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HomeMy WebLinkAbout20200574 Excelsior Park Traffic Study • -- � �- • • � � _�- � . � • •�- 1 1 EXCELSiOR PARK • Sarat�o�� Sprin�s, Ne�v York C?iA/NER: Wi�t Canstruetion � � �' �`���"�,�� 563 �J. Broadway o �' � Saratoga Springs, NY 12866 �r 2 -� Zo2o �� �,� �._.�l 0 �,��f ���� ��� �� � � ��� ��r,��,�� Wzr�:2-;;t:r W tau>t a�.E.ckr, GtM+�!�Vd.a.. ..—.• �7ffnvv��ii .'''�— ti�d1 kK.'�*ai�Ylk Idairi ...iY.,,..—,. h�`Gz'zthlCn".�.CFN ,�/'"� �"'� '\ u;a_ys:CZAf p'.^„+r-:�,>Cwzr4�y4 `,~��1„`� PI'"�^�tivk»tA t 5491k".,PRL# 4&N P.0�7 E�rik ir{ � .ri�.� aanr� ui:=r.ca:sew+�.ie�.;arrss� naz�kr t�,. �cr hirviarkt IS°SU+... `l:%n.0 Gd.� MaCFr��£'ftt *�.3 A.`.?'45.�]lflt S sn�.';$ (n \ . ��at�. _.-.^"'C;iy . ` `�! i #�i>ECCh�� ....;�� � �� � "�� . �� �}i� � \. .-*S Kil #.Y . . GtlCi.�;CikF+ai � .,.�. 't. Ljy� ' /�.r� � E�+�� � f �.+�— y 'i __ -� `.y�.. 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'---'•_„,�.� ti.,�y.� �A � � {/� ✓ . � � � r..�...w � �/�,,tM.A ��9yN✓./ ,•� Yt[tT41lJ \.edt'� 4` _'�/� � . �'\ � Pt a �~ .,f� ...^�"�. ....� P14\a t ✓� .j r�fuh� I �� f WARNING: The a(teration of this material in any way, un(ess under the direction of a comparab(e professiona(, i.e. o Professiona( Engineer, is a vio(ation of the New York State Education Law and/or Re�ulations and is a C(ass `A' misdemeanor. ���������� � t� �, ,�,������,��„ �,���' ���.,.,� ��;����� �����.������� � ��� ��.,Ev������.��.�����.�'�;0,. �_F,�� .,,��`����"����°��9��`�'��#:��' . � � �������, ��° �.. .. �����°_�' Exce(sior Park � Sarato�a Sprin�s, New York Table of Contents 1.0 Introduction ..............................................................................................1 2.0 Site/Description / Project Area .......................................................................1 3.0 2020 Existing Conditions...............................................................................2 3.1 Roadway Network................................................... ........................ .......................2 3.2 Data Coltection/Existing Traffic Votumes...................................................................................3 4.0 Proposed Traffic Conditions...........................................................................5 4.1 Future No-Buitd Traffic Volumes.............................................................................................5 4.2 Site Generated Traffic.........................................................................................................5 4.3 Trip Distribution................................................................................................................7 4.4 Future Build Condition Traffic Volumes.....................................................................................7 5.0 Operating Conditions ...................................................................................7 5.1 Capacity Analysis Description ................................................................................................7 5.2 Results of Analysis .............................................................................................................8 6.0 Speciat Use Permit Requirements Revisited...................................................... 12 7.0 Findin�s and Conc(usion.............................................................................. 16 Appendices: ➢ A - Site Plan and Overview Map ➢ B - Traffic Volumes Figures ➢ C - Traffic Count Data ➢ D - Capacity and Traffic Analysis Sheets Traffic Impact Study ��� October 2020 GPI#ALB-2Q20106.00 n a o p I ; Excelsior Park � Saratoga Sprin,�s, New York Li st of Tab les Table 1 Trip Generation for Recent Developments (2018-2020)..................................................................4 Table 2 Trip Generation Summary for Additional Buildout............................................................................6 Table 3 External Trips or Additional Buildout......................................................................................................6 Table4 Level of Service Criteria................................................................................................................................8 Table5 Level of Service Summary...........................................................................................................................8 Table 6 Excelsior Ave & Marion Ave — 2030 Build Condition Signalized LOS Summary..................11 Table 7 NYS Route 50 & Veterans Way— 2020 Build w/ Improvements LOS Summary..................12 Table 8 Special Use Permit Recommended Changes.................................................................................... 15 Traffic Impact Study ��� October 2020 c;ai# Qa R-�n�n�nh nn ., �, ,. „ � , . Excelsior Park � Sarato�a Springs, New York 1 .� Introduction Excelsior Park is a multi-phased mixed-use development at the eastern end of Excelsior Avenue in the City of Saratoga Springs, New York. This development was initiated in 2002, at which time the City issued a Special Use Permit that governed the mitigation improvements required as the development grew and set trip generation thresholds were triggered. As it has been 18 years since the issuance of that permit, and actual traffic growth and patterns may have varied from the projections since that time, Greenman-Pedersen, Inc � GPI was retained by Witt Construction to evaluate current traffic aperations, as well as future full-buildout traffic operations, to determine if the improvement requirements of the 2002 Special Use Permit are still applicable and if any other improvements would be necessary to address the impacts of the Excelsior Park development. This evaluation is detailed in the following traffic impact study. 2.0 Site Description/Project Area Development of the Excelsior Park site began in 2002 with the Phase 1 construction of a 100-room hotel and 30 condominiums. This was followed by Phase 2 development, which was recently completed, and included 105 apartments and 18 townhomes (four of which will also have studio apartments. Under future phases of construction, it is planned to add up to 179 additional residential units (townhomes, condominiums and apartments), commercial space (specialty shopping, office space, restaurants, etc.) and a 60-room hotel. The complete buildout concept is shown on the Proposed Master Plan shown in Appendix A. The Excelsior Park site is located at the eastern terminus of Excelsior Avenue and generally has two access points, both of which intersection with Excelsior Avenue east of the Veterans Way. The project area selected to evaluate the impacts of the current and future development of the site includes the following intersections. • Excelsior Ave and East Ave • Excelsior Ave and Marion Ave • Excelsior Ave and Excelsior Spring Ave • Excelsior Ave and Veterans Way • NYS Route 50 and Veterans Way These intersections will be described in more detail in Section 3.1 of this report. See Site Location Map found in Appendix A for a depiction of the project area. T'raffic Impact Study ��� October 2020 r,�i# Qi �-�n�n�n� nn ., � ., o � � Excelsior Park � Sarato�a Sprin�s, New York 3.4 2020 Existing Conditions 3. 1 Roadway Network The study area for this project includes two roadways; Excelsior Ave and Veterans Way, and the five intersection listed above. A description of each is below: Excelsior Avenue This is a two-lane collector road (with same added turn lanes) that runs east-west through the project area. To the west, it connects with Maple Ave and High Rock Ave leading to the downtown area and to the east it terminates at Excelsior Park. The roadway is partially curbed and has bike lanes between East Ave and Marion Ave, but bicycles are required to share the road outside of that. The road generally consists of one 12-foot lane in each direction and no shoulders there are numerous curb cuts for driveway access along this roadway. There are sidewalks running along most of the northern side of the road, but less that half the study area length has sidewalks on the southern side of the road. The City of Saratoga Springs is currently in the design phase of a project that will add a multi use path along the north side of Excelsior Ave and complete the sidewalk network on the south side. This project is scheduled for construction in 2021. The posted speed limit on the roadway is 30 mph. Veterans Wav This is a short (approximately 700 feet) roadway segment that connects Excelsior Ave and NYS Route 50. It is a two-lane roadway (1-12' lane each direction) with no shoulders and a sidewalk running along the western side of the roadway. It is posted with s 30 mph speed limit. Excefsior Ave and East Ave Intersection This 4-legged intersection has single lane approaches northbound and southbound along East Ave, but left turn lanes are included for the eastbound and westbound Excelsior Ave approaches. The intersection is controlled by a 2-phase traffic signal (east-west moves then north-south moves, no turn phases). There are pedestrian signals and crosswalks crossing the eastern and southern legs of the intersection Exce(sior Ave and Marion Ave lntersection Although there is a short two-way left turn lane (TWLTL) between East Ave and this location, the road tapers down such that no turn lanes exist at this 4-legged intersection. This is likely due to the land south of the roadway being owned by national grid and possibly being a potential brownfield site, which would limit the ability to widen into that area. The northern leg of this intersection is Marion Ave, which leads to NYS Route 50. The southern leg is the driveway access to a retail store. Traffic is controlled at this location by all-way stop signs. There is a slight offset between the north and south approaches of this intersection. There are crosswalks crossing the east, west and north approaches, but there are no pedestrian signals or warning signs. Traffic Impacfi Study ��� October 2020 c�pi# ai �-7n�n�n�_c�n ., � ,, e � � Exce(siar Park � Sarato�a Springs, New York Excelsior Ave and Excetsior Spring Ave/Lou_hq berry Rd South This 4-legged intersection also has only single lane approaches for each direction. The southbound approach (Loughberry Rd S) is a dead-end roadway, with very little vehicle traffic. Both the northbound and southbound approaches are stop sign controlled. The east-west Excelsior Ave approaches are both uncontrolled and do not have to stop at this intersection. Although there is a sidewalk running along the north side of the roadway at this intersection. It is disjointed crossing the roadway and no crosswalk is striped. Exce(sior Ave and Veterans Wav This intersection leads to the Excelsior Park location and all Excelsior Park traffic travels through it. It is a 4-legged intersection with the eastern leg leading to Excelsior Park and the southern leg providing access to the V.F.W. The northern leg is Veterans Way and leads to NY Route 50. This location is an all-way stop controlled intersection, and although there are sidewalks approaching on the southeast and northwest, there are no crosswalks at the intersection. NYS Route 50 and Veterans Way/ Gick Rd This is a busy 4-legged intersection along a major arterial (NYS Route 50), which connects Northway (I-87) Exit 15 with downtown Saratoga Springs. The northbound Veterans Way approach and southbound Gick Rd approach are both single lane, but the NYS Route 50 approaches have multiple lanes, with one left turn lane and two through lanes in each direction. Traffic at the intersection is controlled by a traffic signal. Phasing for the signal includes protected left turn movements for the NYS Route 50 approaches and a protected left turn movement on the southbound approach that activates if needed at the end of the northbound-southbound through phase with permissive left turns. This intersection is under the jurisdiction of the NY State Department of Transportation. 3.2 Data Collection/Existing Traffic Votumes Traffic count data for this study was compiled from counts taken previously for other projects. At the NYS Route 50 and Veterans Way intersection, the traffic counts were from 2015, collected for a preceding supplemental traffic analysis performed for the Excelsior Park development. Counts for the other locations were collected in 2018 as part of the Saratoga Greenbelt Downtown Connector project. These counts were taken during the periods of 7:00-9:00 AM and 3:00-6:00 PM to capture the weekday commuter peak hours, which are the hours of most congestion and are the primary concern to determining improvement necessary to mitigate development. If traffic can be accommodated during these hours, they should be accommodated for all hours of a typical weekday. See Appendix C for the traffic count worksheets. To develop the 2020 existing traffic volumes from this data, a background growth rate was determined then applied to the traffic volume data, then trip generation estimates for developments constructed within the corridor between 2018 and 2020 were added to the network. Traffic impact S�udy ��� October 2020 r��i�t ne a_7n�n�n� nn .. .. ,. ,. i o Excelsior Park � Saratoga Springs, New York To determine the background growth rate, historic traffic volume data along US Route 9 in the downtown area was examined. Based on the data, background traffic growth resulting from overall regional development is generally about 1% per year in this area. This was determined as part of the traffic analysis for the Greenbelt Downtown Connector project, and to be consistent, will be carried through for this study as well. A worksheet showing how the 1% growth was derived as part of the Greenbelt project is included in Appendix C for reference purposes. After applying the background growth to the network, a review of development occurring in the corridor since 2018 was conducted. It was determined that the following developments have been constructed and have added new trips to the roadway over the last two years: • The Hamlet Phase 2 (77 Excelsior); 90 units/1,440 sf commercial • Excelsior Park Phase 2 (1 of 3 buildings); 35 units (previous two Phase 2 buildings were constructed before counts were taken, this one is currently occupied, but was not at the time of the counts) • Excelsior Park Phase 2A; 18 townhouses/4 studio apartments (not occupied yet but close) • 9 Mile East Restaurant/Golf School (former Starks Garage); 3,285 sf restaurant/3,285 sf golf instruction facility • Winery/tasting room (old Fed Ex) Using data from ITE's T� Generation Manual. 