866 0.500 0.000 0.875 1.000 0.903 0.000 0.000 0.906 0.500 0.000 0.438 0.000 0.708 0.000 0.000 0.250 0.000 0.250 0.932 Lights 0 292 2 0 294 8 190 0 0 198 10 0 6 0 16 0 0 1 0 1 509 %Lights 0.0 98.0 100.0 97.7 100.0 97.4 97.5 100.0 85.7 94.1 100.0 100.0 97.5 Buses 0 2 0 0 2 0 5 0 0 5 0 0 0 0 0 0 0 0 0 0 7 %Buses 0.0 0.7 0.0 0.7 0.0 2.6 2.5 0.0 0.0 0.0 0.0 0.0 1.3 Trucks 0 4 0 0 4 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 5 %Trucks 0.0 1.3 0.0 1.3 0.0 0.0 0.0 0.0 14.3 5.9 0.0 0.0 1.0 Bicycles on Roatl 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 %Bicycleson q00.0 0.0 0.0 - - 0.3 0.0 0.0 - - - 0.0 0.0 - 0.0 - � 0.0 - - 0.0 - � 0.0 0.2 Roatl Bicycles on ' " ' ' ' " ' ' " " " ' " ' " ' " ' " . " " Crosswalk " ' ' %Bicycles on ' " ' ' " ' " ' ' " ' " " ' " ' " " ' " ' " " " Crosswalk "' Petlestrians %Petlestrians ` �Cr��htor� �a�✓ '"r a _ � �.��. Creighton Manning Engineering,LLP 2 Winners Circle Count Name:119-294 Site Code: Albany,New York,United States 12205 Start Date:10/23/2019 518-446-0396 jvogl@cmellp.com Page No:5 se�Ni N 1 4 �* �� tz -= J S Peak Hour Data f- - -� z'3,�o;ssooPM l� '€ -_ � � � _� r� h t r1 Na�;� Turning Movement Peak Hour Data Plot(4:00 PM) � ` i Cr�ei�,hton �a�✓ �;r a . .�.��. Creighton Manning Engineering,LLP 2 Winners Circle Count Name:119-294 Site Code: Albany,New York,United States 12205 Start Date:10/23/2019 518-446-0396 jvogl@cmellp.com Page No:6 Turning Movement Peak Hour Data(7:30 AM) ExcelsiorAve EB ExcelsiorAve WB Driveway NB Driveway 5B Eastbountl Westbountl Northbountl Southbountl Start Tim e Left Thru Right U-Turn Petls Totel Left Thru Right U-Turn Petls Totel Left Thru Right U-Turn Petls Totel Left Thru Right U-Turn Petls Totel Int.Total 7'.30 AM 0 29 0 0 29 0 51 0 0 51 2 0 1 0 3 0 0 0 0 ' 0 83 7'.45 AM 0 35 2 0 37 2 58 0 0 60 1 0 0 0 1 0 0 0 0 0 98 8'.00 AM 0 18 5 0 23 1 41 0 0 42 1 0 1 0 2 0 0 0 0 0 67 8'.15 AM 0 29 2 0 � 31 0 45 0 0 45 3 0 1 0 - 4 0 0 0 0 - 0 80 Total 0 111 9 0 120 3 195 0 0 198 7 0 3 0 10 0 0 0 0 0 328 Approach% 0.0 92.5 7.5 0.0 1.5 98.5 0.0 0.0 70.0 0.0 30.0 0.0 0.0 0.0 0.0 0.0 Total% 0.0 33.8 2.7 0.0 36.6 0.9 59.5 0.0 0.0 60.4 2.1 0.0 0.9 0.0 3.0 0.0 0.0 0.0 0.0 0.0 PHF 0.000 0.793 0.450 0.000 0.811 0.375 0.841 0.000 0.000 0.825 0.583 0.000 0.750 0.000 0.625 0.000 0.000 0.000 0.000 0.000 0.837 Lights 0 99 9 0 108 2 183 0 0 185 6 0 3 0 9 0 0 0 0 0 302 %Lights 89.2 100.0 90.0 66.7 93.8 93.4 85.7 100.0 90.0 92.1 Buses 0 8 0 0 8 0 8 0 0 8 0 0 0 0 0 0 0 0 0 0 16 %Buses 7.2 0.0 6.7 0.0 4.1 4.0 0.0 0.0 0.0 4.9 ' _ ' _ _ " _ " ' _ _ " ' ' ' Trucks 0 4 0 0 4 1 3 0 0 4 1 0 0 0 1 0 0 0 0 0 9 %Trucks 3.6 0.0 3.3 33.3 1.5 2.0 14.3 0.0 10.0 2.7 Bicycles on Roatl 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 %Bicycles on 0.0 0.0 - - 0.0 0.0 0.5 - - - 0.5 0.0 - 0.0 - � 0.0 - - - - � - 0.3 Roatl Bicycles on ' " ' ' ' " ' ' " " " ' " ' " ' " ' " " " Crosswalk " ' ' ' %Bicycles on ' " ' ' ' " ' ' " ' " " ' " ' " " ' " ' " " " Crosswalk "" '�" Petlestrians ' %Petlestrians ` �Cr��htor� �a�✓ '"r a _ � �.��. Creighton Manning Engineering,LLP 2 Winners Circle Count Name:119-294 Site Code: Albany,New York,United States 12205 Start Date:10/23/2019 518-446-0396 jvogl@cmellp.com Page No:7 se�Ni N 1 4 �* �� tz -_, J S Peak Hour Data f- - -� E'z��iz�s,3o � �s a3o A�f r� �� __ � � � _� r� h t r1 Na�;� Turning Movement Peak Hour Data Plot(7:30 AM) Attachment C Level of Service Analyses North Spring Run City of Saratoga Springs, New York LOS Definitions The following is an excerpt from the Hi�hway Capacity Manual, 6t" Edition (HCM). Level of Service 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 TWSC 1: Allerdice Drwy/Site Drwy & Excelsior Ave 119-294 N. Spring Run Apartments 2019 Existing_AM Peak Hour Intersection Int Delay,s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 0 111 9 3 195 0 7 0 3 0 0 0 Future Vol,veh/h 0 111 9 3 195 0 7 0 3 0 0 0 Conflicting Peds,#/hr 3 0 0 0 0 3 1 0 0 0 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles,% 0 11 0 33 6 0 14 0 0 0 0 0 Mvmt Flow 0 132 11 4 232 0 8 0 4 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 235 0 0 143 0 0 379 381 138 383 386 236 Stage1 - - - - - - 138 138 - 243 243 - Stage 2 - - - - - - 241 243 - 140 143 - Critical Hdwy 4.1 - - 4.43 - - 7.24 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.24 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.24 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.497 - - 3.626 4 3.3 3.5 4 3.3 PotCap-1 Maneuver 1344 - - 1270 - - 557 555 916 579 551 808 Stage1 - - - - - - 837 786 - 765 708 - Stage 2 - - - - - - 736 708 - 868 782 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 1340 - - 1270 - - 555 551 916 573 547 805 Mov Cap-2 Maneuver - - - - - - 555 551 - 573 547 - Stage1 - - - - - - 837 786 - 763 703 - Stage 2 - - - - - - 732 703 - 865 782 - Approach EB WB NB SB HCM Control Delay,s 0 0.1 10.8 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 629 1340 - - 1270 - - - HCM Lane V/C Ratio 0.019 - - - 0.003 - - - HCM Control Delay(s) 10.8 0 - - 7.8 0 - 0 HCM Lane LOS B A - - A A - A HCM 95th%tile Q(veh) 0.1 0 - - 0 - - - Creighton Manning Engineering, LLP Synchro 10 Report 2019 Ex_AM-2022.syn Page 1 HCM 6th TWSC 1: Allerdice Drwy/Site Drwy & Excelsior Ave 119-294 N. Spring Run Apartments 2019 Existing_PM Peak Hour Intersection Int Delay,s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 1 298 2 8 195 0 10 0 7 0 0 1 Future Vol,veh/h 1 298 2 8 195 0 10 0 7 0 0 1 Conflicting Peds,#/hr 3 0 0 0 0 3 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles,% 0 2 0 0 3 0 0 0 14 0 0 0 Mvmt Flow 1 320 2 9 210 0 11 0 8 0 0 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 213 0 0 322 0 0 552 554 321 558 555 213 Stage1 - - - - - - 323 323 - 231 231 - Stage 2 - - - - - - 229 231 - 327 324 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.34 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.426 3.5 4 3.3 PotCap-1 Maneuver 1369 - - 1249 - - 447 443 693 443 443 832 Stage1 - - - - - - 693 654 - 776 717 - Stage 2 - - - - - - 778 717 - 690 653 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 1365 - - 1249 - - 443 438 693 434 438 830 Mov Cap-2 Maneuver - - - - - - 443 438 - 434 438 - Stage1 - - - - - - 692 653 - 773 709 - Stage 2 - - - - - - 771 709 - 682 652 - Approach EB WB NB SB HCM Control Delay,s 0 0.3 12.2 9.3 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 520 1365 - - 1249 - - 