10t" Edition, vehicle trips generated by these five developments were estimated and assigned to the project intersections. Table 1 below shows the trip generation estimates that were added to the roadway. TABLE 1 TRIP GENERATION FOR RECENT DEVELOPMENT (2018-2020) AM Peak Hour PM Peak Hour ITE Development LUC* fnter ' Exit ' Total Enter Exit Total The Hamlet Phase 2 221 &820 10 23 33 27 19 46 Excelsior Park Phase 2 22� � 22 2g 23 15 38 and Phase 2A 9 Mile East g30 &432 6 2 8 26 24 50 Restaurant/Golf School Winery/tasting room 925 4 1 5 18 10 28 *LUC=Land Use�ode(221=Mid-rise Multi-family Housing;820=Shopping Center;925=Drinking Place;930= Fast Casual Restaurant;432=Golf Driving Range) Note:Golf school is open 9am-5pm and will likely have very little peak hour traffic,but to be conservative the trips for a 3-bay driving range was included in the trip generation estimate. Distributing these trips to the project network, along with the background growth to account for other miscellaneous area developments, and the 2020 Existing Condition Peak Hour Traffic Volumes as shown on Figures 1 & 2 in Appendix B were developed. Traffic Impact Study ��� Ocfiober 2020 �p�.�t ai �x_�n�n�sn�, nn _ _ _ _ � . Exce(sior Park � Saratoga Sprin,�s, New York 4.4 Proposed Traffic Conditions 4.1 Future No-Build Traffic Vo(umes To determine the impacts of fully building out the Excelsior Park development, future traffic volumes without the development must first be analyzed to set a baseline. As the Excelsior Park project is prajected to be fully complete within 10 years, 2030 was selected as the future design years for comparison purposes and 2030 No-build traffic volumes were developed. To do this, a 1°/Q annual growth rate (as previously discussed) over 10 years was applied to the 2020 traffic volumes (a 10% increase). In addition, 28 AM peak hour trips and 40 PM peak hour trips were added to the network to account for the planned Workforce project at the old brewery site, which will likely add 76 apartments & 1,600 sf commercial space to the area. The 2030 No-build Condition Peak Hour Traffic Volumes are shown on Figures 3 &4 in Appendix B. 4.2 Site Generated Traffic To estimate the number of peak hour vehicle trips that the proposed development is expected to generate, data contained in the Trip Generation Manual, 10t" Edition, published by the Institute of Transportation Engineers (ITE) was used. This publication contains data from various case studies on many different types of land uses. For the purposes of this study, three different Land Use Codes (LUC) were considered to estimate the number of trips for the proposed site; LUC 220— Multifamily Housing (Low Rise), LUC 310 — Hotel and LUC 820 — Shopping Center. The commercial development on-site will be a mixture of retail and office uses, but since the exact mix is not known at the time, a conservative approach was taken and the shopping center land use, which has the higher trip generation rate was used for all commercial space. It should also be noted that although full buildout could add as many as 179 residential units, some of the proposed building space is flexible and could be converted to either residential or commercial in the final build configuration. The traffic study will review trip generation for the highest possible trip generation scenario which max's out the on-site commercial space at 37,600 Square Feet (SF) and reduces the number of residential units to 155. This is the most conservative approach, as the shopping center land use generates much more traffic per square foot of building space than does residential. To summarize, this study assumes full buildout of the Excelsior Park site will add the following land use mix to the current site: • 155 Low-Rise Residential Units (townhomes and apartments) • 37,600 SF of Commercial Space (mixture of office and retail, but all retail is assumed for analysis) • 60-Room Hotel (with typical amenities such as spa, restaurant, community space and meeting rooms) Traffic Impact Study ��� Qctober 2020 �oir� na R_�n�n7n� nn _ _ _ _ � � Exce(sior Park � Saratoga Springs, New York Table 2 Tri Generation Summa for Additional Buildout AM Peak Hour' PM Peak Hour Land Use Size Enter Exit Total Enter Exit Total LUC 220—Low Rise Multifamily Housing 155 Units 17 55 72 55 32 87 LUC 820—Shopping Center 37.6 kSF 22 13 35 69 74 143 LUC 330 - Hotel 60 Rooms 17 11 28 18 18 36 It should be noted that Table 2 represents the Gross number of trips before any adjustments are made to account for trips that remain internal ta the site. As discussed in ITE's Tr�p Generation Handbook, development with multiple land uses will tend to capture some trips internal to a site, where one user may visit 2 or more of the on-site land uses, or where a trip would both start and finish within the site (i.e. someone living within Excelsiar Park traveling ta an on-site store or restaurant). The handbook defines a procedure to estimate the number of trips internally captured based on the land uses and their sizes on site. Using these procedures, internal capture rates can be calculated for various development scenarios. Worksheets showing the internal capture rate calculations for the future development on Excelsior Park are included in Appendix B. As these worksheets show, there is the potential for 3% of the AM peak hour trips and 23% of the PM peak hour trips to remain internal to the site. Given that this calculation doesn't include any of the existing on-site development, these percentages could be even higher for the overall site, but to be conservative, they were actually reduced to 0% internal capture in the AM peak hour and 15% internal capture in the PM peak hour for the analysis. The number of internal capture trips and the resulting number of external trips (trips projected onto the roadway network) are shown in Table 3. TABLE 3 EXTERNAL TRIPS FOR ADDITIONAL BUILDOUT AM Peak Hour ' PM Peak Hour Land Use Enter Exit Total Enter Exit Total Gross Trip Generation (from Table 2) 56 79 135 142 124 266 Internal Capture Trips (0%AM/ 15% PM) 0 0 0 -21 -19 -40 Total External Trips 56 79 135 121 105 226 Traffic Impacg Study ��� October 2020 c�i� ni Q 7n�n�nG nn _ _ _ _ i � Exce(sior Park � Sarato�a Springs, New York 4.3 Trip Distribution Based on existing traffic patterns, potential commuter routes and likely origins & destinations, a directional distribution was developed for new site trips. This distribution assumes half of the site traffic will travel to and from the Northway (I-87) Exit 15 area via NYS Route 50 and the remaining traffic would disperse fairly evenly throughout the Excelsior Avenue corridor. Below is a summary of the assumed percentages. They are graphically represented on Figure 5 in Appendix B. • 50% to/from Northway Exit 15 area via NYS Route 50 • 5% to/from the west via NYS Route 50 • 20% to/from the west via Excelsior Avenue • 10% to/from the south via East Avenue • 5% to/from the north/west via East Avenue • 5% to/from the north/west via Marion Avenue • 5% to/from the south via Excelsior Spring Avenue These percentages were applied to the additional trips generated by the future buildout of the Excelsior Park site to assign new site traffic to the road network. Figure 6 in Appendix A details these trip assignments. 4.4 Future Bui(d Condition Traffic Votumes The 2030 No-build traffic volumes were combined with the estimated site generated traffic to develop the 2030 Future Build Condition Traffic Volumes for the AM and PM peak hours. These volumes are shown on Figures 7 & 8 in Appendix B for the AM and PM peak hours respectively. 5.0 Operating Conditions 5. 1 Capacity Anatysis Description The operating conditions of transportation facilities are evaluated based on the relationship of existing or projected traffic volumes to the theoretical capacity of the highway facility. Various factors affect capacity including traffic volume, travel speed, roadway geometry, grade, number and width of travel lanes and intersection control. The current standards for evaluating capacity and operating conditions are contained in the Highway Capacity Manual, 6t" edition (HCM 6), published by the Transportation Research Board. The procedures describe operating conditions in terms of Level of Service (LOS). In general, "A" represents the best operating condition and "F" represents the worst. LOS C or better is generally desirable, but LOS D is typically acceptable during peak periods, and in some circumstanced LOS E could be acceptable at unsignalized intersection when the volume is below capacity. �"raffic impact Study ��� October 2020 r;n��t ni �z_�n�n7n� nn .. .. .. ,. � � Excelsior Park � Sarato�a Sprin�s, New York Table 4 below presents the LOS criteria for both signalized and unsignalized intersections. TABLE 4 LEVEL OF SERVICE CRITERIA � LOS S�ignalized Intersectio�n ����Unsignalized�lntersection ���� D'elay Per Uehicle(sec.) Delay;Per Uehicle(sec.j A < 10.0 < 10.0 B > 10.Oand < 20.0 > 10.Oand< 15.0 C >20.0 and < 35.0 >15.0 and <25.0 D >35.0 and <55.0 >25.0 and <35.0 E >SS.Oand<80.0 >35.Oand<50.0 F >80.0 >50.0 5.2 Resu(ts of Ana(ysis Ta determine the impact of the proposed project on the operations of the adjacent transportation system, traffic operations were analyzed for the weekday AM and PM peak hours under 2020 existing conditions and 2030 future No-build and build conditions. The results of these analyses are summarized in Table 5 and computation worksheets for each of the analyses are provided in Appendix D. Traffic operations at each intersection are discussed after the summary table. TABLE 5 LEVEL OF SERVICE SUMMARY AM Peak Hour ; RM Peak Hour 2020 2030 2030 2020 2030 2030 Intersection A roach Existing, No-Build `Build ' Existing No-Build Bu'ild Eastbound B(11.2) B(11.5) B(11.7) B(14.2) B(15.3) B(16.0) Westbound B(12.1) B(12.7) B(13.1) B(13.4) B(14.8) B(16.1) ExcelsiorAve &EastAve. (Traffic Signal) Northbound B(14.0) B(14.7) B(14.8) A (9.6) B(10.5) B(10.4) Southbound B(11.0) B(11.3) B(11.5) B(13.5) B(13.9) B(14.2) Overall B(12.2) B(12.8) B(13.0) B(13.0) B(14.1) B(14.8) Eastbound B(12.3) 6(14.4) C(15.8) D(30.7) F (59.4) F (91.1) Westbound B(10.4) B(11.6) B(12.8) B(12.1) B(14.1) C(16.6) ExcelsiorAve &Marion Ave (All-way Stop Control) Northbound A (9.8) B(10.3) B(10.5) B(10.4) B(11.2) B(11.8) Southbound B(10.9) B(12.1) B(12J) B(13.2) C(15.6) C(17.0) Overall $(11.3) B(12.8) B(13.9) C(21.6) f(36.9) F(53.5) Traffic Impact Study ��� C3ctober 2020 r��� ni st �n�n7nc nn _ _ _ _ i o Exce(sior Park � Sarato�a Sprin�s, New York TABLE 5 LEVEL OF SERVICE SUMMARY �corvriNuen� AM Peak Hour PM Peak Hour 2020 2030 2030 ' 2020 2030' 2030 Intersection A roach Existing' No-Build Buiid Existing No-Build Build Westbound Left A (7.6) A (7Jj A (7.8) A (8.0) A (8.1) A (8.3) ExcelsiorAve &Excelsior Northbound B(11.9) B(12.7) B(13.6) B(12.9) B(14.1) C(15.7) Spring Ave/Loughberry Rd S. (Two-way Stop Control)* Southbound B(10.9) B(11.4) B(12.1) A (9.2) A (9.4) A (9.6) Overall A (3.5)' A (3.6) A (3.5) A (2.2) A (2.3) A '(2.3) Eastbound A (9.3) A (9.9) B(10.9j B(11.3) B(12.6) C(17.4) Westbound A (7.7) A (7.9) A (9.0) A (8.3) A(8.6) B(10.7) Excelsior Ave &Veterans Way (All-way Stop Control) Northbound A (7.9) A (8.1) A (8.6) A (8.4) A(8.6) A (9.5) Southbound A (8.9) A (9.3) B(10.8) A (9.4) B(10.2) B(13.8) Overall A (8.9) A (9.3) B(10.4) B(10.2) B(11.2) B(14.7) Eastbound C(31.2) D(36.5) D(38.4) C(34.6) D(43.7j D(47.9) Westbound C(30.0) D(37.0) D(39.6) C(28.1) D(37.9) E(55.8) NYS Route 50&Veterans Way (Traffic Signal) Northbound A (6.4) A(6.7) A (8.2) C(24.5) C(27.1) C(29.0) Southbound D(40.5) D(50.6) E(55.3) D(39.7) D(45.4) D(46.4) Overall C(30.2) D(36.5) D(38.6) C(31.2y p(39.6) D(49.1) * Uncontroller intersection movements not included in table,as HCM methodologies assumezero delayfor these movements. Red Text indicated that the volume for one or more movements on an approach exceed capacity. Excelsior Ave and East Ave lntersection This intersection is currently signalized and in 2020 operates at LOS B in both the AM and PM peak hours. This level of service continues through 2030, under both the Build and No-Build conditions. No improvements will be required at this intersection to accommodate future traffic from the Excelsior Park site. Excelsior Ave and Marion Ave lntersection This all-way stop intersection currently operates at an overall level of service of LOS B ir� the AM peak hour and LOS C in the PM peak hour. Generally, there are no significant capacity issues at this location under 2020 existing conditions, but the eastbound Excelsior Ave approach does see some congestion in the PM peak hour with the traffic volume being about 85% of capacity (V/C=0.85) and maximum queues of more than 225 feet. Under 2030 future conditions, the AM peak hour level of service remain LOS B, but the PM peak hour traffic operations for the eastbound approach hit capacity in the No-Build condition and exceed capacity in the Build condition. In both cases the approach operates at LOS F. Because of the need for future improvements at this location to improve capacity, traffic signal warranting conditions were reviewed. This warrant analysis was based on criteria detailed in Trarfic Impact Study ��� October 2020 GPf#ALB-2020106.00 n a d o I o Excelsior Park � Saratoga Sprin�s, New York Chapter 4 of the Manual on Uniform Traffic Control Devices (MUTCD, 2009 Edition) and the warrants considered at this location were as follows: ➢ Warrant 1 — 8-Hour Vehicular Volume ➢ Warrant 2 —4-Hour Vehicular Volume ➢ Warrant 3 — Peak Hour Volume There are six additional warranting conditions that could justify a traffic signalization at a particular location. These warrants cover conditions from high pedestrian traffic and school zones, to safety and traffic flow needs, but none of these conditions generally apply at this intersection, so they were considered not applicable. Results of the analysis is summarized below and detailed in worksheets that can be found in Appendix D. • Warrant 1 —8-hour Vehicular Traffic: This warrant is the strongest justification for signalization when satisfied. In the 2020 existing condition for the Marion Ave intersection, criteria is met for only 4 haurs of the day, and in the 2030 No-build condition criteria is met for 6 hours of the day, neither of which satisfy this warrant. However, under 2030 Build conditions, the criteria is met for 10 hours of the day and the Warrant is satisfied. In doing a sensitivity analysis, it appears that generation of approximately 75 new peak hour trips within the corridor, on top of general background growth, would likely be sufficient to trigger this warrant. • Warrant 2 —4-hour Vehicular Traffic: This warrant is also a strong indicator that a signal is