830 HCM Lane V/C Ratio 0.035 0.001 - - 0.007 - - 0.001 HCM Control Delay(s) 12.2 7.6 0 - 7.9 0 - 9.3 HCM Lane LOS B A A - A A - A HCM 95th%tile Q(veh) 0.1 0 - - 0 - - 0 Creighton Manning Engineering, LLP Synchro 10 Report 2019 Ex_PM-2022.syn Page 1 HCM 6th TWSC 1: Allerdice Drwy/Site Drwy & Excelsior Ave 119-294 N. Spring Run Apartments 2024 No-Build_AM Peak Hour Intersection Int Delay,s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 0 150 10 3 245 0 7 0 3 0 0 0 Future Vol,veh/h 0 150 10 3 245 0 7 0 3 0 0 0 Conflicting Peds,#/hr 3 0 0 0 0 3 1 0 0 0 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles,% 0 11 0 33 6 0 14 0 0 0 0 0 Mvmt Flow 0 179 12 4 292 0 8 0 4 0 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 295 0 0 191 0 0 486 488 185 490 494 296 Stage1 - - - - - - 185 185 - 303 303 - Stage 2 - - - - - - 301 303 - 187 191 - Critical Hdwy 4.1 - - 4.43 - - 7.24 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.24 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.24 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.497 - - 3.626 4 3.3 3.5 4 3.3 PotCap-1 Maneuver 1278 - - 1217 - - 472 483 862 492 479 748 Stage1 - - - - - - 790 751 - 711 667 - Stage 2 - - - - - - 683 667 - 819 746 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 1274 - - 1217 - - 470 480 862 487 476 745 Mov Cap-2 Maneuver - - - - - - 470 480 - 487 476 - Stage1 - - - - - - 790 751 - 709 662 - Stage 2 - - - - - - 680 662 - 816 746 - Approach EB WB NB SB HCM Control Delay,s 0 0.1 11.8 0 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 544 1274 - - 1217 - - - HCM Lane V/C Ratio 0.022 - - - 0.003 - - - HCM Control Delay(s) 11.8 0 - - 8 0 - 0 HCM Lane LOS B A - - A A - A HCM 95th%tile Q(veh) 0.1 0 - - 0 - - - Creighton Manning Engineering, LLP Synchro 10 Report 2024 No-Build_AM-2022.syn Page 1 HCM 6th TWSC 1: Allerdice Drwy/Site Drwy & Excelsior Ave 119-294 N. Spring Run Apartments 2024 No-Build_PM Peak Hour Intersection Int Delay,s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 1 374 2 8 259 0 11 0 7 0 0 1 Future Vol,veh/h 1 374 2 8 259 0 11 0 7 0 0 1 Conflicting Peds,#/hr 3 0 0 0 0 3 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles,% 0 2 0 0 3 0 0 0 14 0 0 0 Mvmt Flow 1 402 2 9 278 0 12 0 8 0 0 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 281 0 0 404 0 0 702 704 403 708 705 281 Stage1 - - - - - - 405 405 - 299 299 - Stage 2 - - - - - - 297 299 - 409 406 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.34 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.426 3.5 4 3.3 PotCap-1 Maneuver 1293 - - 1166 - - 355 364 622 352 363 763 Stage1 - - - - - - 626 602 - 714 670 - Stage 2 - - - - - - 716 670 - 623 601 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 1289 - - 1166 - - 352 359 622 344 358 761 Mov Cap-2 Maneuver - - - - - - 352 359 - 344 358 - Stage1 - - - - - - 625 601 - 711 662 - Stage 2 - - - - - - 709 662 - 615 600 - Approach EB WB NB SB HCM Control Delay,s 0 0.2 13.9 9.7 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 423 1289 - - 1166 - - 761 HCM Lane V/C Ratio 0.046 0.001 - - 0.007 - - 0.001 HCM Control Delay(s) 13.9 7.8 0 - 8.1 0 - 9.7 HCM Lane LOS B A A - A A - A HCM 95th%tile Q(veh) 0.1 