justified when it is satisfied. Based on the analysis, this warrant is not satisfied in the 2020 existing condition, with criteria only being met for 3 hours of a typical day. However, the criteria is met for 5 hours of the day in both the 2030 future No-build and Build conditions, indicating these conditions will warrant a signal. Conducting a sensitivity review for the analysis, it appears that only about a 5% increase in traffic, over existing conditions would trigger this warrant. This suggests that Warrant 2 will likely be satisfied within 5 years, with or without future development of the Excelsior Park site. • Warrant 3 — Peak Hour Traffic: Satisfaction of this warrant along is not as strong a signal justification as the others, as alternative actions could be taken in a single hour to mitigate congestion. However, when satisfied in conjunction with Warrants 1 or 2, it adds a strong confirmation that a signal is justified. At the Marion Ave intersection, the 202 existing conditions does not satisfy this warrant, but both 2030 conditions, No-build and Build, do. In the No-build condition, a single hour of the day does minimally meet warranting criteria, for the Build condition, there is still only one hour of the day that meets criteria, but to a more significant level than in the No-build condition. Overall, a signal at this location is not currently warranted, but it is near the threshold of needing a signal. Any new development resulting in 75 or more additional peak hour trips within the corridor would likely trigger this warrant and justify the installation of a signal at this location. Additionally, development of any size after the year 2025 would also trigger this improvement, as background growth is generally about 1% per year within the corridor and a 5% increase in traffic Traffic Impacf Study ��� October 2020 GPI# ALB-202010c5_0� .. .. .. .. � � .. Excelsior Park � Sarato�a Springs, New York will likely cause this warrant to be satisfied. With a traffic signal in place, the overall intersection level of service will be LOS B in the PM peak hour and no approach will operate worse than LOS C. See Table 6 for a summary of 2030 Build condition operations at this location with a traffic signal in place. TABLE 6 EXCELSIOR AVE AND MARION AVE 2030 BUILD CONDITION SIGNALIZED LOS SUMMARY Intersection i Approach AM Peak PM P.eak Eastbound A (8.6) B(16.4) Westbound A (5.4) A (5.5) Excelsior Ave &Marion Ave (Traffic Signal) Northbound B(16.8) B(17.1) Southbound A (9.5) C(22.7) Overall A (7.9) B(15.3) Excelsior Ave and Excelsior Sprinq Ave/Lou_hberry Rd South Turning traffic at this location is fairly light and new development at the Excelsior Park will likely not contribute any significant turn traffic in the future. This intersection currently operates at LOS A during both the AM and PM peak hours and that will continue through the 2030 No-build and Build conditions. No improvements will be required at this intersection to accommodate future traffic from the Excelsior Park site. Excelsior Ave and Veterans Wav This intersection currently operates at LOS A in the AM peak hour and LOS B in the PM peak hour with the all-way stop control in place. It operates at the same level of service in the 2030 No-build condition and only slightly worse, with an LOS B for both the AM and PM peak hours, in the 2030 Build condition. Under all conditions, queues are also not an issue. Even in the future Build conditions, the eastbound queue is not expected to exceed 120 feet long and the southbound queue is not expected to exceed 75 feet long with the existing single lane per approach configuration. No improvements will be required at this intersection to accommodate future traffic from the Excelsior Park site. NYS Route 50 and Veterans Way/Gick Rd � Although.overall existing traffic operations appear acceptable at this intersection, at LOS C in both peak hours, the westbound left turn movement experiences a poor level of service (LOS E) and has approximately a 250 feet maximum queue length that extends outside the 100 foot long turn lane in the peak hours, causing times when the turn queue blocks the leftmost through movement travel lane, which is a safety concern. This condition gets worse in the future, with the westbound left turn leve) of service falling to LOS F in both the 2030 No-build and Build PM peak hours. In the Build condition PM peak hour the westbound left turn movement will operate overcapacity, which will result in the left turn queue extending back 470 feet or more. Traffic Impact Study ��� October 2020 capi# ae_�-�n�n7�� nn ., ., ,. ,. � � � Excelsior Park � Saratoga Sprin�s, New York To eliminate this safety concern and improve capacity and operations, analysis was run with optimized signal timings, the addition of a northbound right turn lane and the extension of the westbound left turn lane out to 325 feet. The results of that analysis showed that these improvements would yield an overall LOS C during both the AM and PM peak hours of the 2030 build condition and would eliminate any failing or overcapacity movements. Additionally, it would result in westbound left turn queue staying within 325 feet long and would reduce the northbound queue as well. See Table 7 for a summary of 2030 Build condition operations at this location with the discussed improvements in place. TABLE 7 NYS ROUTE 50 AND VETERANS WAY/GICK RD 2030 BUILD CONDITION WITH IMPROVEMENTS LOS SUMMARY Intersection Approach AM Peak' PM Peak + Eastbound C(30.9) D(37.9) Westbound C(27.8) C(26.9) NYS Route 50&Veterans Way Northbound A (7.6) B(14,5) (Traffic Signal) Southbound D(49.4) D(47.3) Overall C(30.1) C(31.1) The analysis indicates that an extension of the westbound left turn lane out to 250 feet is already warranted under existing conditions and this will need to be extended even further to 325 feet in the future to accommodate the additional traffic generated Excelsior Park as represented in the 2030 Build condition traffic volumes. In addition, a 100-foot long northbound right turn lane would reduce the potential for overcapacity conditions and improve overall level of service. b.0 Specia( Use Permit Requirements Revisited When the Excelsior Park development was originally approved for construction by the City, back in 2002, a special use permit was put in place to govern phased improvements that should be made in response to on-site development. Over the years, some of these improvements have been made, others have been waived to date, and others are due to be made. However, 18 years have passed since issuance of that permit, much longer than anticipated for full-build out, and background traffic growth due to other corridor developments is having a more significant impact on road capacity than when this project was initiated. Because of this, a review of the special use permit requirements was performed and recommendations for adjusting these requirements, based on Excelsior Park's fair and equitable share of capacity impact, are made below. 1. Installation of a Traffic Signal at Excelsior Ave and East Ave — This improvement has been made and is no longer applicable, as the analysis shows traffic operations at this intersection will be acceptable under the 2030 Build Conditions, so no further improvements are needed at this location.. Traffic Impact Study ��� October 202fl GPI# AI B-?�7�106_00 p a� e I 1 2 Exce(sior Park � Saratoga Springs, New York 2. Extend westbound (eft turn lane from 100' to 200' at the NYS Route 50 and Veterans Way/Gick Rd intersection —The need for this improvement was triggered by site volumes already, but this requirement is currently waived by the planning board for Phase 2 development. Extension of the left turn lane to 250'is warranted by current traffic conditions. Additionally, the length should be extended to 325 feet to accommodate future traffic, opposed to the 200 feet tisted in the original special use permit for Excelsior Park. As the original specia(use permit required an extension o f 100 feet for the Excelsior Park development's contribution to traffic and 225 feet of additional length is required, it is recommended that Excelsior Park contribute 45% to this improvement, w�th the remainder of the cost being the responsibility of the City and funds collected from other area developments. 3. Construct northbound riqht turn lane on Veterans way at the NYS Route 50 intersection —The special use permit volume threshald for this improvement has not yet been reached, but will be triggered with any new development on-site. The analysis shows that this lane is needed to add intersection capacity to accommodate the 2030 Build condition traffic volumes, but is not yet necessary to for existing capacity needs. The build condition volumes show that Excelsior Park is not expected to contribute more than 35% of the AM peak hour traffic in this lane or more than 25% of the PM peak hour traffic in this lane. This improvement should be made in conjunction with the westbound left turn lane e�ension discussed in item 2 above, initiafed with any new development within the Excelsior Avenue corridor. Since Excelsior Park contributes less than 35% of the daily traffic using this lane, it would be more than reasonable to allocate 45% of the construction cost for this improvement to the Excelsior Park site, the same share as recommended for the westbound left turn lane improvement at this intersection. 4. Traffic calming measures at the Excelsior Spring Ave and Victoria Ln/Audrey Ln intersection — Stop signs have already been installed at this location. However, the special use permit also specified the needs to narrow the lanes through the use of curbing (some installed but not all), stripe a crosswalk across Excelsior Springs Ave, and install a concrete pad in one quadrant of the intersection for use by children as a bus stop. These improvements were to be triggered at 200 new peak hour site trips. Current Phase 1 and 2 development generates about 150 trips. Given the low number of site trips traveling, or expected to travel, this roadway (no more than 11 peak hour trips added to this roadway in the 2030 build condition), Excelsior Park site traffic does not pose any additional safety issue for this intersection, but as these safety improvements were committed to under the original application, it is expected they should be made. Given the trips generated by Phase 1 & 2 of the site already. These improvements should be made when an additional 50 new site trips are projected to be generated. 5. Installation of a traffic signal at Excelsior Ave and Marion Ave — Originally scheduled to be triggered at 250 peak hour site generated trips, this improvement would not be Traffic Impact Study �'`_�� �etober 2020 �J G�I# ALB-2020106.00 �a e e I 1 3 Exce(sior Park � Saratoga Springs, New York theoretically triggered until another 100 site trips are added. However, background traffic growth and the amount of time it has been since the approval of the application has brought traffic operations at this intersection closer to threshold conditions than originally projected for the current level of site development. Signal warranting conditions will most likely be met within the next 5 years, with or without additional Excelsior Park development because of traffic growth from other developments in the area. Any development within the corridor resulting in 75 new peak hour trips, or deve(opment of any size after the year 2025 would resutt in the need for a traffic signa!at this location. Reviewing background growth at this intersection, there were 880 entering vehicles in the 2002 PM peak hour, 1,046 entering vehicles in the 2020 PM peak hour and an estimated 1,270 vehicles in the 2030 PM peak hour. That is a traffic increase of 390 vehicles. Of that, it is � estimated that the Excelsior Park site is currently generating about 70 of those trips and is expected to add 85 more trips in full buildout. Based on this, 40% of the traffic growth at this intersection since 2002 can be attributed to the Excelsior Park site. It is recommended that Excelsior Park contribute 40% o f the signal construction cost as this intersection when the City deems a signa! is warranted as a result o f corridor developmenf. 6. Follow-up traffic analysis which ma�/ triq,qer modification to the mitiqation rec�uirements—Although not scheduled until another 100 peak hour trips are generated by the site, this traffic study is being performed now because of the 18 year length of time since the original approval. The results are as discussed throughout this report. No further study should be required unless development is not completed by 2030. 7. Widen Veterans Way at Excelsior Ave to provide a southbound riqht turn lane —This improvement was to be triggered at the generation of 300 peak hour site trips (150 higher than existing). However, Analysis of the currently projected traffic conditions at the intersection, with the all-way stop control, show the southbound approach operating at LOS B with a queue no longer that 75 feet. Constructing the southbound right turn lane would provide minimal benefits and would conflict with the planned downtown connector multi-use path currently being planned by the City. The analysis shows that fhis improvement is not necessary, and if is recommended that it not be constructed. 8. In Phase 2 construct a�aved pedestrian/bike path from site to Sprinq Run Trail — This improvement has been made and is no longer applicable. � A summary of the special use permit original requirements and recommend d changes is shown in Table 8. �� s -� ._... �e. �.b s � g e.. f'�/G b ___----- Traffic Impact Study �P� October 2020 r�o,� ni R_�n�n�nr, nn p a g e ( 1 4 Exce(sior Park � Saratoga Sprin�s, New York TABLE 8 SPECIAL USE PERMIT RECOMMENDED CHANGES Recommended Old Trigger Trigger Improvement Threshold Threshold Current Status or Recommendation Installation of traffic signal at the 100 n/a Improvement Complete (No Further ExcelsiorAve and East Ave intersection Action Required). Change length requirementto 325'to Any New Extend westbound left turn lane from 100'to accommodate 2030 Build Traffic Corridor 200'at the Route 50&Gick Rd/Veterans Way 100 Volumes. Excelsior Park should pay 45% Development inte rsection of construction costs for their fai r and Afte r 2020 equitable share. Any New Needed to provide enough capacity for Construct northbound right turn lane on 150 Corridor 2030 Build Traffic Volumes. Excelsior Veterans Way at its intersection with Route 50 Development Park should pay 45%of construction costs After2020 fortheirfairandequitableshare. Traffic calming measures at the Excelsior Still required is more curbing to narrow Springs Ave and Victoria Ln/Audrey Ln 200 50* roadway,crosswalk striping and intersection installation of Concrete bus pad. Concrete pad not yet installed. 75* (or any Excelsior Park should pay 40%of traffic Installation of a traffic signal at the signal construction costs fortheir fair and 250 development ExcelsiorAve and Marion Ave intersection equitable share,once a signal is after 2025) warranted at this location. the year 2030, Follow-up traffic analysis,which may trigger if development 250 See Information in the Report. modification to the mitigation requirements not yet complete The analysis shows the intersection Widen Veterans Way at ExcelisiorAve to operatingvery well with all-way stop provide a southbound right turn only lane 300 n/a operations in the future. Lane is not required for acceptable operations. In Phase II,construct paved ped./bike path Improvement Complete(No Further from projects main Street to Spring Run Trail 0 n/a Action Required). * Recommended threshold with regards to new trips generated by Excelsior Park after 2020. Traffic Impact Study ��� October 2020 GPI#ALB-2020106.00 „ , a o i � � Excelsior Park � Saratoga Springs, New York 7.0 Findings and Conc(usion This traffic study examined the existing traffic operations along Excelsior Avenue and at five project intersection in relation to the current and projected trip generation for the Excelsior Park Mixed Use Development in the City of Saratoga Springs, New Yark. Findings and recommendations resulting from the analysis in this report include the following: 1. 2020 Traffic volumes were developed from 2018 counts collected as part of the Saratoga Greenbelt Downtown Connector project, using a background growth rate of 1% annually and trip generation estimates from several new developments that opened in the corridor since that time. 2. It is estimated that the remaining development to fully build out the Excelsior Park site will generate 135 external trips (56 entering/79 exiting) in the AM peak hour and 226 external trips (121 entering/105 exiting) in the PM peak hour. 3. Based on the analysis, all intersection will operate acceptably under the 2030 Build Conditions, except for the following: a. NYS Route 50 and Veterans Way/Gick Rd — This intersection, will have an acceptable level of service for the intersection as a whole, but the westbound left turn movement routinely extends past its 100 foot turn bay length in the existing condition and this will occur more frequently and with longer queues in the future. This poses a safety concern with left turn vehicles stopped in the through movement (ane. Additionally, LOS for this movement is LOS F under both the 2030 Future No-build and Build Condition. This can be alleviated with the following improvements: i. Extend the westbound left turn lane from 100 feet to 325 feet of storage length. ii. Construct a northbound right turn lane, 100 feet in (ength. iii. Optimize signal timings for the new lane geometry b. Excelsior Ave and Marion Ave —This intersection is 4-way stop controlled that operated adequately in the existing condition, but future traffic, even without development, will cause level af service failures and congestion for the eastbound approach by the year 2025. A traffic signal is not currently warranted at this location, but is within 5% of the threshold that would satisfy such warrants. It is recommended that a signal be installed at this location to accommodate 2030 Build Condition Traffic Volumes. 4. The special use permit issued for Excelsior Park in 2002 was reviewed and based on the analysis modifications to the permit requirements are recommended. These modifications are discussed in detail in Section 6 of this report and include the following: Traffic Impact Study ��� October 2020 GPI#ALB-2020106.00 �a d o i � � Exce(sior Park � Saratoga Springs, New York a. Extend the westbound left turn lane to 325 feet and construct a 100-foot northbound right turn lane at the NYS Route 50 & Veterans Way/Gick Rd intersection if any new development (after 2020) occurs within the Excelsior Avenue corridor. Excelsior Park should be responsible for 45% of the construction costs for this improvement as their fair and equitable share. b. Install a traffic signal at the Excelsior Ave and Marion Ave intersection if 75 peak hour trips are generated at the Excelsior Park site before 2025, or if any trips are generated after 2025. Excelsior Park should be responsible for 40% of the construction costs for this improvement as their fair and equitable share. c. Install the remaining traffic calming measures at the Excelsior Spring Ave & Victoria Ln/Audrey Ln intersection once 50 additional peak hour site trips are generated by the Excelsior Park site. d. Da not construct a new southbound right turn lane at Excelsior Ave & Veterans Way. Given the all-way stop control and the projected traffic, it is not needed for capacity purposes. With the recommended improvements and modifications to the special use permit. The Excelsior Park site full buildout traffic can be accommodated by the adjacent roadway system without little to no change in level of service or safety. 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'" '�r'#* ' ''.n<'��5.�, ����,����'`_�„�, $ "`~`��'�`'''�'�,�?h,s�"�''�� � Exce(sior Park � Saratoga Sprin�s, New York APPENDIX B Traffic Volume Figures Traffic Impact Study ��� October 2d20 GPI#ALB-2020106.00 r----� �C z° � � I � Q � p I Q c'� _ I v¢� ' w � W LLo I � Q � I w � � � � m �----' � � O Q o � Q � ° Q C7 C� V Z � Q N � � � � � •. o �mo�o 145 �No z �0 Q X f— � GICK RD ��� ��� VETERANS WAY ��� '�� ~ N N o O o 205--? � I � �7�' N `° 82—� 0—► o 61�, w�0 160-�, �N� cv � Z N O � � N � � � Z �� 't-37 � � �1,� j'-53 EXCELSIOR SPRING AVE z O 3� '1 T f' '� � � z—► � � z 4�' ��°' a Q N � '^ � � O Z Q � � w � O U � Q w00 H } Q � UQ o � � J W UX W y � w m b :7 �/� < e�v P. w I 1 � �'8_ � � � ��1 "u z c >. ��M �Q F j �Na ��I- f-4 � z < MARION AVE ~ '��� � � 27—? �1 I f s--► �so�. ��� N N V' �94 ��;� .--,zo f�� 4 r-19 Ep,57 A�E ,s�' �1 I f 52--► ��„�� z 34�, r----� � Z � I � � Q � O I � � � cnYw I � I c�°-� � LLJ Y W LL o I N � W I � W � W I � (/� � � m �----� W � O •� � � ] o0 � C7 U Q U z u- � � � Q � � ,;; o ��4 Lzas ��o to Q X � Z �--6� �1� �2 � W � G I C K R D '�12 V E T E R A N S W A Y 2 ~ � N a t t N � 50—► � I � 40—� � I � N 50—�, fOio� 163-7, vvo °z N p �— • N O � W F— � O � r � Z o�cn '�qp �C � � ��� '�42 EXCELSIOR SPRING AVE z O o�'. �1 r� Y � W z� ��� °� cn z N � Qr^ � v � O O Z � � W � O U � Q WOO � � W Q a t— �C o U Q � � J W UX W N N W �. � u � '� �7 r-1 a t`Vv a w � ��� � :� ,.z I.�n�QI �z(3 G j � ONa �-12 ° � z ¢ MARION AVE '�20 � 'O° 58--► '1 T f 183�, NM� N N N N N �---673 �1 4 �--16 EpST AVE s,�' fl I f 103—► ��� Z—�--�--t 39� r� � r----� W Z ro I I � � z � ; � �Yw � f— Q J - � Ua� � w � � 0 � X � � N � W 1 � z V � � � . � � LL. m �----� (�jj C.� �' ••� � � � o� Q ~ U m � a O " �, � � ,� ,� z = Z �rnrn 169 vcvo � 0 Q o �C � GICK RD �• � '��O VETERANS WAY ��� �� ~ N � o 0 291—► � I � ,�--► � I � Q N 0 0 67'�, No� 180�, �No °z N o m � o w r � O � Z `�'c L41 Y � '` � ,�,`► j--59 �CElSIOR SPRING AVE z O 2—► � I � � � > � W 4� O°'M Q z � a �� � ooz � � W � o � � a Woo � '� a � U Q o � � � w UX W a�i w � � � � '� z � < N w m � �„y, � � "�,z v�� 'tp E � � o�''� .-�1�. �4 � _ ¢ � MARION AVE '��� � � 3�� �,1 r� 177-�, �M� N N� t---133 .-�1 4 r�2, �psS A�E ,s,' fl I (♦ 5�--► ��� Z---E�----�c sa�, � r----� w d v I w I I � � z � � i �,YW � � OJ - I Ua� � W �'- � LLN I I W I � z U � I � V) � � m �----' W U �- ••° N � � o0 Q ~ � �C W U m � a i.i- p O � �o� � . �238 mco z = w z i0 Q � � GICK RD �l� '�63 VETERANS WAY � • 4 '�2 ~ � � N o t 0 55—► 53 � I � � 99 0—► ^ � 55-�, �N� 192-i, m�o N N LL 2 N O � m � O � � � � Z oNr`�i �44 � f/3 � ��� '�46 EXCELSIOR SPRING AVE Z O � °0—► Q � Z � '11(� '� a N � � OL � O 1� � `W, '�^ O v v, Q W O O W Q ¢ U Q � o � � J W UX W � C ~ � 1� z '^ a��i '� /� ' � a w L 1 � a$�. K ;� 1�1 ;�z �°Drn �z7 � � � o"� �13 � � y a MARION AVE ��� �22 � o sg-�. �,1 r� ZOZ�, NN� a,�� �-161 N N�- �---�74 ��,� i--18 Ep,S7 A�E 35� � I � 114—► ���,�, z 43�, r----� o �n I z � z s � O I 0 � � J�� � z � � - � w¢— I � �n.us � W � d o � W I � m � � I � � � ~' m �----� W � � �� � � � o0 Q � pz � y o � �� Q U � wZ N 50�, u�v .�� � W � � �'� I— o� GICK RD � � VETERANS WAY � o � 55%� t � o I o N O a Z N � ll] CI Q �C O tfJ W h � 0 � } o Z O e � V�fl M � LL �� �5% EXCELSIOR SPRING AVE z O 1 � � Q � Z � � a � � Z O H � W � O U � Q w00 W a � U Q o � � J W UX W y y w W 1 , N Z r � o � �7 /1\ v N C.� t,zi W K g} � � :� v z ;;��n � Z 3=r enr, � � � �"� � � � �� ¢ MARION AVE � � � 5%� � 0 � M W � W G Z � W ou'N o� !J W ,�,��� �-10% �St AV� a U � 4 W a � a o h z 5%� � z Z-.-.E-(.�—�.�` � � p�p w N � Z W11Y t----� Z � � I � � � I � � J�� I F.- � - I Ua� � W � � LLN � W � z N I � W � � I � � � � a �----' W Z � �c�i � (� � �o a n � � QW Q �� � a z � � �� � � MV M Q � O u' Z �' �39(53) � p� � � y GICK RD � "I�4�5� VETERANS WAY � ~ 0 0 I"� 31(67)--} � 0 0 N � �p 2 N M v O � � � N F 7 � C.-. `' Z M,a s. � � t� �3�6� EXCELSIOR SPRING AVE z O 1 °� � Q � z � Q ` � � N � � O O Z J � O w Q U V � Q WOO w Q ¢ � Q � o � � � w c� u� y N W W u T� :� ^ a N � � w w K'$y � q � =�z �m a z_ 'I/`r , 3� V'N � J V mN.n� � � z a MARION AVE � � '-�+ 3(6)--? � N V' m � a �N� 1'— �v� W V�a0 ~ �j�„� 1-5(12) Ep5T A�E v� w z � 3�6�� I ¢ d. u z � � w �Y � r----� w o � I � Z I s � p I J � I WQ� j z Q � � X°'� I W � � o � W I � � V � � � W �----� W p Q ••� � U �G o� Q ~ � � W U � _ � LL, m O � �NN �nrnr- 'L2OB a�oc�00 � Z L o Q co �G � GICK RD �• � r�5 VETERANS WAY �l� `�� ~ N � y o � ♦ o Zs;---► �l I (� 50--}► �1�(� a N s 67-� No� 180�, ��o ^ O N N W H � � � Z �� �44 � c � ��� 'l' S9 EXCELSIOR SPRING AVE z O 2—� � I � � � W 4'�. ��� Q Q Z � � � � � Z O H � w � 0 U � Q w00 W � a � U Q o � J W Ux W ti d w i. � u � °> ? r-1 0 � :7 u N a w � �S- � z vz u`�iNch �� E � � �"'� �-4 � � z a MARIONAVE � r�� � � 34--� �1� 7—► 177� ��� M N� f-133 �1� i--21 EpgT AVE 22,' �1 T f 5�� ��� z--�E�—��t 3g�, r----� I— Z `° � � Z � � p 1 � � � �n Y w 1 I— Z � I �a� � W � V LLN I x � � V � � W � � � LL m I �----� W � Q ..� N V � o0 a � _ V � � a t� m � � _ ��N ` N� �O Q � " .. Z 29'� O�6�O (Y� .]L � GICK RD ��� �68 VETERANS WAY ��� '�2 (— N � N 0 55—� � I � 1.I2�—► � I � � N � o SS� 'V'NN I�Z� 000� 2 N � N� � h W F � O � Z ONM �50 s � I_ � • `► �46 EXCELSIOR SPRING AVE z O � �� �C � W 0—► pC (n z 2Z ��� aQ � � � °Coz 0 � � W � o U � Q w00 �- Q �= o�c � U Q o � � J W v � � y W I 1 Z � � J /� 4 N 0.� w W ag�, r. � � '=z �N01 �'17 E j � mN� ,,l,� .-,3 � � Q MARION AVE `�22 � J '9�► �1r' zoz�, °�� a.�,n �173 "�r'r' �---74 ��4 ,�18 Ep,ST AVE 41� � I � 114—► Z�___��� 43� ��r°'i Excelsior Park � Saratoga Springs, New York APPEN DIX C Traffic Count Data Traffic Impact Study ��� October 2020 GPI#ALS-2020106.00 Greenman-Pedersen, Inc. 80 Wolf Road, Suite 300 A(bany, NY 12205 518.453.9431 Saratoga Greenbelt DC File Name : Excelsior Ave + East Ave - AM Peak 0700-0900 - 03.20.18 Saratoga Springs, NY 12866 Site Code : Project No. 2017166.00 Start Date : 3/20/2018 Page No : 1 Grou s Printed-Cars-Trucks East Ave Excelsior Ave East Ave Excelsior Ave From North From East From South From West Start Time Ri ht Thru Left Peds Ri ht Thru Left Peds Ri ht Thru Left Peds Right Thru Left Peds Int.Total 07:00 AM 6 13 2 1 2 33 13 0 16 7 3 0 4 16 6 0 122 07:15 AM 8 10 4 0 2 38 12 0 28 15 3 0 2 20 3 0 145 07:30 AM 4 19 0 0 2 49 23 0 29 15 4 0 1 36 7 0 189 07:45 AM 11 11 3 0 7 66 32 0 25 27 4 0 1 39 9 0 235 Total 29 53 9 1 13 186 80 0 98 64 14 0 8 111 25 0 691 08:00 AM 3 9 4 0 4 43 15 0 17 29 9 0 3 36 8 0 180 08:15 AM 5 15 5 0 5 44 24 0 23 26 1 0 1 34 11 0 194 08:30 AM 9 14 2 0 4 46 16 0 26 32 1 0 3 33 5 0 191 08:45 AM 14 17 7 0 4 67 26 0 21 26 4 0 1 29 3 0 219 Total 31 55 18 0 17 200 81 0 87 113 15 0 8 132 27 0 784 Grand Total 60 108 27 1 30 386 161 0 185 177 29 0 16 243 52 0 1475 Apprch% 30.& 55.1 13.8 0.5 5.2 66.9 27.9 0 47.3 45.3 7.4 0 5.1 78.1 16.7 0 Total% 4.1 7.3 1.8 0.1 2 26.2 10.9 0 12.5 12 2 0 1.1 16.5 3.5 0 Cars 60 104 26 1 28 379 149 0 176 176 29 0 14 235 52 Q 1429 %Cars 100 96.3 96.3 100 93.3 98.2 92.5 0 95.1 99.4 100 0 87.5 96.7 100 0 96.9 Trucks 0 4 1 0 2 � 12 0 9 1 0 0 2 8 0 0 46 %Trucks 0 3.7 3.7 0 6.7 1.8 7.5 0 4.9 0.6 0 0 12.5 3.3 0 0 3.1 East Ave Excelsior Ave East Ave Excelsior Ave From North From East From South From West StartTime Ri ht Theu Left Peds a .rmai Ri ht Thfu Left Peds A .Talal Ri ht ThfU Left Peds n .r,i,i Ri ht ThrU Left Peds n roiai incTotai Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 11 11 3 0 25 7 66 32 0 105 25 27 4 0 56 1 39 9 0 49 235 08:00 AM 3 9 4 0 16 4 43 15 0 62 17 29 9 0 55 ' 3 36 8 0 47 180 08:15 AM 5 15 5 0 25 5 44 24 0 73 23 26 1 0 50 1 34 11 0 46 194 08:30 AM 9 14 2 0 25 4 46 16 0 66 26 32 1 0 59 3 33 5 0 41 191 Totalvolume 28 49 14 0 91 20 199 87 0 306 91 114 15 0 220 8 142 33 0 183 800 /a A .Total 30.8 53.8 15.4 0 6.5 65 28.4 0 41.4 51.8 6.8 0 4.4 77.6 18 0 PHF .636 .817 .700 .000 .910 .714 .754 .680 .000 .729 .875 .891 .417 .000 .932 .667 .910 .750 .000 .934 .851 Greenman-Pedersen, Inc. 80 Wolf Road, Suite 300 Albany, NY 12205 518.453.9431 Saratoga Greenbelt DC File Name : Excelsior Ave + East Ave - PM Peak 1600-1800 - 03-18-18 Saratoga Springs, NY 12866 Site Code : Project No. 2017166.00 Start Date : 3/20/2018 Page No : 1 Grou s Printed-Cars-Trucks East Ave Excelsior Ave East Ave Excelsior Ave From North From East From South From West StartTime Ri ht Thru Left Peds A ,To�al Ri ht Thru Left Peds A .To�e, Ri ht Thru Left Peds n .ro�a� Ri ht Thru Left Peds a .ro�a� IntTolal 04:00 PM 4 20 5 0 29 6 51 25 0 82 30 15 1 1 47 5 77 7 0 89 247 04:15 PM 5 23 9 0 37 3 46 28 0 77 28 19 2 0 49 3 66 4 0 73 236 04:30 PM 11 30 9 0 50 9 54 29 0 92 32 16 3 0 51 4 77 9 0 90 283 04:45 PM 9 30 9 0 48 4 67 31 3 105 32 13 1 2 48 1 91 5 1 98 299 Total 29 103 32 0 164 22 218 113 3 356 122 63 7 3 195 13 311 25 1 350 1065 05:00 PM 7 31 10 0 48 6 56 32 2 96 37 23 Z 1 63 9 85 18 0 112 319 05:15 PM 6 22 9 0 37 7 57 33 3 100 35 14 6 0 55 4 98 10 0 112 304 05:30 PM 11 15 2 0 28 3 59 22 1 85 38 14 3 0 55 11 96 11 0 118 286 05:45 PM 11 15 5 1 32 7 66 17 4 94 22 15 3 2 42 2 63 13 0 78 246 Total 35 83 26 1 145 23 238 104 10 375 132 66 14 3 215 26 342 52 0 420 1155 Grand Total 64 186 58 1 309 45 456 217 13 731 254 129 21 6 410 39 653 77 1 770 2220 Apprch% 20.7 60.2 18.8 0.3 6.2 62.4 29.7 1.8 62 31.5 5.1 1.5 5.1 84.8 10 0.1 Total% 2.9 8.4 2.6 0 13.9 2 20.5 9.8 0.6 32.9 11.4 5.8 0.9 0.3 18.5 1.8 29.4 3.5 0 34.7 Cars 64 185 58 1 308 45 452 208 13 718 254 128 21 6 409 39 649 77 1 766 2201 %Cars 100 99.5 100 100 99.7 100 99.1 95.9 100 98.2 100 99.2 100 