0 - - 0 - - 0 Creighton Manning Engineering, LLP Synchro 10 Report 2024 No-Build_PM-2022.syn Page 1 HCM 6th TWSC 1: Allerdice Drwy/Site Drwy & Excelsior Ave 119-294 N. Spring Run Apartments 2024 Build_AM Peak Hour Intersection Int Delay,s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 4 150 10 3 245 3 7 0 3 20 0 16 Future Vol,veh/h 4 150 10 3 245 3 7 0 3 20 0 16 Conflicting Peds,#/hr 3 0 0 0 0 3 1 0 0 0 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles,% 0 11 0 33 6 0 14 0 0 0 0 0 Mvmt Flow 5 179 12 4 292 4 8 0 4 24 0 19 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 299 0 0 191 0 0 508 502 185 502 506 298 Stage1 - - - - - - 195 195 - 305 305 - Stage 2 - - - - - - 313 307 - 197 201 - Critical Hdwy 4.1 - - 4.43 - - 7.24 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.24 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.24 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.497 - - 3.626 4 3.3 3.5 4 3.3 PotCap-1 Maneuver 1274 - - 1217 - - 457 474 862 483 472 746 Stage1 - - - - - - 780 743 - 709 666 - Stage 2 - - - - - - 673 665 - 809 739 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 1270 - - 1217 - - 442 469 862 477 467 743 Mov Cap-2 Maneuver - - - - - - 442 469 - 477 467 - Stage1 - - - - - - 777 740 - 704 661 - Stage 2 - - - - - - 652 660 - 802 736 - Approach EB WB NB SB HCM Control Delay,s 0.2 0.1 12.1 11.9 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 518 1270 - - 1217 - - 567 HCM Lane V/C Ratio 0.023 0.004 - - 0.003 - - 0.076 HCM Control Delay(s) 12.1 7.8 0 - 8 0 - 11.9 HCM Lane LOS B A A - A A - B HCM 95th%tile Q(veh) 0.1 0 - - 0 - - 0.2 Creighton Manning Engineering, LLP Synchro 10 Report 2024 Build_AM-2022.syn Page 1 HCM 6th TWSC 1: Allerdice Drwy/Site Drwy & Excelsior Ave 119-294 N. Spring Run Apartments 2024 Build_PM Peak Hour Intersection Int Delay,s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � Traffic Vol,veh/h 14 374 2 8 259 10 11 0 7 6 0 10 Future Vol,veh/h 14 374 2 8 259 10 11 0 7 6 0 10 Conflicting Peds,#/hr 3 0 0 0 0 3 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles,% 0 2 0 0 3 0 0 0 14 0 0 0 Mvmt Flow 15 402 2 9 278 11 12 0 8 6 0 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 292 0 0 404 0 0 740 743 403 742 739 287 Stage1 - - - - - - 433 433 - 305 305 - Stage 2 - - - - - - 307 310 - 437 434 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.34 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.426 3.5 4 3.3 PotCap-1 Maneuver 1281 - - 1166 - - 335 346 622 334 347 757 Stage1 - - - - - - 605 585 - 709 666 - Stage 2 - - - - - - 707 663 - 602 585 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 1277 - - 1166 - - 324 337 622 323 338 755 Mov Cap-2 Maneuver - - - - - - 324 337 - 323 338 - Stage1 - - - - - - 596 576 - 696 658 - Stage 2 - - - - - - 691 655 - 586 576 - Approach EB WB NB SB HCM Control Delay,s 0.3 0.2 14.5 12.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 398 1277 - - 1166 - - 503 HCM Lane V/C Ratio 0.049 0.012 - - 0.007 - - 0.034 HCM Control Delay(s) 14.5 7.9 0 - 8.1 0 - 12.4 HCM Lane LOS B A A - A A - B HCM 95th%tile Q(veh) 0.2 0 - - 0 - - 0.1 Creighton Manning Engineering, LLP Synchro 10 Report 2024 Build_PM-2022.syn Page 1