100 99.8 100 99.4 100 100 99.5 99.1 Trucks 0 1 0 0 1 0 4 9 0 13 0 1 0 0 1 0 4 0 0 4 19 °/a Trucks 0 0.5 0 0 0.3 0 0.9 4.1 0 1.8 0 0.8 0 0 0.2 0 0.6 0 0 0.5 0.9 East Ave Excelsior Ave East Ave Excelsior Ave From North From East From South From West StartTime Ri ht Thru Peds n .rme� Ri ht Thru Peds n .r,,,� Ri ht Thru Peds n .Tmai Ri ht Thru Peds a .ro�ai InLTotal Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 9 30 9 0 48 4 67 31 3 105 32 13 1 2 48 1 91 5 7 98 299 05:00 PM 7 31 10 0 48 6 56 32 2 96 37 23 2 1 63 9 85 18 0 112 319 05:15 PM 6 22 9 0 37 7 57 33 3 100 35 14 6 0 55 4 98 10 0 112 304 05:30 PM 11 15 2 0 28 3 59 22 1 85 38 14 3 0 55 11 96 11 0 118 286 Tota�vo�ume 33 98 30 0 161 20 239 118 9 386 142 64 12 3 221 25 370 44 1 440 1208 /A .Total 20.5 60.9 18.6 0 5.2 61.9 30.6 2.3 64.3 29 5.4 1.4 5.7 84.1 10 0.2 PHF .750 .790 .750 .000 .839 .714 .892 .894 .750 .919 .934 .696 .500 .375 .877 .568 .944 .611 .250 .932 .947 Total Vehicies Southbound Westbound North6ound Eastbound StartTime U Leh Streight Right gikes Peds U left Straight Right U Left Straight Right U Left Strafght Right Turns T�rns Through Turns � Tums Tums Through Turns g�kes/Peds Turns Turns Through Tums B�kes/Peds Tums Turns Through Tums B�kes/Peds Int.Total 07:00 0 9 0 24 8 0 0 22 5 1 0 0 0 1 0 0 14 i6 1 0 99 7:15 AM 0 4 1 26 0 0 1 22 14 0 0 0 0 1 0 0 27 18 1 1 116 7:30 AM 0 10 1 33 2 0 1 43 10 0 0 0 1 1 0 0 31 27 0 0 160 7:45 AM 0 12 2 43 3 0 0 49 10 0 0 2 0 0 0 0 30 32 1 0 164 8:00 AM 0 7 0 29 1 0 1 29 9 0 0 0 0 0 0 0 34 25 0 0 135 8:15 AM 0 5 3 34 2 0 1 34 13 0 0 2 3 0 0 0 31 25 1 0 154 8:30 AM 0 2 1 36 0 0 1 27 9 0 0 1 1 0 0 0 34 21 0 0 133 8:45 AM 0 4 3 47 0 0 1 37 17 0 0 2 0 1 0 0 24 20 5 0 161 9:00 AM 0 8 0 48 4 0 3 29 15 0 0 4 2 2 p 0 29 27 1 0 172 9:15 AM 0 7 2 43 2 0 0 30 9 0 0 1 0 0 0 0 32 30 4 0 160 9:30 AM 0 10 3 38 1 0 3 27 SO 0 0 5 3 1 0 0 29 22 4 0 156 9:45 AM 0 10 2 33 2 0 1 22 11 0 0 0 1 3 0 0 43 21 3 0 152 10:00 AM 0 8 2 34 2 0 2 22 5 0 0 4 2 2 0 0 24 31 3 1 142 30:15AM 0 7 0 37 2 0 5 23 8 0 0 2 3 1 0 0 31 23 5 0 1q7 10:30AM 0 7 2 30 1 D 1 17 12 0 0 4 7 1 0 0 34 16 8 0 140 10:45 AM 0 4 6 38 0 0 2 14 9 0 0 5 3 2 0 0 34 27 2 0 146 11:00 AM 0 5 2 40 0 0 0 11 14 0 0 4 1 0 0 0 24 23 3 0 127 11:15 AM 0 14 3 42 1 0 1 22 10 0 0 2 2 1 Q 0 31 30 2 0 161 11:30AM 0 12 3 45 1 0 0 22 10 0 0 2 2 4 0 0 36 34 2 0 173 11:45 AM 0 11 2 33 0 0 1 17 11 0 0 4 4 1 1 0 34 52 8 p 17g 12:00 PM 0 9 5 33 0 0 0 22 8 0 0 3 1 1 0 0 38 33 4 0 157 12:15 PM 0 10 4 47 7 0 1 21 11 0 0 2 3 5 0 0 48 33 6 0 198 12:30 PM 0 12 5 44 Z 0 1 23 8 0 0 0 6 1 1 0 41 43 2 0 189 12:45 PM 0 8 5 48 1 0 0 33 11 0 0 1 3 4 0 0 37 33 3 0 187 1:00 PM 0 3 6 24 3 0 5 21 4 0 0 3 6 2 0 0 29 25 4 0 135 1:15 PM 0 7 4 24 2 0 1 20 11 0 0 3 10 8 0 0 40 30 7 0 167 1:30 PM 0 8 3 49 0 0 1 23 9 0 0 5 6 0 0 0 51 59 8 0 222 1:45 PM 0 7 1 37 7 0 2 18 13 1 0 2 0 1 0 0 36 19 3 0 147 2:00 PM 0 13 2 29 1 0 3 21 13 0 0 6 5 1 0 0 63 36 3 0 196 2:15 PM 0 14 3 28 0 0 4 16 9 0 0 5 4 7 0 0 42 29 9 0 170 230 PM 0 il 3 54 2 0 1 23 13 0 0 2 2 5 0 0 43 37 5 0 201 2:45 PM 0 14 1 42 0 0 3 23 15 0 0 3 2 4 1 0 48 36 4 p 1g6 3:00 PM 0 15 3 35 1 0 4 24 13 0 0 4 5 5 0 0 49 28 11 0 197 3:15 PM 0 11 6 39 3 0 4 23 15 0 0 2 4 5 0 0 4fi 51 5 0 21A 3:30 PM 0 42 2 15 0 0 2 32 13 0 0 4 7 q 0 0 42 51 8 0 222 3:45 PM 0 9 6 39 0 0 5 27 11 0 0 9 6 5 Q 0 3& 37 5 0 197 4:00 PM 0 IS 2 31 0 0 3 23 6 0 0 9 4 2 0 0 41 46 7 0 192 4:15 PM 0 20 2 32 0 0 3 30 11 0 0 3 2 4 0 0 45 44 3 Q 19g 430 PM 0 13 2 48 0 0 3 21 13 0 0 6 6 7 0 0 47 49 10 0 225 4:45 PM 0 14 2 51 0 0 3 33 i6 0 0 4 2 2 0 0 60 45 5 0 237 5:00 PM 0 14 1 37 1 0 4 36 15 0 0 3 2 9 0 0 54 52 11 0 239 5:15 PM 0 14 3 41 1 0 2 34 15 0 0 S 6 5 0 0 49 58 4 0 237 530 PM 0 12 2 37 1 0 0 27 11 0 0 2 1 5 1 0 63 41 10 1 214 5:45 PM 0 14 2 43 1 0 2 23 11 1 0 5 3 4 0 Q 43 31 3 1 187 6:00 PM 0 10 Y 35 0 0 1 30 8 0 0 2 1 3 0 0 44 34 4 0 173 6:15 PM 0 10 5 36 0 0 4 23 7 0 0 5 4 3 0 0 33 32 3 0 165 6:30 PM 0 13 0 39 2 0 2 17 10 0 0 1 3 3 0 0 30 45 3 0 168 6:45 PM 0 10 1 34 1 0 2 13 5 0 0 4 0 3 0 0 32 26 2 0 133 7:00 PM 0 10 0 18 0 0 0 19 5 0 0 1 4� 1 1 0 42 27 1 0 129 7:15 PM 0 2 0 16 0 0 0 12 7 0 0 0 1 0 0 0 30 28 1 0 97 730 PM 0 8 1 22 0 0 0 14 7 0 0 1 0 0 0 0 22 26 0 0 101 7:45 PM Q 7 3 17 0 0 0 13 3 0 0 0 3 1 0 0 25 12 1 0 B5 Peak Hour Summary Excelsior Ave+Marion Ave Count Date: 03.20.18 Marion Ave Excelsior Ave Business Parkinglot Excelsior Ave Southbound Westbound Northbound Ea:tbound StartTime U Left Strafght Right B�kes/Peds U Left Straight Right gike:/Peds U left Stretght Right Bikes/Peds U Left Straight Right gikes/Peds Int.Total Turns Tums Throu h Tums Tums Tums Throu h Tums Turns Tums Throu h Tums Tums Tums Throu h Turns AM Peak Hour: from 7:45 AM to 8:45 AM 7:45 AM 0 12 2 43 3 0 0 49 10 0 0 2 0 0 0 0 30 32 1 0 184 8:00 AM 0 7 0 29 1 0 1 29 9 0 0 0 0 0 0 0 34 25 0 0 135 8:15 AM 0 5 3 34 Z 0 1 34 13 0 0 2 3 0 0 0 31 25 1 0 154 8:30 AM 0 2 1 36 0 0 1 27 9 0 0 1 1 0 0 6 34 21 0 Q 133 TotalVol. 0 26 6 142 6 0 3 139 41 0 0 5 4 0 0 0 129 103 2 0 606 PHF 0.54 0.50 0.83 0.50 075 OJl 0.79 0.63 0.33 0.95 0.80 0.50 0.82 Trucks 0 5 2 12 0 0 0 7 q 0 0 2 0 0 0 0 4 5 0 0 41 %Trucks 19.2% 33.3% 8.5% 0.0% 0.0% 5.0% 9.8% 40.0% 0.0% 3.1% 4.9% 0.0% 6.8% Marion Ave Excelsfor Ave Business Parkinglot Ezcelsior Ave Southhound Westbound Northbound Eastbound StartTime U Left Straight Right B�kes/Peds U Left Strefght Right gikes/Peds U Left 5[rafght Right gikes/Peds U Lek Streight Rfght gikes/Peds Int.Total Turns Turns Throu h Turns Turns Turns Throu h Tums Turns Turns Throu h Turns Turns Turns Throu h Turns PM Peak Hour: From 5:00 PM to 6:00 PM 5:00 PM 0 14 1 37 1 0 4 36 15 0 0 3 2 9 0 0 54 52 11 0 239 5:15 PM 0 14 3 41 1 0 2 34 15 0 0 5 6 5 0 0 49 58 4 0 237 5:30 PM 0 12 2 37 1 0 0 27 11 0 0 2 1 5 1 0 63 41 10 1 214 5:45 PM 0 14 2 43 1 0 2 23 11 1 0 5 3 4 0 0 43 31 3 1 187 TotalVol. 0 54 8 358 4 0 8 120 52 1 0 15 12 23 1 0 209 182 28 2 g77 PHF 0.96 0.67 0.92 1.00 0.50 0.83 0.87 0.25 0.75 0.50 0.64 0.25 0.83 0.78 0.64 0.50 0.92 Trucks 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 2 0 0 5 %Trucks 0.0% 0.0% 0.0% 0.0% 0.0% 2.5% 0.0% 0.0% 0.0% O.OY 0.0% 0.0% 0.0% 1.1% 0.0% 0.0'K 0.6Y Greenman-Pedersen, Inc. 80 Wotf Road, Suite 300 Atbany, NY 12205 518.453.9431 Saratoga Greenbelt DC File Name : Excelsior Ave + Excelsior Springs/Loughberry Rd S -AM Peak Saratoga Springs, NY 12866 Project No. 2017166.00 Start Date : 3/20/2018 Page No : 1 Grou s Printed-Cars-Trucks Loughberry Road S Excelsior Ave Excelsior Spring Ave Excelsior Ave From North From East From South From West Start Time Ri ht Thru Left Peds Ri ht Thru Left Peds Ri ht Thru Left Peds Ri ht Thru Left Peds Int.Total 07:00 AM 0 0 2 0 0 18 2 0 7 0 8 0 9 17 0 0 63 07:15 AM 0 1 0 0 1 29 9 Q 8 0 14 0 6 24 0 0 92 07:30 AM 1 0 0 0 1 47 19 1 9 0 10 0 7 31 0 0 126 07:45 AM 2 2 0 0 0 39 15 0 9 0 9 0 14 31 0 0 121 Total 3 3 2 0 2 133 45 1 33 0 41 0 36 103 0 0 402 08:00 AM 0 0 0 0 0 31 9 0 10 1 12 0 6 23 0 0 92 08:15 AM 0 0 2 0 0 30 6 0 7 0 12 0 4 23 0 0 84 08:30 AM 0 0 1 0 1 23 8 0 9 0 15 0 3 24 0 0 84 08:45 AM 0 0 3 3 0 35 10 0 6 0 17 0 5 23 1 0 103 Total 0 0 6 3 1 119 33 0 32 1 56 0 18 93 1 0 363 Gra�d Total 3 3 8 3 3 252 78 1 65 1 97 0 54 196 1 0 765 Apprch% 17.6 17.6 47.1 17.6 0.9 75.4 23.4 0.3 39.9 0.6 59.5 0 21.5 78.1 0.4 0 Total% 0.4 0.4 1 0.4 0.4 32.9 10.2 0.1 8.5 0.1 12.7 0 7.1 25.6 0.1 0 Cars 3 3 8 3 3 245 77 1 65 1 94 0 53 191 1 0 748 %Cars 100 100 100 100 100 97.2 98.7 100 100 100 96.9 0 98.1 97.4 100 0 97.8 Trucks 0 0 0 0 0 7 1 0 0 0 3 0 1 5 0 0 17 %Trucks 0 0 0 0 0 2.8 1.3 0 0 0 3.1 0 1.9 2.6 0 0 2.2 Loughberry Road S Excelsior Ave Excelsior Spring Ave Excelsior Ave From North From East From South From West StartTime R� nt Thru Left Peds A To�a� R� ni Thru Left Peds A .To,a� Ri nc Thru Left Peds A .T,,,, R� n� Thru Left Peds A .Tata� InLTotal Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 1 0 0 1 1 29 9 0 39 8 0 14 0 22 6 24 0 0 30 92 07:30 AM 1 0 0 0 1 1 47 79 1 68 9 0 10 0 19 7 31 0 0 38 126 07:45 AM 2 2 0 0 4 0 39 15 0 54 9 0 9 0 18 14 31 0 0 45 121 08:00 AM 0 0 0 0 0 0 31 9 0 40 10 1 12 0 23 6 23 0 0 29 92 Tota�vo�ume 3 3 0 0 6 2 146 52 1 201 36 1 45 0 82 33 109 0 0 142 431 /A .Total 50 50 0 0 1 72.6 25.9 0.5 43.9 1.2 54.9 0 23.2 76.8 0 0 PHF .375 .375 .000 .000 .375 .500 .777 .684 .250 .739 .900 .250 .804 .000 .891 .589 .879 .000 A00 .789 .855 Greenman-Pedersen, Inc. 80 Wotf Road, Suite 300 A(bany, NY 12205 518.453.9431 Saratoga Greenbelt DC File Name : Excelsior Ave + Excelsior Springs/Loughberry Rd S - PM Peak Saratoga Springs, NY 12866 Project No. 2017166.00 Start Date : 3/20/2018 Page No : 1 Grou s Printed-Cars-Trucks Loughberry Road S Excelsior Ave Excelsior Spring Ave Excelsior Ave From North From East From South From West StartTime R� nt Thru Left Peds A .T,�,� Ri nt Thru Left Peds A .T,�„ Ri n� Thru Left Peds A .Total R� nc Thru Left Peds A .,o,,, Ini.Tolal 04:00 PM 0 0 0 0 0 0 27 5 0 32 11 0 4 18 33 45 1 0 0 46 111 04:15 PM 0 0 2 0 2 Q 3S 16 0 54 8 0 5 13 26 47 0 0 0 47 129 04:30 PM 0 0 0 0 0 0 20 8 0 28 5 0 14 17 36 56 1 0 0 57 121 04:45 PM 0 0 0 0 0 0 39 6 0 45 5 0 13 14 32 41 0 0 0 41 118 Total 0 0 2 0 2 0 124 35 0 159 29 0 36 62 127 189 2 0 0 191 479 05:00 PM 1 0 0 0 1 0 36 4 0 40 8 1 11 15 35 63 1 0 0 64 140 05:15 PM 1 0 0 0 1 0 38 8 0 46 7 0 11 8 26 67 1 0 0 68 141 05:3Q PM 0 0 0 1 1 0 37 10 0 47 16 0 5 15 36 51 1 1 0 53 137 05:45 PM 0 0 0 0 0 0 30 7 0 37 10 0 11 10 31 37 0 0 0 37 105 Total 2 0 0 1 3 0 141 29 0 170 41 1 38 48 128 218 3 1 0 222 523 Grand Totai 2 0 2 1 5 0 265 64 0 329 70 1 74 110 255 407 5 1 0 413 1002 Apprch% 40 0 40 20 0 80.5 19.5 0 27.5 0.4 29 43.1 98.5 1.2 0.2 0 Total% 0.2 0 0.2 0.1 0.5 0 26.4 6.4 0 32.8 7 0.1 7.4 11 25.4 40.6 0.5 0.1 0 41.2 Cars 2 0 2 1 5 0 261 64 0 325 70 1 74 110 255 407 1 1 0 409 994 °/a Cars 100 0 100 100 100 0 98.5 100 0 98.8 100 100 100 100 100 100 20 100 0 99 99.2 Trucks 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 4 0 0 4 8 %TluCks 0 0 0 0 0 0 1.5 0 0 1.2 0 0 0 0 0 0 80 0 0 1 0.8 Loughberry Road S Excelsior Ave Excelsior Spring Ave Excelsior Ave From North From East From South From West SteftTime Ri ht Thru Peds n .ro,,, Ri ht Th�u Peds n .ro�si Ri ht Thru Peds n .Tow, Ri ht Thru Peds n .ro,,, IntTotal Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 0 0 0 0 0 39 6 0 45 5 0 13 14 32 41 0 0 0 41 118 05:00 PM 1 0 0 0 1 0 36 4 0 40 8 1 11 15 35 63 1 0 0 64 140 05:15 PM 1 0 0 0 1 0 38 8 0 46 7 0 11 8 26 67 1 0 0 68 141 05:30 PM 0 0 0 1 1 0 37 10 0 47 16 0 5 15 36 51 1 1 0 53 137 Tota�volume 2 0 0 1 3 0 150 28 0 178 36 1 40 52 129 222 3 1 0 226 536 /A .Total 66.7 0 0 33.3 0 84.3 15.7 0 27.9 0.8 31 40.3 98.2 1.3 0.4 0 PHF .500 .000 .000 .250 .750 .000 .962 .700 .000 .947 .563 .250 .769 .867 .896 .828 .750 .250 .000 .831 .950 Total Vehicles Southbound Westbound North6ound Eastbound Start Time U Leh Straight Right gikes/Peds U Left Stratght Right gikes/Peds U Left Strafght Right Bikes/Peds U Left Straight Right gikes/Peds Int.Total T�rns Tums Through Turns Turns hms Through Tums Tums Tums Through Tums Tums Tums Through Tums 07:00 0 6 0 20 0 0 0 1 8 0 0 0 1 Q 0 0 20 3 6 0 59 7:15 AM 0 2 0 35 0 0 0 1 4 0 0 0 0 0 6 0 32 1 0 Q 75 7:30 AM 0 4 0 59 D 0 0 5 10 0 0 0 0 0 0 0 37 2 0 0 117 7:45 AM 0 7 0 50 0 0 0 4 5 0 0 0 0 0 0 0 31 5 0 0 102 S:OO AM 0 1 0 36 0 0 0 4 7 0 0 0 0 0 1 0 26 5 0 1 81 8:15 AM 0 3 0 32 0 0 0 1 7 0 0 1 1 0 0 0 28 4 0 0 77 8:30 AM 0 0 0 30 0 0 0 3 4 0 0 0 0 0 0 0 32 1 0 0 70 8:45 AM 0 3 0 39 0 0 0 5 1 0 0 0 0 0 0 0 27 3 0 0 78 9:OOAM 0 1 0 34 0 0 0 5 4 0 0 0 0 0 0 0 34 4 0 0 82 9:15 AM 0 1 0 31 0 0 0 2 2 0 0 0 2 0 0 0 36 4 0 0 7B 9:30 AM Q 4 0 36 0 0 0 5 4 0 0 0 0 0 0 0 19 4 0 0 72 9:45 AM 0 5 0 22 0 0 0 5 4 0 0 1 0 0 0 0 26 5 0 0 68 10:00 AM 0 5 1 21 0 0 0 0 4 0 0 0 0 0 0 1 31 3 0 0 66 10:15 AM 0 2 0 26 0 0 0 4 3 0 0 1 0 0 2 0 22 4 0 0 64 10:30 AM 0 1 0 23 0 0 0 1 5 0 0 0 0 0 0 0 21 3 0 0 54 10:45 AM 0 3 0 13 0 0 0 4 5 0 0 1 0 0 0 0 37 2 0 0 65 11:00 AM 1 3 0 15 0 0 0 3 4 1 0 1 0 0 0 0 31 0 0 0 59 11:15 AM 0 3 0 24 0 0 0 4 2 0 0 0 0 0 0 0 26 3 0 0 62 11:3Q AM 0 4 0 21 0 0 0 1 3 0 0 0 0 0 1 1 46 3 0 0 80 11:45 AM 0 5 0 16 0 0 0 1 5 0 0 0 0 0 0 0 51 4 0 p 82 12:d0 PM 0 3 Q 26 1 0 0 4 6 0 0 0 tl 0 0 0 39 5 0 0 84 12:15 PM 0 4 0 28 0 0 0 3 3 0 0 0 0 0 0 0 35 2 0 0 75 12:30 PM 0 5 Q 20 0 0 0 5 3 0 0 0 0 0 0 0 50 6 0 0 89 12:45 PM 0 7 0 39 0 0 0 2 4 0 0 1 1 0 0 1 38 6 Q 0 99 1:00 PM 0 11 0 23 0 0 0 2 2 0 0 1 0 0 0 0 31 4 0 0 74 1:15 PM 0 5 0 23 0 0 0 6 6 0 0 0 2 0 0 0 35 4 0 0 81 130 PM 0 3 0 21 0 0 0 3 3 0 0 0 0 0 2 0 63 5 0 2 102 1:45 PM 0 2 0 32 0 0 0 4 4 0 0 0 0 0 3 0 29 2 0 0 76 2:00 PM 0 S 1 16 0 0 0 0 10 0 0 0 0 0 3 0 48 3 1 0 87 2:15 PM 0 4 0 23 0 0 1 4 4 0 0 0 1 1 0 0 34 9 1 0 82 2:30 PM 0 5 0 25 0 0 0 5 9 0 0 0 0 0 0 0 45 1 0 0 90 2:45 PM 0 3 0 31 0 0 0 2 2 0 0 1 0 0 0 0 � 49 3 0 0 91 3:00 PM 0 4 0 42 0 0 0 1 4 2 0 1 1 0 2 1 45 2 0 0 105 3:15 PM 0 2 0 34 0 0 0 3 8 0 � 0 1 0 0 0 0 55 7 0 1 111 3:30 PM 0 7 0 31 0 0 0 0 10 0 0 1 0 0 2 0 59 2 0 1 '113 3:45 PM 0 8 0 30 0 0 0 6 3 0 0 1 1 0 0 0 44 1 1 0 95 4:00 PM 0 7 0 27 0 0 Q 4 3 0 0 0 1 1 0 0 50 3 0 0 96 4:15 PM 0 6 1 46 0 0 0 6 5 0 0 1 0 0 0 1 53 4� 0 0 123 4:30 PM 0 5 2 26 0 0 0 1 2 0 0 1 0 0 0 0 59 2 0 0 98 4:45 PM 0 5 0 40 0 0 0 3 0 0 0 1 0 0 0 0 39 4 0 0 92 5:00 PM 0 12 0 32 1 0 0 5 6 0 0 2 0 0 0 0 61 5 0 0 124 5:15 PM 0 7 0 40 0 0 0 7 2 0 0 0 0 0 0 1 62 11 0 0 130 5:30 PM 0 6 0 39 0 0 0 5 3 1 0 0 2 0 1 0 59 10 0 1 127 5:45 PM 0 SO 0 30 0 0 0 5 6 0 0 0 0 0 0 0 33 9 0 0 93 6:00 PM 0 6 0 29 0 0 0 2 4 0 0 2 4 0 0 0 39 6 0 0 92 6:15 PM 0 5 0 24 0 0 0 3 6 0 0 0 0 1 0 1 35 5 0 0 80 6:30 PM 0 7 1 24 0 0 0 3 3 0 0 1 1 0 0 0 50 2 0 0 92 6:45 PM 0 4 0 24 0 0 0 0 6 0 0 0 2 0 0 1 28 4 0 0 69 7:00 PM 0 7 0 18 0 0 0 1 2 0 0 1 0 0 0 0 31 2 0 0 62 7:15 PM 0 4 0 22 0 0 0 1 2 0 0 3 1 0 0 0 22 5 0 0 60 7:30 PM 0 4 0 17 0 0 0 0 5 0 0 3 2 0 0 0 26 7 0 0 64 7:45 PM 0 6 0 14 0 0 0 6 0 0 Q 1 S 0 0 0 9 7 0 0 48 Peak Hour Summary ExcelsiorAve+Veterans Way Count Date: 03.20.18 Veterans Way EacelsiorAve VFW Varkinglot ExcelsiorAve Southbound Westbound Northbound Eastbound StartTime U Left Straight Rtght B�kes/Peds U Left Strofght Rfght B�kes/Peds U Left Streight Right B�kes/Peds U Left Straight Right Bikes/Peds Int.Total TurnS Tams Throu h Tums Turns Turns Throu h Turne Tums Tums Throu h Turns Tarns Tams Throu h Tums AM Peak Hour: From 7:45 AM to 8;45 AM 7:45 AM 0 7 0 50 0 0 0 4 5 0 0 0 0 0 0 0 31 5 D 0 102 8;00 AM 0 1 0 36 0 0 0 4 7 0 0 0 0 0 1 0 26 5 0 1 81 8:15 AM 0 3 0 32 0 0 0 1 7 0 0 1 1 0 0 0 28 4 0 0 77 830 AM 0 0 0 30 0 0 0 3 4 0 0 0 0 0 0 0 32 1 0 0 70 TotalVol. 0 11 0 148 0 0 0 12 23 0 0 1 1 0 1 0 117 15 0 1 330 PHf 039 0.74 0.75 0.82 0.25 0.25 0.25 0.91 0.75 0.25 0.81 Trucks 0 2 0 6 0 0 0 0 3 0 6 0 0 0 0 0 5 0 0 0 16 %Trucks 18.2% 4.1% 0.0% 13.0% 0.0% 0.0% 0.0% 4.3% 0.0% 0.0% 4.8% Veterans Way EzcelsforAve VFW ParkingLot EzcelsiorAve Southbound Westbound Northbound Eastbound StartTtme U Left Straight Rfght Bikes/Peds U Lefr Strefght Rtght Bikes/Peds U Lef[ Strefght Right gfkes/Peds U Left Straight Rlght Bfkes/Peds InLTotal Turns Turns Throu h Turns Turns Turns Throu h Turns Turns 7urns Throu h Turns Turns Turns Throu h Turns PM Peak Hour: From 5:00 PM to 6:00 PM 5:00 PM 0 12 0 32 1 0 0 5 6 0 0 2 0 0 0 0 61 5 0 0 124 5:15 PM 0 7 0 40 0 0 0 7 2 0 0 0 0 0 0 1 62 11 0 0 130 5:30 PM 0 6 0 39 0 0 0 5 3 1 0 0 2 0 1 0 59 10 0 1 127 5:45 PM 0 10 0 30 0 0 0 5 6 0 0 0 0 0 0 0 33 9 0 0 93 TotalVol. 0 35 0 141 1 0 0 22 17 1 0 2 2 0 1 1 215 35 0 1 474 PHF 0.73 0.88 0.25 0.79 0.71 015 0.25 015 0.25 0.25 0.87 0.80 0.25 0.91 Trucks 0 1 0 2 0 0 0 1 0 0 0 0 0 0 0 0 2 0 0 0 6 %Trucks 2.9% 1.4% 0.0% 4.SY 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.9% 0.0% 0.0% 1.3� � �f @ COOf� rt s-OM� 6> tn�6�M�AN �t 00 V V M O rt M O 00 00 OO Op L r' � � MV'tn�� V tn V'�00 I� t0� N N O � � " M� •� � N c � X �� LC� � m COMr V' �F NI��e- � � MN00I�NOd' N F Mt!')a0�� MCD'�t00� N MI��,�NN� W � � [— n t-�� ��--s- � �� . . . . . . . . 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C E z w w � G O � � � � � N W � N o � _ � � r^-1 u^'1 n � w � '� z ` O w � w �.�, � d E � o ~ o\° �n w N !U Vl C C � � y O � .-i � J v� c V. 3 `� Z O � vl V � C "9 v m v o .N Y O Li. �' W U1 F �-1 ll� f� � -p N � ? O � C U � � O CL � 3 N " ^ � .� � Y � o � \ a p � c ,L o o W w H H d g � a O 3 d z �; °' °' °_ ,, �, > � o � ° w _ � a n � a W �n .� ; °�-' � `: ¢ W W _ � < < � v � ` ` � c Y E � � ° a \ w `m ° .. � a ae y: ;� ct c � W � � O o a W 2 N o d � W o u a Z � x c w p � � o m 0 _ � d' I� c-i o ..v. a� � ��� M lD � N '6 pp L � � w C f0 � z � O C � U + N � W a O � _ � O `' C c-I Ln \ � i-I � O I� b > Z m � C .�-{ O i-i � N N m o g ,� � v a 0 M `a o +f0-� O E o � � M � O 0 0\' °1 v � .-i a° w H V � � a `i N 2 ° � v o � w c C ai�+ y � � �t f� .-I tD ° ' . E � c ,; o �' � c-I e-1 M rn � o � � w ~ Z C'vi N _ � n F- a m � � � E z `^ Q o" o\° WC � � � N � i .-^-i c O N c G ai � � a 0�\0 y`o M E E a Z x `-1 ^ - � m w a m° � \ N � �J W WC � � b N '„� LLJ � G Z N � E W � C��1 N l�D 0�1 a0w � LL � � N o z � W S -� � � o � � a`, � N m N � � � ~ V � m c N w u � w a ,. � W Z Q o o � p � � yd (1 uai n m m � N (' J j io � � m � c d' � a Q O y N � l0 I� � p o` o\° O Q Z v � o i'n o � y w � � p� 5 " `" a ^ a � oN Nm 'J ~ LLJ � � O � � .-�i .�-i � � � ° � o ,� H Z � z V Y a a � J � C � c w o � E E F a p w W � o a o o a o � Z ~ V � m W a X � W J N K F_ W c �y H W F Q °c F Z w 0 � o` \ � _ \ � � io v� N � � W C W W � � o o � ?; m n^i � o z g `` m n LL, ^ c� � N W w � n' E � o" o ~ � y W V �C C O N o � � p � N m J � c � � ~ Z O � �/1 'O � �7 N fd �O o �^ s�. Ql Vl d' p ti � a� a� � tl1 M Ol Q v � ? U � C � � O m H N C = 3 N � N C a+ � � � O p � w W � c\° O ua .� ; g � a - 0 3 a, Z ,'_� v v � >, � > ia O fo °c � c � ; n m o a y W N M Q E `� W W Excelsior Park � Saratoga Springs, New York APPENDIX D Capacity and Traffic Analysis Sheets Traffic Impac� Study ��� October 2020 �p�� ei R_7mn7n� nn Lanes, Volumes, Timings 100: East Ave & Excelsior Ave 2020 Existing AM Peak Hour Conditions '�` --r► `� ,!'" �-' '� �1 � f�` �'*' ,� � �ane Groi1P������'�"������ EBL�����EBT���EBR����.�� '°�, �` � � � "�� � WBL������T���WB}� BL����NBT���SR� SBI�� ,��`SBT� �SBR Lane Configurations � �'� '� � � �„ T�affic Uolume(yph) 3T 161 i 11 ' 94 220 25 'i 19 I 120 94 16 52 34 Future Volume(vphj 37 161 11 94 220 25 19 120 94 16 52 34 Satd.Flow(prot) ; 1745 1754 0 1616 '1826 0 " 0 ; 1918 0 ` 0 1987 " 0 �. . � � , ,..a _ � Flt Permitted 0.551 0.631 0.975 0.935 Satd Flow(perm) 1012 1754 0 1073 '1826 ' 0 0 1878! 0 0 1873 0, � _ � � r � ,.._. , Satd Flow(RTOR) 7 12 � 38 28 Feak Hour Factor 0.85 0:85 0.85 0.85 0.85 ' 0:85 ` 0.85 0 85' 0.85 0:85 ' 0.85 0.85 . , � .. �� , . _ , � � . Heavy Vehicles(%o) 0%0 3% 13% 8°/a 2% 7% 0% 1% 5°/a 4%0 4% 0%0 Shared Lane Traffic(°lo) �,� Lane Group Flow(vph) 44 202 0 �111� 288 0 0 274� 0� 0 120 0 Turn Type Perm NA ' Perm NA Perm NA Perm NA � _ � �... .. .�. �: _.. Protected Phases 2 6 8 4 Permitted Phases: � � ���2 � ��� �6 �� 8 ���,� 4� Total Split(s) 60.0 60.0 60.0 �60.0 � 30.0 30.0 30.0 30.0 � Totai Lost Time(s)� � ' S:0 �� ��5.0�-�� '��5.0 � ;�:���5A � �5A '�� � � 5:0 � v>__ ... �. ,�, � � -; � Act Effct�Green(s) 30.0 30A 30.0 30.0 25A 25.0 Actuated g/C Ratio 0:46 0:46 0.46 `0 46 0 38 , 0 38 v/c Ratio 0.09 0.25 0.22 0.34 Q37 � 0.1�6 � Controi Delay , ` ; 10!6 11:3 12.1 ;121 14.0 ' 11.0 Queue Delay 0.0 0.0 �0.0 0.0 0.0 OA � Total Delay. 10:6 11:3: 12.1 12.1 14.0 11.0 LOS � B ..B _ 1 .g .r a B B�. ��; . �. B Approach�Delay�� � � 11.2" � �12.1 '� �14.0� ;11.0� Approach LOS ��B g � � g � �� � g � � Queue Lengfh 50th(ft) 9 44 25 66 64 23 _ . �._ � _. � � �_ � _ _ � Queue Length 95th(ft) 24 77 b1 107 109 49 Internal Link Dist(ft) � �, ; �378 �� �594 � '� �� 511� ' � � ��433 Turn Bay Length(ft) 70 125 Base Capacity(vph) 856 1485 907 1546 745 737 �._ , _ �. _ Starvation Cap Reductn 0 0 0 0 0 0 Spiliback Cap Reducfn � �0 � ��0�: � � � 0 ' 0 � � � � 0 �� : . �� p, Storage Cap Reductn �0 0 0 0 0 �0 � Retluced v/c Ratio�� � 0.0.5 0:14.� � � 0.12 �� �0.19 � � �� 0.37 � � R16 � � _ �rt ers,ecf�a�r��ar�y. � �� � " � w _ _ � , . - � . . a �. �� , ,:ti � �ti � .��� : � ��,�; �. _ °, . �.. -.�, _ , �. _. . Cqcle Length 90. � ; , � � � � �_ .� : �,� . � ,,. - � d. . _� _. � : � � � Actuated Cycle Length:65 Controi Type Actuatetl Uncoortlinafed ;° : ; = ; _ . . �.., . � � W w _ ,,_ Maximum v/c Ratio:0.37 Infersection Signal�Delay 12 2 � � Intersecfion L�OS::B�� �����- r � . _ �� : � , :.� �; Intersection Capacity Utilization 77.7% ICU Level of Service D Arialy"sis Reriod(min)15 ��`�,� Splits and Phases: 100: East Ave&Excelsior Ave .�. -=-Mp�z �;�'=��4 ,� : � ,. ..N.s,�,k.� .d...i7:3 �� .u,y, {�p ��7C/V M;" Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 200: EXCelSior'Ave & M�t'iOn AVe 2020 Existing AM Peak Hour Conditions l�n�e sea�io a ��� $ ���� ._��� ���������������, �`� i�����` ����`�� ���� � �� "r �`��,��������� � � #'....m ��rs -vu M ��, a.�s� :�"'€' �r ���, s �,' � � .�m � 3��a Intersection Delay,s/veh 11.3 � Intersection LOS B �o e�'iment�; ..�'���� ���FR►���.BT����,8����UUBL�_ F.�,BT,���B��r�. �F,BL� �1BT ���NBR� � BS L SB���`.�� .���� ����SgR Lane Configurations � � � �, Traffic�Uol,vehfh�,��� � 147 � �19�� ; 5 � � 3 �; 155��� 42�.�� � 10 � �4: " ��0� 27��� �� :6 �� 160' � � � � _� _ � Future Vol,veh/h 147 119 5 3 155 42 10 4� 0 27 6 160 � . � � �� . .-�,� . � _ ,�. Peak Hour Factor� � � 0.82 �0:82��.� 0.82 �0.82� � :0:82� � � 0.82"��� 0:82���� 0.82 � 0.82'� 0.82 0.82� � 0.82� Heavy Vehicles,°/a 3 � 5 0 0 5 9 � 40 0 0 19 33 �9 Mvmt Fiow ' 179 145 6 `4 , 189 51 1�2 ; 5 0 33 7 195 Number of Lanes 0 1 0 0 1 0 � 0 1 0 0 1 0 , . .. w � �Pplo�cll•. „ 4 � . ' E�B�y�`"':, � �.������.���.�WB �: .�Bz "�;. . �� �,SB�����'�;�.������ Opposing Approach WB EB Y SB � NB Opposing����,Lanes � , - � �� ��� � �� ��� �.� � ��� � � Conflicting Approach Left SB NB EB WB , _. . . � . Conflictmg Lanes Left . � �_� � � � � � 1� � e �.� � Conflicting Approach Right NB SB �� WB � EB Conflicting Lanes,Ri9,ht ��, ;. 1.�� �� � .� 1 � � � �1. �: , � ���� �, HCM Control Delay 12.3 10.4 9.8 10.9 . �,w.,, . � .. , HCM�OS : � . B.. �. � � g ... ��..q.� � � �� ��g � � ��e����������k�x,����� �� ...,. ���VBLn��E�n'�����,,WBLn �SBCn � �����t�� � �_ ����,t��. :_M .� .. .. �. � � . � . , e s � Vol Left, % 71% 54% 1°/a 14% Uol Thl'u,% � 29%� 44°l0 � �78°l0 �: 3% � � � � _ _. � Vol Right,% 0% 2% 21% 83% Sign Control Stop . Stop Stop Stop : Traffic Vol by Lane 14 271 200 193 . .. _, LT Uol � � �� � _� � -10 � 147 . _ ;��-3 �.27� - : Through Vol 4 119 155 6 RTVoI �.�. �"�. ' � � ��0`.. 5�, ���42�� �160 � � � .., � � Lane Flow Rate 17 330 244 235 Geometry'Grp� .1 � ��� � � � , Degree of Util(X) 0.031 0.459 0.329 0.336 � � � � � �� �� �.� . _. _ ._,_ u a Y� � �_ .a DepartureJleadwa° Hd 6 6�2 5.005 4.�55 5:136 - ; ; , Convergence,Y%N Yes Yes Yes Yes , � ,� � Cap " ; 544 711 732 ,692 ' � _.. � � � � _ Service Time 4.622 3.092 2.948 3.233 HCM Lane U/C Ratio � � 0 031 �0.464 � 0.333� , �0 34� ���; HCM Control Delay 9.8 12.3 10.4 10.9 .._.. _ � HCM Lane�LOS , � A , B � ��',�B ��B ; ��� � „ , � � . , ,��..�:_„ u _ � „ _ HCM 95th-tile Q 0.1 2.4 1.4 1.5 Exceisior Park Traffic Study � Synchro 10 Report HCM 6th TWSC 300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2020 Existing AM Peak Hour Conditions ���87 Ct1,0��3�,. . 3.. �`��,'�§ ���5�<�G ���,a���=�����'�;��.'��������"� �����������}�'.�'�����i�a� ;r,� �`,'��',;�� c������� � �. ,.. � . � ,t�-... � .�,r , . s< - _'.�,� ,� . �s„ .� �b��, Int Delay,s/veh 3.5 , .�o er�enf�°'���� �r.� EB�'���,B��EBR��I�UBL��gT���UiGB���'..B�T�-��_B,R���SB��Sg SBR�����.�_�����"���,����� Lane Configurations �i c� � � Traf6c Vol,vehlh ; � �0 117� 29 41 '���� 141 �� 1� ', 53� � �� �1. 37 �,3 � 2`���� � 4 ' Future Vol,veh/h 0 117 29 41 141 1 53 1 37 3 2 4 _ ., .,.. . Conflicting Peds,#%hr : 0� � D;� ,, 0� � 0� 0 !�� 0 � � � � w '. �0 , "���.0 �.1, 1 ���.. 0 �: 0�: � Sign Control Free Free Free Free� Free Free Stop Stop Stop Stop Stopn Stop � � .,�_ � ,RT�Channelized �, ���-� ��- None =��� -�None � ,����-� �� - �None . � = � -��None " Storage Length - - - - - � - � - � - � �- �- � _� ��_ � � � Veh in Median Storage,#;��� :0 - 0 _ � 0_� � 0� Grade, °jo ���� - 0 - - 0 - - 0 - - 0 - � �� 86 86 86 86i 86 ' 86 86 86 86 86 86 86 > Peak Hour Factor; Heavy Vehicles, % �0 3 2 1 3 0 � 3 0 0 0 0� 0 INvrri#Flow � � �� � �0 � 136 �3�4� �48 16d� ��� 1 ����62�� � 1� �43 � ,3 � ��2' �_ �5� � � � � � � ���h ��:� � � � ��-��; ��� :�a1or�..►.o.r L� aor� � �� f � ��9�,. �� .� .LM J__1�..�,. :�.Malo[� �� MInR,r�1�..���'.��_ ����9r2� .� �� r , � �,., Conflicting Flow All 165 0 0 170 0 0 417 414 154 437 431 165 .. _ Stage,1 � - -� ��153� �1;53 � � � 261_ 261 '�� :, - Stage 2 - - - - - - 264 261 - 176 170 - Criticai Hdwy� � � ' 4:1 � -�� �4.11 ��, - - �713 � �6.5� 6.2 ��7.1'� �6:5 .� 6.2 Critical Hdwy Stg 1 - - - - - - 6.13 5.5 - 6.1 5.5 - Cnhcal Hdwy Stg 2 �� - - ��613� 5,5 � �6:1 ��5.5,;� , Follow-up Hdwy 2.2 - - 2.209 - - 3.527 � 4 3.3 3.5 4 3.3 Pot Gap-1 Maneuver 1426 - - 1413 ; - 544 532 897 533' 520 885 � Stage 1 � ��- - - - - - 847 775 - 748 696 - Stage 2 - 739 696 831 762 Platoon blocked,% - - - - Mov Cap 1 Maneuyer 1426 -; 1413 - - 524 512 896 492' 501. 885 Mov Cap-2 Maneuver - - - - - - 524 512 - 492� 501 - ,., , _ � � Stage 1 �� , � 8A7 ��5�. � 748�' 670 � __�- . �� Stage 2 - - - - - - 705 670 - 789 762 - � � . , E{ � ���=�� �-. � � � . � . ,. a ro�c�t E� �,�8�������W,��������w�B B , . � : .. -� �, ��-. , .. � _ . �, _ � � ..� M � �, .._ �. �. HCM Cont�ol Delay,s � ��;0� ;� �� 1.7 ��:_�� � �. ��11 9 �' ��� , `.����: 10 9`� �� � �� _ � ��. � , �: HCM LOS � . .� _. B. g _�.�nor�anel�.,�.lor M�!� ;v�' NB��������L� w _BT'� E,g�:��NB� n�BT .�mBR�SBIn���:� . � � „�. � �. � �� ,���, � � ,. .. , ro � � . Capaeity�(deh/h)����„ -�� ; �630 1426' ��` -���� - �1413�; -�� = � �� 61�6: � �� �� - � � �_ _w ; � _. � _ �,s _. � _� HCM Lane V/C Ratio 0.168 - - - 0.034 - - 0.017 H�CM Control Delay�(s)_ �; 11.9 �����f 0: �� � `7 6 ���„� 0 � � 1�0,9 : HCM Lane LOS B A - - A A - B HCM 95th�%otile Q(veh) � -�0.6 �� �0;� - 0.1� � 0.� Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 400: Excelsior Ave & Veterans Way 2020 Existing AM Peak Hour Gonditions '��� �5��'�"" ��"� v`�R cr":'^" .:.�„, ..�°;�.�„����'^s2':�`�j�� 5�' �'�-`�`��:` a" ,�y"�,`,�^ � ,�� � u �:ti erse��ora� ���������.�������.�`��������'�,����"��`��s'�+��s'�'���i�ar �.��'�".�*����'�.�.. xti��,� w a, .������F�r�����a��������.���`����'����`�'�����;� Intersection Delay,s/veh 8.9 Intersecfion LOS A �)o�� �„����,�,���,�.���.EBL�����EBR°��������BL��WBT���ui�BR���"�N L���NB�T����B� �SBL����S�SBf� Lane Configurations � �, �, ,� Traffic Uol,veh/h : 135 22, 0 0 � 22 37 1 ' 1 0 17 0 16Q .� � � � � �. � � _ ___� Future Vol,veh/h 135 22 0 0 22 37 1 1 0 17 0 160 Peak Hour Facfor��� � 0.81� 0,81 � �0.81 0.81 �����0.81 �� 0.81 � ���, 0:81� � 0.81 � 0.81���:� �0.81� � 0:81 � 0.81� Heavy Vehicles, °/a 4 0 � 0 � 0 0 13 0 0 0� 18 0 ��4 M�mt Flow 167 27 0 I 0 27 46 ' 1 1 0 21': 0 19$ Number of Lanes 0 1 0 0 1 0 0 1 0� 0 1 ��0 -F"���� � ��-�s��~ � �^ �� -� ���r �+ �'pp�oaa��a:��b.' � .���`:��:����g .���������.�������. �NB����� � :��.N.g � �` ���8�:���.�����•�� �...� ��,.,���t:����� Opposing Approach WB EB SB NB r.. . : ORP.osing,Lanes ', � :1 �� �-� �� ' „ ���� Conflicting Approach Left SB NB EB WB ;Conflicting Lanes Left 1 � � � . Conflicting Approach Right NB SB WB EB� Conflicfing Lanes Right� = 1 � �. 1 - � 1 ;� � ; 1" � � . �� �w �. � � HCM Control Delay 9.3 7J 7.9 8.9 ��,_ ._.�� HCM.LOS ' A � :��� . .. � �A �. A �.:: ,; . � � - :A L�ne�������'���� .�������:�� �NB,�'r�1���B.��`�._..�Ln1��._SB�-n�s�������������,��,.,:����������������,������ Vol Left, % 50% 86% 0% 10% Vol Thru,%0 50°l0, 14% 37% � � �,.0% . Vol Right, % 0% 0% 63% 90% � Sign Control Stop Stop Stop Stop Traffic Vol by Lane� 2 1�57 59 177 . LT Uol` � � � .., �, � .1 , 1�35 ���.0. ��� 17 �. , � � . � e. v � � > � � � � ��.: Through Vol 1 22 22 0 ,RT Vol �: `������� ` . ���0'-,� ���� 0� , �37 �160 . � _ , . Lane Fiow Rate �2 194 73 219 Geometry Grpti _ ,� ,. -� , 1 . ;, 1 Degree�of Util(X) 0.003 0.254 0.086 0.262 Departure Heatlway(Hd) ; 4.882" 4.716 4252 4:315 Convergence,Y/N Yes Yes Yes �Yes � � � „ � . �.. _ . Cap: � -�, �� �� � 732. „.762 �842� 833� � . ,� � ; � < � �� Service Time 2.915 2.742 2.2$1 2.336 .a..m . .__. ..�.o .. _ ��. � .__. HCM Lane�_VlC Ratio� �0.003 0.255.� 0.087 . 0:263 HCM Control Delay 7.9 9.3 7.7 8.9 HCM Lane;LOS A A ' q ` A HCM 95th-tile Q 0 1 0.3 �1.1 � ���� �� Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2020 Existing AM Peak Hour Conditions � --r� �'�I► 1� � � �1 I � �`M` � *� �a`��"ne'�Gro p.�������'��EBL����EB�T ��EBEt��,�����;INBT���B�:����BL. �"������NBR����56L ����SBT���SB� .a,.._ � , Lane Configurations � �'� � �►� Traf6c Uolume(�ph) 19 639 ; 10 85 ( 862 53 ' 10 ! 8 145 205 8 61; v � � , ��_ � � � �� . _ . Future Volume(vph) 19 639 10 85 862 � 53 10 18 145 205 82 61 Satd.Flow(prot) 1678 3349 , 0 1711 3390 0 i 0 1592' Q 0 17Q1 ;Q � . , ._:: Flt Permitted 0.950 0.950 0.973 0.683 Satd Flow(perm) 1678 3349 ; 0 1711 3390 j 0 , 0 1554; 0 0 1197 !,0' Satdr Flow(RTOR) - 1 b 154 � 9 Confl Peds."(#/h) 4 ' ',4. Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Uehicles(%o) 4°l0 4'% 4% 2%0 2% 2%' ' 2%` ` 2°/a ' 2% 2%0 2%0 2% Shared Lane Traffic(%) � � � � � � �� � � � � � � � � � 'Lane Group Flow(vph) 20 691 0 . 90 973 0 0.: 184 0; 0 370 ''Q .,. � _ � . a._ � � Turn Type Prot �NA �Prot � �NA Perm NA pm+pt NA ProtectedPhases< i�5 � .';�2 � � 1 � � 6 �� � 4 = � � 3 � � �$�� � Permitted Phases " 4 ' g : Totai Spiit(s)� 20:0 62.0 20.0 '62.0 35.0 35.0 23.0 " 58.0 w , n:. . __ �:.._.. � � �,., w. Total Lost Time(s) 5.0 5.0 5.0 5A � 5.0 5.0 �� �� Act Effct Green(s) - 10,3 42.2` 12.0 49.9 43:3 43.3 Actuated g%C Ratio 0.09 0.39 0.11 0.46 0.40 0.40 v%c Ratio`��� = 0.13 . 0:53� p 48 ,0 62� �� ' 0.26 0.77� Control Delay 54.2 30.5 59A 27.3 6.4 40.+ 5 Queue Delay 0.0 0:0 '0.0 0.0 , ' 0.0 0.0 _ _.. Total Delay 54.2 30.5 59.0 27.3 6.4 40.5 LOS. ` p C : E ! � q p, A roach�Dela 31.2 �30.0 � � �� � 6.4� � � 40.5 ������ _Pp .. y Appro,ach,LOS � C ' � q , p � _. � �� _ ��� ���� � , ,: . �.:..: Queue Length 50th(ft) 14 213 63 253 13 218 Queue Length 95th(ft) 43 �309. 128 438 ' 61 ' 382 _� ,. .. � ; _: ..,... Internai Link Dist(ft) 668 783 627 280 _� _ � � . �. Turn Bay Length(ft) ' 100 100 Base Capacity(vph) 238 1812 243 1836 719 606 Starvation Cap�Reaucfn � 0 � � .0�� � � � �0� �� 0 ; ��� ���� 0 : �� ���0� � _ � � � °� _ �, � � _, ... - 9pillback Cap Reductn 0 0 0 0 0 0 � Sforage Cap�Reductn ��� � 0 �. ���0 � � �'� 0 �� �� � 0 � �� ���0 �� �� �� 0 � Reduced v/c Ratio 0.08 0.38 0.37 0.53 0.26 0.61 � �, � �. ro .�, _ �rite�se�t��n�S m_r�ar,y �' - '� - ~ � � . , � .�., _. �.. r..�. A� : _ � . u. � r � � � � , , : � Cycle Length: 140 Actuatetl Cycle Length 108'.7 Control Type:Actuated-Uncoordinated �� � � � ��� � � � � � � � ��� ��� Maximum u/c Rafio:0.77 ` ; Intersection Signai Delay:30.2 �� Intersection LOS:C � � � �� � � Intersection Capacity Uhlization 103:3% ICU Level of Service G _ � w� ... ,. � �_.�._ .� _ � �� �. �� Analysis Period(min) 15 Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 �^ ,��y T 01 -�`Ir32 4� �3�F ��73 'n ;:� ;: : � = t.�= � �� � �:, .�_s � M�.� ■ *1-�- J' �5 �� �`.,�$ �� +�. ��;; Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 100: East Ave & Excelsior Ave 2030 No-Build AM Peak Hour Conditions � -� �i #� � � � I � �"'' t . *� �a e G ou �;`������������EBL��EB,T���,ESR����WBL���;WBT��WB�����`��BL���. BT���t�BR ��SBL ..rSBT����56 �t� a�!�n...w.,..,�P`��,e�l"�=�.�,.`��r�' � mw...� '�.,.s,w � �...� .:.s.� .�..� '�' �e .� Lane Configurations '� '� '� '�, ,�, � Traffic Volume(vph) 41 181 12 106 250 28 , 21 133 ' 105" 19 57 38' Future Volume(vph) 41 181 12 106 250 28 21 133 105 19 57 38 Satd Flow(prot) ; ' 1745 1757 0 1616 1826 0 0 ; 1918 ' 0 0 1987 '0 , , __ _ � � �, �.� Flt Permitted 0.511 0.616 0.972 0.926 Satd Flow(perm); 93'9 1757 0 1048 18'26 0 0 ; 1872 0' 0 1855 Q,' Satd.Flow(RTOR) �� ��7� � � 12 � 38 28 � q ro_ , _. _ _ _ �m_ �m, Peak Hou�Factor' 0.85 0.85 0!85 0 85 0 85 0.85 ; 0.85 , 0;85 0.85 0.85 0.85. 0.85; Heavy Vehicles(%) 0% 3% 13%a 8% 2% 7%0 0% 1% 5% 4% 4%0 0% Shared Lane Traffic(%) �,�� �� � �"" � ,_ Lane Group Flow(vph) 48 227 0 125 327 0 0 305 0 0 134 0 Turn Type Perm NA Perm ' NA `Perm NA Perm' NA Protected Phases 2 6 8 4 Permitted��Phases �� � �-� 2�� � � 6 � �8 4� � � ,. �, ...__.._ � �. � v . �. _��� � Total Split(s) 60.0 60.0 60.0 60.0 30.0 30.0 30.0 30.0 _,. Total Lo§t���Time(s)"� � � ���5:0�� � �5.0 � � 5:0 ��� 5,.0 �� � �5.0� � 5.0 Act Effct Green(s) 30.0 30.0 30.0 30.0 25.0 � 25.0 Actuated g/G Ratio: 0:46 0.46 0 46 0 46 0.38 . 0.38 v/c Ratio 0.11 0.28 0.26 0.39 0.41 0.18 Control Delay: ' 10:9 11'.6 . 12.6 12.7 14:7 > 11.3 Queue Delay 0.0 0.0 �0.0 0.0 0.0 0.0 Total Delay� � � � 10<9 �11'.6 1����2.6 12 7 ��. � � 14.7 �� � � 11.3 �� " LOS. . B, B B . � B g � g Approach pelay ! 11°;5 12.7 14.7 11.3 Approach LOS B ��B � g g Queue Length 50ttj(ft)�. .�� � 10� 51 � 29 � 77 �,74 � �27 Queue Length 95th(ft) 26 �86 57 �122 123 55 Internal Link Dist�(ft)"�� � �378 � �� 59h 51.1� '�� �.�433 Tum Bay Length(ft) 70 125 � Base Capacity(vph) " 794 '1487 886 1;546 743, , 730 Starvafion Cap Reductn 0 0 0 0 0 0 m. �. „ � v . . �. . Spillback Gap Retl�lctn ���� � 0 _ � ;0 � ' ; 0 . �,. 0 �� ��� � p� , � 0 _ � � _� : Storage Cap Reductn 0 0 0 0 0 0 Reduced vYcRatio _ �0:06 �. ��0.1:5 �0:14 � 0.21 � �:;�0:41�. � „ ° A.1�8� � , r . . ., �?Csect�o�mmS��n�►ary ` � . ���-� ����� 1 � ����������,� ry i - �-u �, .�� . � ��;��� � , � _ , . � �� ;.� � ° , C �cle Len�th 90 �� � � � � � � � � � � � � Y_ �� .9 � � � . �� ,:�� . '� � � ... � Actuated Cycle Length:65 � �� � � 1 . _. _�. � _. : � s , Control Type Actuated Uncoordinatetl� � � �� �_ � �� �� ��� ����� �� - � � �,� � � =,� ; Maximum v/c Ratio:0.41 � � �� � �� , . ,_ _tr In#ersection Signal Delay�12 8 �. �Intersection LOS�B��� : Intersection Capacity Utilization 79.2% ICU Level of Service D ., a.. _ . �,.. . . __. _. . Analysis Penod(min)15� ��; � � Splits and Phases: 100:East Ave&Excelsior Ave �02 �§"�=:.�4. . r„�F � C�6 4�'��$ Y, � v�_ Excelsior Park Tra�c Study Synchro 10 Report HCM 6th AWSC 200: Excelsior Ave & Marion Ave 2030 No-Build AM Peak Hour Conditions "e- :� ..� �,-�-""y��,�;a:', b '�-� � �, �'�� °�*���,� �, �-� ar `�'r'��`��,� �5�� � �'"� � �..n.�e.rs,ec on����r '��_ �v'���.t��M� ����,,. �}� �i ��+�s��:����'�,��� � ����r � a�� a �,M u�� ..�i��s,.'�.�?�'.d� `��x.�'::.'�£iw��.�`?A�,�+�.�����.�'���%����C�'�:�-�.�.r.��'.�ar( Intersection Delay,s/veh 12.8 Intersection LOS B Mo�erne�f. F���������������EBT���EBR���WB1����,�i1B1'��.'���WBR���'�BL:A ������Bf2�,�,���SB��. BT����SBR _BT� � � � Lane Configurations ;� � � � Traffic Vol,veh/h`�'� � 162 �" 136 � � 6 � 3 ��� 1 Z9 '�� 49� �� .�11 � � �4 � � 0` 31 �� �7 � 177 Future Vol,veh/h 162 136 6 3 179 49 11 4 0 31 7 177 _ .. _ � n�. Peak Hour Factor' �- �0.82 �0:82.� 0.82 0.82 �0.82 � ���� 0.82� �� 0 82 ` � 0.82 �� 0.82'�� 0.82 � 0.82 �0.82 Heavy Vehicles,�% �3 5 0 � 0 5 � 9 40 � 0 0 19 33 ���9 Mumt Flow ,, 198 166 7 , 4 218 60 - 13 : ; 5 i 0: 38 9 , 216; Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 „ ` ��. �. .��� �-, � l�Pp�o.ac.�.:� � �; a �' EB ����� ..f�����������,������ ��R�`� ��k�����58�.. ��� .,.�� �"�� e k ,��;���`����r�. � Opposing Approach WB EB SB NB �. . Opposing Lanes .; �.1, ; 1 1��� � 1. �� Conflicting Approach Left SB NB EB WB Conflicting Lanes Left �� � ��1 � � � ��1 � � ��1 � �� � �� 1 � �_. __ � Conflicting Approach Right� NB SB WB EB Conflicting Lanes�Right � ��.�1 ��.� 1 �;�1����� � � �1:� e , . . �. � _-_� HCM Control Delay 14.4 11.6 10.3 12.1 HCM LOS B B . .B . B � � ; �;� ��� �� �� w � �°� � w��'��` . �,�� � - � _ �a�e • � � � � � � BL����EBLr����BLn�SB�n�� ��k:ary��� z� ������ p� � � . � �� ��"���� �� �� �,��� .� � "s��� �A��_ ��� �, ��: Vol Left, % 73% 53% 1% 14% Vol Th[u,% , 27% 45% 77% ' 3% . �_,_� o � � � �_ - �.� � Vol Right,�% �0% 2% 21% 82% ` _ . _ � � _ ��. Sign Contcol Stop Skop Stop Stop Traffic Vol by Lane 15 304 231 215 m. � z � �, LT Vol�� 11� � �1;62 � � , 3 � � 31.� � _ . Through Vol �4 136 179 7 RT Vol� .� � ' ����0 � 6 �49 � ��'1�77 . Lane Flow Rate 18 371 282 �262 Ge � � �. _ . . _ _ � �..�ometry Gr �;.�. ;� �. ..P."� � �,1 �ti� -.�1 � 1 �` �1 ;. �- :�. �� �. �� � �� � � �., : �, _ , � . �: Degree of Util(X) 0.035 0.543 0.402 0.398 �� z .,. e,_�� _ r � Departure Headway(Hd) , 6.969 5.272 5.141 5:471 _... . Convergence,Y/N Yes Yes Yes Yes Cap`�� �� ' S13 68B � 699 .,, 658 _ � Service Time 5.025 3.303 3.176 3.508 HGM Cane���V%C Ratio. �0,035 0.541`� 0.403 � �0;398� HCM Control Delay 10.3 14.4 11.6 12.1 HCM Lane���LOS � �� � �;B-� � ��.�;B � �����B ��� B ;.. u . _ HCM 95th-tile Q 0.1 3.3 1.9 1.9 Excelsior Park Tra�c Study Synchro 10 Report HCM 6th TWSC 300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2030 No-Build AM Peak Hour Conditions n�ese � �� f� � �' x� ���� ����� ������ � � c.on��� �*"3x���=���I� fry``�x� �` �#z"a"��`��m"'�,,,�r''�z�,�r� �N���������� .�'�'�,�� a! � � a w� x-r�a _� ,s.., ��r����,a�t�..�e��„�.� °�"TT��"�����z�;�',� iu`�" ,.��� ��� � �t��a�bSc��'.b;�s���,�� int Delay,s/veh 3.6 'o emen} � �: � '�'E C���EBT� BR� B= � BT � BR��NBL R'B7 �NB„R���,�S,BL�R��SBT;���S¢R ���'`�'�"y§��` ���� "� ,k ��",��. ,v�...r+.._ �,..a.�w,.a.,,.,»,.��.. ..�`�:�.. .,.�,�",�-.��'4. ..,�,3� aY�e '�'var�'�,�,�,�ar ,,.�,°��Ts�.,,, '� .. s,.:.. _ . .. . ,..._n Lane Configurations �r �i � � TrafficVol;yehlh�` � ; 0 � 139 32� � 45', 159� ���� 1 ���� 59 �� �1� �41 � ��3 ����2� 4 � Future Vol,veh/h 0 139 32 45 159 1 59 1 41 3 2 4 Gonflicfin��Peds,�#lhr� �0 ����A �� �� 0� �� 0�;� 0 �� 0 � � 0 ���� 0 ���1 � 1 ` �b� 0 ; _ , � � �. �� � � � 9 . _ . . p �op Stop Stop Stop Stop Si n Control Free Free Free Free Free Free Sto St RT Channehzed �i, �- None - =� None �� - Noiie � =' None ,; : _, � . ., ,.. . Storage Length - - - - - - _ "._ _ , Veh in Median Stora e # - �0� �� �- �� �- ���� � 0 � - � = ��� 0 - 0� _ . .�a 9.� , � _. � Grade,% - �0 - - 0 - - 0 - - 0 - r� _� Peak Hour Facto��� � � �� 86 86 . 86_' 86 ; 86 ' 86 86 ��86, � 86 86� � 86��_ ���86 '� Heavy Vehicles,% �0 3 2 1 3 � 0 3 0 0 0 0� �0 MvmtFlow� �%� � 0 1fi2 37�.� ��52 � 185� :�� 1 ����� �69� � 1�� 48� � , 3���� �2� 5����, �����,���� �� � ����� � ��� ��� � � �� �,a�o,r/M�no���� Malo.,r�������� �:�Ma�or2�-��������Minor1�� ����`��it�a[� �� _�,����� ����' �_.,. '��� ���� x. Conflicting Flow All 186 0 0 199 0 0 474 471 182 496 489 186 _. ...� . . . Sta�e:1 ,�� � � .- �� '- � �=� � - ; � -� �� . - , 181 �� 1,81. �� � _ ?9�0; 290 � � - � Stage 2 - - - - - - 293 290 - 206 999 - Cntical Hdwy� � 4.1 � -:� 4,11���' � - - �Z 13 �6.5 � 6.2 ,�7.1� 6.5 ;�� 6:2� � . Critical Hdwy Stg 1 - - - - - - 6.13 5.5 - 6.1� 5.5 - w., � . � , � _ ,.,._. ,.., C�itical Hdwy Stg 2 - 6.13 5.5 � 6.1�. : 5.5��� , Follow-up Hdwy 2.2 - - 2.209 - - 3.527 �4 3.3 3.5 4 3.3 ,� _ _ _n . e .�.,. , Pot Cap 1;Maneuver 1401 -; 1379 ��� - 499 , 494 866 487���-� 482 ��; �861�- ' � ���Stage 1 - - - - - - 818 754� � - 722� 676 - �Stage 2 � - _ - - 713 � 676 � 801� '740 ; Platoon blocked, % - - - - � � � � �, ..._. _.� _. Mo�Cap 1 Maneuver 1401 � - 1379 ; - -.�479� 473 ���865 444'��� 462�� 861,� � Mov Cap-2 Maneuver - - - - - - 479 473 - 444� 462� - � . . _Stage�1 , - v � - - �� 818 754 � .. 722��, 648 ; �� � � Stage 2 - - - - - - 677 648 - 755� 740 - ��P�P�'oac.:h�,�����'�� EB ,�� .B � .°�1B B � HCM Control Delay,�s � � '0�� � ' 1.7 . �;12 7 � 114' w e. HCM LOS�� �� �B � g � ��no�..�a�?��lMaJo�1�.t���: � ,..B,L�►=r Eg��. E�T����E.,.� �:��.$., �1!BT �.�B.�;SBI�n� � �:� ��� �. , ._ C�acity(veh/h) ���; 585 1401�-� =� 13�9� 572 . HCM Lane�V/C Ratio � 0.201� - - - 0.038 - �- 0.018 � HCM Control Delay��(s)"�� 12.7. ��� �0�: �7.7, ��0� - ��1�1:4� � �. HCM Lane LOS B A - - A A - B HCM 95tti%61e Q(�eh) � �0.7� � 0 =��0.1 0.1� p Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 400: Excelsior Ave & Veterans Way 2030 No-Build AM Peak Hour Conditions fllt2(S C u0�C1��.�,�`����������'�� .��`��r��������������������a������,l��s��� ��� , �'� �"" �,�`��� s� � "�"T;."��'�'�����k^ �����. � �� ��'�'�€ ����`��...sW������,"�'��.��.,���`����%�'a����'���'''m�������'���� �� Intersection Delay,s/veh 9.3 Intersection LOS ����� � ��A: ����� � �s� � �ovemer������`���,��EBL���EBI'�����BR��`����IUBL,�, :�WBT���WB�:����L��B �����.NB�,�� � BL���„�Sgl'�����SBF� Lane Configurations � � � �, Traffic Vol,�vehlh � 158 25 � � 0 °� 0 � � 24 � ��� 41 -�, 1� �� �°��1 � � 0� � 19 � 0 � 180 Future Vol,vehlh 1�58 25 0 0 24 41 1 1 0� 19 0 180 Peak"Hour Factor� �� � 0.81 0:81 0.81 � 0.81�� , �;0.81 � 0.81 ��� 0.81 �0.81 �� 0.81.'� `0.81 0.81 �0.81j Heavy Vehicles, % 4 0 � 0 0 0 13 0 0 0 18 0 �4 Mvmt Flow , 1�95 :31 0 ; 0 30 : 51 ; 1 'j ` 1 ; 0 23 0 222_ �. � _. Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 �� �� > -p�p�o..a��� � " �gx ��°„� � ��-���� � x B� ���, ���t�g� ` � ������ 5B�'��. ��;�� ��, , ����� ��� ��� �.� ����-.,R �_�: �� � ., ��� `����� �� � ��W� �� � ��.� � � �� � � Opposing Approach WB EB SB� NB Opposing Lanes. ; � .. � � � � ���� �� �� � Conflicting Approach Left SB NB EB WB ..�- ,... � Conflicting Lanes�Left;� ����� . ., `�� - ` �� � �� �� � . �� ��1��� Conflicting Approach Right NB SB WB EB Conflict�ng Lanes Right ��� ����..1, � . � � �� � �1� _ HCM Control Delay 9.9 7,9 8.1 9.3 HCM LOS A ` ` A `A , A � ,.���� � `� s`",�'.�•`-�s��"'��� x � s�tQ�°n � �-'�' � �' ..��.$."'�-,�TM.�`����� "� �',.� ��ana���r����� �" �: �����.����:�EBLt1��*���"� ,� �� � �� �, � � �ty Vol Left,% 50% 86% 0% 10%a Vol Thi'U,"/o� 50% 14% 37%0 ��.0%' � Vol Right, % 0% 0% 63% 90% Sign Gontrol Stop Stop StoP Stop Traific Vol by Lane 2 183 65 199 LT Vol � ' � 1 � 158 '; 0 ;.19 Through Voi �1 25 �24 0 � RT Vol�� �� �0 �. ���0 � ����41- 180 � Lane Fiow�Rate 2 226 80 �246 � Geometry Grp,�� � , „ ���1 � � 1 ' �1 , Degree of Util(X) 0.003 0.301 0.097 0.301 Depa�ture Headway(Hd)f ; 5:027 '4.798 4.366 4.416 Convergence,Y/N Yes Yes Yes Yes Cap�� � 710 �'748�� � ,�819� ���813 . �' �. Service Time 3.072 2.831 2.404 2.444 HGM Lane'�VLC Ratio �� � �0.003 � 0.302 0.098 :0.303 �� �' HCM Control Delay 8.1 9.9 7.9 9.3 HCM Lane�LOS � A ���A � A� ��A� . HCM 95th-tile Q 0 1.3 0.3 1.3 � � Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2030 No-Build AM Peak Hour Conditions � -� �i► #'� � �` � � l�` �"` ,� "� s �'"� ���{ £. .,:� '��,s."� ��-"���� ;� �'�tr �.�;.* �q� �3�"�x� ,� �'�""�,�"�;�� "�.^'�^"'�s `�ane�Gro�,p�;;�����,�,�-,.. ��� .. .�����. eBT���;.:8���,�:�;»�1nIB.L„��WBT����WBR�:��N$L���BT' ,� BR s���;�SBL����SB� �SBf3 Lane Configurations �j �"� �j �� ,�, � Traffic Uolume(yph) 21 706 ! 11 ; 97 ; 953 i 59 11 20 169' 227 91 67 Future Volume(vph) 21 706 11 97 953 59 11 20 169 227 91 67 Satd.Flow(protj ' 1678 3349 0 1711 3390 : 0 ' 0 ' 1591 ' 0 0 1703 0 Flt Permitted 0.950 0.950 0.972 0.653 Satd Flow(perm)' 1678 3349 ; 0 1711 3390 ! 0 0 ' 1551 ` ' 0; 0 1145 ;0, Satd. Flow(RTOR) � � 1 5 179 9 Confl.Peds,(#/hr) 4 4; Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 �HeavyVeh�Cles'(%), 4% � � 4% �4°l0 �2%" '�� �210 �2% ��� 2°l0 �' 2°l0'���, =� 2%1 . 2% 2%� �2%� Shared Lane Traffic(%) � ��� � � � �� Lane Group Flow,(vph) 22 763 0 103 1077 0 0 213 0! 0 409 Q d � �W . > �a �� Turn Type Prot NA Prot NA Perm NA pm+pt NA Protected�Phases ,� �:5 � -� 2 � 1 ���� 6 �� - 4 � � 3. 8 Permitted Phases 4 8 Total Splif(s) . �� 20;0���� 62.0� 20:0 62 0 � ��: � �� 35.0 ���- 35.0� �:� � 23.0, 58.0 � � r:.�._ � u �e � � � ,__, Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green(s), 10:1 43.7 12.6 52,8 ; ; 50.6 ; ' = 50.6 Actuated g/C Ratio 0.08 0.36 0.10 0.43 0.41 0.41 v/c Ra6o ' � �0.1�6 0.64 . �� � 0.59 � !0.73� � 0.28�� � �0.85 Control Delay 58.9 35.9 67.8 34.0 6.7 50.6 _ ,�._ Queue Delay , 0;0 0.0 0.0 ' 0.0 , 0.0 0.0 ; Total Delay 58.9 35.9 67.8 34.0 6.7 50.6 LOS. :� E- � ��D� � �� E. �'�� �C ���� � �� A �� � D � . � Approach Delay 36.5 37.0 6.7 50.6 Approach LOS ` D D A : D Queue Length 50th(ft) 17 270 79 413 15 275 Queue Length 95th(ft) 48 " 344 149 ;498 72 � ', #535 ' _�.u. _ � Internal Link Dist(ft) 668 783 627 280 Turn.Bay�Lengfh(ft)��� �� �� �100 � 100� � � �. � � � � ; � �_ -� Base Capacity(vph) 207 1575 211 1597 748 505 Staniatiom�,Cap Retluc#n :�, ��0� � � ��0 � 0� �� 0� 0 � ��� � ��0 Spillback Cap Reductn 0 0 0 0 �0 0 ,: _ � � . , Storage Cap,Reducin � �� 0 �'�A � � � � a p �� Q . �� 0� �, � ; �� �� � � Reduced v/c Ratio 0.11 0.48 0.49 0.67 0.28 0.81 ^�`���,������ �~ ����� � µ ���� ����� r��.�� �� � . ��'�� �t1.f,erse�t�on�Summa.,� �,< � 'y k � ., .� �'� �: �,¢�:�r,.�, �� ��z M.��,���� ���'�� �'�� ��� �.�� �� ��� �� Cycle Length; 140 Actuatetl Cycte Length:122�. � � Control Type:Actuated-Uncoordinated Maximum�/c Ra6o:0.85 '- Int _ _,. . � � � ersection Signal Delay:36.5 Intersection LOS:D Infersection Capacity Ut�lizafion 103.3% ICU Leriel of Service G Analysis Period(min)15 ��� � � � � _ # 95th percentile yolum,e ezceetls capacity;queue may be longer. Queue shown is maximum after two cycles. � �� Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 �01 "'�'�2 ,"���4 ��33 � �� � Y .y �.,�,• _ �9 _ 4 +f- �P�S t�6 �t�'��7$ ° Lanes, Volumes, Timings 100: East Ave & Excelsior Ave 2030 Build Condition AM Peak Hour �` ---� �, ,� '�-' '� "`'� �' t''„ �„ ,� .,� ��ane roup������`�.�.�-0,����EB����EBT��EBR�'�'��°�B�����WBT���WBR����IBL��,� BT w �NBR:���'�SB�. "��S,BT�� BR �, `� +C ra t. . 5. .�.,,"N:.d o-.<z F..,. , Lane Configurations � �'� '� '�, � �,, Traffic Uolume(vph) 41 192 ' 12 114 `` 266 ' 32 ' 21 ` 133 110' 22 57 38; Future Volume(vph) 41 1�92 12 �114 266 32 21 133 110 22 57 38 Satd Flow(prot) , 1745 1757 0 1616 1823 0 ; 0 1916 ': 0` 0 1987 0 Flt Permitted 0.487 0.602 0.972 0.911 ,.� _ Satd Flow(perm); ; . 894 1757 0 1024 1823 �; 0 0 1869' ' 0, 0 1826 Q. Satd. Flow(RTOR) 6 12 39 27 Peak Hour Factor 0.85 <0,85 0,85 0.85 0.85 0.85 ' 0.85 0.85 0 85 0:85 0.85 0.85' Heavy Vehicles(%) 0% 3% 13%0 � 8%0 2% 7% 0% 1% 5%� 4%0 4%0 0%a Shared Lane Traffic(%) � ��� ,.,. .. ._ Lane Group Flow(vph) 48 240 0 134 351 0 0 310 0 0 138 0 Tum Type���� � Ferm� � ,NA� ��Perm�� ��� NA� ��Perm � � �NA : '���-Perm ��NA � Protected Phases 2 6 8 4 Permitted�Phases � �2��� �� 6 8� � � � 4� Total�Split(s) 60.0 60.0 60.0 �60.0 30.0 30.0 � 30.0� 30.0 Totai Losfi�Time(s) ' �, -5:0 �� 5.0 �� �5:0 � � 5.0 � �� 5.0���� � � �5:0� Act Effct Green(s) 30.0 30.0 30.0 30.0 25.0 25.0 , � _ _ Actuatetl g/C Ratio; 0.46 0.46 0.46 0.46 0:38 0.38 v/c Ratio 0.12 0.29 0.28 0.41 0.42 0.19 Controi DelaY � � 11:0 � �;11�.9= � �� � �12.9 �� �13.1� � 14.8����; � 11.5 � � Queue Delay 0.0 OA ��0.0 0.0 0.0 0.0 Total Delay � 11:0 �11;.9��. � �12.9 ����13.1 �'� 14.8 11:5� � LOS � B B B B B B Approach Delay �� � 11;:7��� � � � ;13.1 �"' 14 8"�; � � 11.5 � . Approach LOS B B B B Queue Length 50th(ft) 10 54 31 84 75 28 Queue Length 95th(ft) 26 91 61 132 124 57 ... , . In;ternal Link Dist(ftj- 378 � ���- �= �� � ;�5�94 � � � �511��: �, � A33:� � _ Turn Bay Length(ft) 70 125 . , � er . r. _�_�,.. Base Capacity(VFh) 756 1487 ; 866 1544 ; ' 742 , 718 ' Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Retluctn ��0� �� .,0�: � �� 0 �� � 0 � � �' 0 ;� � � � � Q ��� _ �; „ � Storage Cap Reductn 0 0 0 0 0 0 Reduced ulc Ratio:.�� � � 0.06 0.16 v .� 0.15 . �0.23 �� 0:42 �� � �0:19 ��. � �,fe�sec�o� u ma.y, � � �� ��,�����;�� ����� Cycle Length 90 Actuated Cycle Length:65 Control Type Actuated Uncoordinated Maximum v%Ratio:0.42 � Intersec6on,Signal Delay:13 0 ��� � � �Intersecfion LOS:>B� : � . W _�� � Intersection Capacity Utilization 79.2% ICU Level of Service D � , �... e „ , Anal sis Penod min �15 . �� ` �� ' �� � � � � ' � � � �� � � � � � �� � � ., � �,.). � � . � ._.Y � �, � Splits and Phases: 100: East Ave&Excelsior Ave _"N 02 ��+"`�34 ;, �� � �_.: - 06 '��8 � ,, , �, � Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 200: Excelsior Ave & Marion Ave 2030 Build Condition AM Peak Hour 1.(1$2CiU:o���,�'„�z`�.������..�'��'�"�`,;�ra�,"��� s�z,Z��,��,a�����.,�� '�`�`,��` 5�'�' �" � ���,'"��a'�.�.��'�^'_� ',���"�'� �,,.�.zc���:_.��"�':�, E 3�'"' ����.� � �=� � ����,�^ �-� �a �� ��,, .t.���.�A�. �.���€�'��„�;�r�� ,���;�����'��,�^���"�>r€�'�„�`�,�� Intersection Delay,s/veh 13.9 Intersection LOS B Mo�e�ie�it�����,���;���� .� S(�, �„�B�'�� �EBR���UVBL���.nHT�`���"�� BR���j"�B.l����(�B���B� _�SB�SB`f����,S,B�3 �, �_¢_ Lane Configurations � � � � Traffic�Vol,veh/h ����162 � 4:55 6 3 � 207 � ���, , 53 �11 � 4���� �" 0, � 34 � � � 7 � 177 Future Vol,veh/h 162 155 6 3 207 53 11 4 0 34 7 177 __ ._ Peak Hour Factor: 0.82 0:82 0.82 0.82 0.82 , 0.82 0:82 ' 0.82 0.82; 0.82 0.82 0.82` Heavy Vehicles,% �3 5 0 0 5 9 40 0 0 19 33 � �9 M�mt Flovu �� � �198�� � �189 ���; 7 '� -4� � 252 ; f 65 .� 13 ' � 5: � 0 � 41��� � - 9 � 21�6 � . . m� _ Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 � � o x . ., s � �°��������;�°;� � � -� � ��� .:�?P�oac_:�. � _B �������������r����=� �., "������NB��� �n� .8��.�°�� �� .� �_ . w � .�M,. �� .. . �.r Opposing Approach WB EB SB NB Oppos'ing,Lanes� ; ��"1�� � � �� �� , . �. � � Conflicting Approach Left SB NB EB WB > _. Conflicting Lanes Left :., �� �'��1"��:� � �� � �';� 1 = ��� � 1 �����: � � � � 1�. � � .�� . � Conflicting Approach Right NB SB WB EB Conflictmg Lanes Right�` � o ��1, � �, ��1 � `�1 ��� „ �1: HCM Control Delay 15.8 12.8 � 10.5 12.7� _. ,_�__ .. . HCM LOS� � � . C� ��. � B � ' �,�B � � � B_ ��t �^�-�� �«�� ���� �t�t-� p ,� �'A+ D � � : � F..�.EA.P�,�.e��G�ar�,��.".�.z'�z�zs$.�'� � sr.v`=�a�},,���.�o��>���'Y;„,l��ln �+'�.�R_��� � �;�3c x a���'�7����,��''?" .:��`�.�.",'�-`"""�� Vol Left, % 73% 50% 1% 16% Uol Thl'u,% 27% 4$% � 79%� � 3°l0 � Vol Right, % 0% 2°/a 20°/a 81°/a Sign Control Stop Stop Stop Stop , Traffic Vol�by Lane 15 323 263 �218 � . LT�Vol �� : 1;1:. 1�,�62;�� �3 � 34. �� � _ Through Vol 4 155 207 7 RT Uol� : � � . � � �0 : �6� ���53 �� � ��;177. _ Lane Flow Rate � 18 394 321 266 Geometry Grp � ��1 : 1 " _ � 1 , � 1 � . , Degree of Util(X) � 0.037 0.587 0.466 0.417 Departure Headway(Hd) _ ' 7:196 5.367 5:228 5:648; „ _ Convergence,YIN Yes Yes Yes Yes �_, _ Cap, , � ! � �����" ��� � 496 ��670 � P , � � � � � ;.686 � � �"635�, _ � � � � ��. � " ��� � � �� � � � Service Time 5.269 3.409 3.273 3.697 ...ti ,; HGM Lane'V/C Ratio ���� �� 0.036� �0.588 �� 0.468 ��0:41�9 � ,��� , HCM Control Delay 10.5 15.8 12.8 12.7 � HCM Lane��>LOS� :" ����:B C �� '� B ' B � . ,�_ , _ < � , : : �� . _ � HCM 95th-tile Q 0.1 3.8 2.5 2.1 Excelsior Park Traffic Study Synchro 10 Report HCM 6th TWSC 300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2030 Buiid Condition AM Peak Hour an�����^� ��'"����� '� '���$�����°��" "��a�� �����a�:���"'"�`"wa°�a�����`'^�^��'�'���`��������p .. �,a���:�'"� ��������� »- _tersec�ion.� ����'���,���,. � ,�.2���,1������.��� �� ��� ��.a�,:�,� �.���� _,�, ,�������,��������a� �����.���k�� Int Delay,s(veh 3.5 , .�.. , ��.. �.. '7�s�,w',�"',�'°°' �.e, �`'' k �:��.v.- � ,.'o�eme�t������'� ��.;EBL.��EB�;��EBR���1nl����.IBT��WB��B�. NBT���NBR���S6� ,�T;�SBf���' r � �°��`'��� Lane Configurations � � � ,� ., �. . �. ., __ TrafficUol,�veh%h �� 0 �161 ���� 32 49�� �191� : 1 � 59 �1 44 � �� 3. ���2��� � 4 ���� Future Vol,veh/h 0 161 32 49 191 1 59 1 44 3 2 4 Conflicting Peds;#/hr ��� 0 � ;0 =��0 � 0;�� - �0 � 0 ��� ���0 � �� 0 . �1 1 � �0� �.�0 ��.� u.W. � _ � �. . _ Sign Control � Free Free Free Free Free Free Stop Stop Stop Stop Stop_ Stop RT Channelizetl : ��= None � - = None ��� - None =����None ��� Storage Length - - - - - - - - ��- - - - Veh m Median Storage;#���. - ��0 0� �; - '�0 - � 0�:.��� ' Grade, % - 0 - - 0 - - 0 - - 0� - _,. ._ Peak Hour Factor� �86 �86 �86� 86 � � 86��� 86 ����� �86 86� 86 86 86:� �-86 , � Heavy Vehicles,% � 0 �3 2 1 3 0 3 0 �0 0 0 0 Mvmt Flovu � � � � 0 � �1�87� � 37 � 57� 222� � 1 � �69� ��1�� 51� 3 -� �� 2�� �„ 5� �Ia1or�Minor�� M 10������';����" �M io��`�.����������Mino��1��� �����`�����.�J'ino���r� ��� . Conflicting Flow All 223 �0 0 224 0 0 546 543 207 570 561 223 �� �"� , , Sfage 1 � _ , - . . ., -�' �206,� :.206. �� '-� 337 �337 Stage 2 - - - - - - 340 337 - 233 224 - Cntical Hdwy � �� :4.1 � - - �4:11 �_ , -� 7:13� �6.5 6:2 � 7:1 6.5`, � 6.2�� Critical Hdwy Stg 1 - - - - - - 6.13 5.5 - 6.1 5.5 - Gnfical Hdwy Sfg 2 - - - 613 5.5 6.1 5.5 ` Follow-up Hdwy 2.2 - - 2.209 � - - 3.�527 4 3.3 3.5 4 3.3 � Pofi Cap-1,'Maneuver 1358 �� � -� 1�351 � - -447 � 450 839 435 �439 ��� 822 ; � Stage 1 - - - - - - 794 735 - 681 645 - .� Stage 2 - - . - - = - 673 . 645 775 722 ; -' ; , Platoon blocked, % - - - - Mov Cap 1 Maneu�er 1358 ; ;> -; 1351 ; - ' - 426 428 838 392 418 822 ! Mov Cap-2 Manewer - - - - - - 426 428 - 392 418 - Stage 1� �� ,' - �.794 � 735 � � 681 �6�4��� Stage 2 - - - - - - 635 614 - 726 722 - � � � . . � �. � � �pP oac � .�� g: ��g�� ���,� ` �16�" �� SB�� , . � �e��..m.. _ �__._ . ,� �.� , . m _ _ . _. �.... �. . _.. .�. � � . ta� , HCM Control DelaX,s ��� ;0 �.:'.: �,�_ �.1�.6,����� �.� �� 1�3 6 .` ._ � 12:1" HCM LOS B B w:�i. o�L.,ne�tu�alortVl�u��;���;�,.t�IB..��� E�l:���EBT��EB�R,��INB�: niN6��,B�L��t�� ����� w � ��" . � ,. ., � �. � � Capac�ty(veh/h) „ . 538 1358 - ° ` - ,1351 -; 520` .. -; HCM Lane V%C Ratio 0.225 - - - 0.042 - - 0.02 � � � _ , ., HCM Control�Delay(sj : 13.6� 0 � - ��� 7 8 � � ��.0� � :- � 12.1 � �" . HCM Lane LOS ~B A - - A A - B HCM 95th"/otile Q(veh) 0.9 0, - - ; 0:1 - 0.1 Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 400: Excelsior Ave & Veterans Way 2030 Build Condition AM Peak Hour P�r ``` � 4�r`�„'��"'m'A.-,'��8'a i c"'�..y- :. T�'� fi "�.'��",�� �� ''`�3i,�i'�" e �� �� � � "��� ira ersectron� , . � ;��*�t����x���.������� � � ;�;�� �' � ��`�'��� � ������'�� � ��� ��.. , � .e.....r . _,.,,,. �.. 7 .�.�� a �. �����, � : ` � � �. � _� ��,_ ��.,x������.��� � �� � ,���,���?� �.� Intersection Delay,s/veh 10.4 Intersection LOS B o�eme�f��������� �������8����EB�T��`�EB.�����tiN6���WB����BR.���s��a�� ��BT�;. t�BR� BL��,,�BT��� SBR � �" �v.,.ff . Lane Configurations � � � � Traffic Vol,veh/h . ��158 �� �50 � ����� 0 �` �;. 0�� 60 � � 84� < 1 � 1 �; 0' � �50 �� �����0 ��180 Future Vol,veh/h 168 50 0 0 60 84 1 1 0 50 0 180 Peak Hour Factor'��� � 0.81 ���0:81���� 0.81�� � 0.81 ��'��0:81 � � 0.81 , ���� 0.81" �0.81�' � 0.81;� � 0.81'�' 0.81 f 0.81: Heavy Vehicles,°/a 4 0 0 � 0 0 13 0 0 0 18 0 �4 M�rmt Flow 195 62 ; 0 ' 0 74 104 1 ! 1 0` 62 0 222 Number of Lanes �0 1 0 0 1 0 0 1 0� 0 1 0 �PProachw . � ; � � �' 4� µg .�. '�y � .. . " � �"�1��������������I��������� ���SB � ���;M,�fa�. _� �_� �e. � . .�,.� ��� Opposing Approach WB EB SB NB _ . Opposing�Lanes v �� �� � �� � ���� 1 . 1 �� � Conflicting Approach Left � SB � NB � EB WB Conflicti,n�g Lanes Left � � :1 _ „ 1 � -1 ��, ��1� � Conflicting Approach Right NB SB WB EB � Conflicting Lanes Right �" � �1� -,� � 1 , �°�� �� 1 ��� �1�� � HCM Control Delay 10.9 9 8.6 10.8 HCM LOS. � � ..B ., � A �'�_ �„A��'� ��6 �. , T�ane.���, ����,{.����_#���,�� �Ln� EBL ��.,.B..L����,S.B, r����� ` ����������" ������������' ���,��� Vol Left,% 50°/a 76% 0% 22% Vol Th�U,%." � 50% �� 24% �42%, ' D% ,. Vol Right, %Q 0% 0% 58% 78% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 2 208 144 230 LT Vol .�� ;_ ' . i �_� � , � � .�. 158 0 50 Through Vol �1 �50 60 0 _.� . � . � . RT Uol`� � � � � �0 '��0 . � ��,�84 '�,180�� � � Lane Flow Rate 2 257 178 284 Geometry Grp�< ��� �,��� 1 � ���.�, 1��. �� �1 � . , _, Degree of Util(� � 0.004 0.359 0.226 0.379 Departure Heatlway(Hd) ; 5 436 5 033 :4.586 4:811 Convergence,Y/N Yes �Yes Yes Yes � e , Cap � ���: ,`�; .�, � � ` 651 ��-709 777 � '��744 �'� � � � Service Time 3.534 3.098 2.655 2.874 HGM Lane��V/C Ratio �� 0�003 0 362 0.229 � 0;382', ���� HCM Control Delay 8.6 10.9 J 9 10.8 HCM Lane;LOS � �; � � A ��B �� , �� A �� B � � � HCM 95th-tile Q 0 1.6 0.9 �1.8 Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2030 Build Condition AM Peak Hour '�` --► �'`# t'� "� � "�`t I !'� � � '� � � � ,� �� � � � � �� �� � � ,ane�rou �, �a����� �k ` EB � BE T�� EBR��'��`W�gL � B �WBR,��NBL�`' ���`�� f ���� '� �� p .�-������� � ��� �: � �� � � �a�N�T� ��Ba ��SBL ^�SB������SB� ,. ���� �. G � Lane Configurations '� �'� � �� ,�, ,�„ Traffic Volume(vph) 21` 706 14 125 953 5z9 15 20 ' 208 227 91 67 � ...��a ,. . a , �. � _ _ . , � ��_� Future Volume(vph) 21 706 14 125 953 59 15 20 208 227 91 67 Satd Flow(prot) i 1678 3345 Q 1711 3390 0 0 ' 1587 ' 0 0 1703 0; Flt Permitted 0.950 0.950 0.965 0.614 Satd:Flow(perm)_ 1678 3345 0 1711 3390 0 '0 1536 , 0 0 1077 0' Satd. Flow(RTOR) � ��2 � � 5� � ���� 195 � � � � 9 �� Confl Peds (#/hr) 4 4' .,. .._R � � �:. � �,; Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavyi/eh�Cles(%o) 4%� � 4% <4°l0 � ��'��2% � � 2%� � 2%0 �� ��2% "�� 2% �� � ��2%� �.��"2% `� 2%0" �2°l0' Shared Lane Traffic(%) � � � � � � ��� � - . _ Lane Group Flow(vph) 22 766' 0 133 9077 0 0 258 0 Q 409 0' _,__ � � � _v Turn Type Prot NA Prot NA Perm NA pm+pt NA Rrotected�Phases���� �� .�5 ���: 2� ��� 1 ���- �6 �; 4�'��� � 3 � �� `8 � Permitted Phases �� 4 �� � � � g � Tofal Split�(s)� � � 20:0 62.0� � 20.0 � 62.0. �� ? 35.0 '��� �35.0 ! � 23.0. 58:0 � Total Lost Time(s) 5.0 5.0 �5.0 � 5.0 5.0 � � 5A � Act Effct�Green(s)� �0:0 43,�2�� � 13 6 � f ��53.0� � �� 53:1 .�� � - 53.��� Actuated g/C Ratio 0.08 0.35 0.11 0.42 0.43 � 0.43 �%c Raho ���� � �0:�16 �0.66� � 0,72 0.75. �i � 0.34 ����� 0 88, � Control Delay 59.0 37.8 76.0 �35.1 8.2 65.3 Queue Delay � ��0:0 ,�'� �0 0 ,�� �0.0 �����0,0; �, � ����� �0.0 '0.0� Total Delay � 59.0 37.8 76.0 35.1 8.2 55.3 LOS„ ; E D. . E `: p ` q E Approach Delay 38.4 39.6 8.2 55.3 Approach LOS � � D ` ��p� � q � �� �� E � Queue Length 50th(ft) 17 278 102 413 29 286 Queue Length 95th(ft) 48, 346 #206 498 99 „#56Q Internal Link Dist(ft} 668 783 627 280 Turn Bay Length(ft) 100 100 �..a e. ,e. :�. ,, Base Capacity(vph) 202 1531 206 1559 765 463 . , � . .,. Sfarva6on Ca �Reductn ��� „ � �� ,0 � = p � 0�'�� _ p ���, � � ��p.� , � ,_ �� p � �' a_ a�. .. � Spiilbeck Cap Reductn 0 0 0 0 � 0 � 0 Storage Cap Reductn 0 ` ; 0 0 ' 0 0 0 �, _��: _��� Reduced v/c Ratio 0.11 0.50 0.65 0.69 0.34 0.88 �n�e�secb'�o�i�Sum�ary� � � �`� �� �� ,� �;� Cycle Length: 140 v Actuated Cycle Length�124i9 �� �� � m �.. a _ � ._ � :.. Control Type:Actuated-Uncoordinated _ .: .�. w _ . � , � . _.. _ . Maximum v/c Ratio:0.88� �� Intersection Signal Delay:38.6 Intersection LOS:D Intersection Capac'iiy U6lizat�on 103.3% ICU Level of Senrice G .._ .�� . _ _ ._. .. . _ .. .0 .. .� . � � „ Analysis Period(min) 15 # '?95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. � � � ������ Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 r 01 �9t72 ~�`�-�10�i �f�3 „ rv. : µ k , r,� � ��; . ,,.� � � �e �+1--� . � �05 06 ��.08 �� Lanes, Volumes, Timings 200: Excelsior Ave & Marion Ave 2030 Build Condition AM Peak Hour(with Improvements) �` -► "�► r�' "'_ '� "� � f� � � �ane GroGp��s����������� �EB�_,`���EB�T ��E���W���WBT��WBR�-���NBL���������� SBL��SBT��SBI� Lane Configurations � � ,� � Traffic Volume(vph) �� � 162 155 � ; 6 3 �, 207, ? � 53 11 �� � 4 ; � � 0`� 34 �,, 7 �� 17� Future Volume(vph) 162 155 6 3 207 53 11 4 0 34 7 177 Satd.Fiow(prot) ` 0 1898 0 0 1850 0 ' 0 1565' 0 0 1657 ;0 Flt Permitted 0.696 0.996 0.772 � � 0.945 � Satd Flow(perm); , 0 1349 ! 0 - ; 0 ;1844 0 0 ' 1252 0 0 1579 0 Satd.Fiow(RTOR) 2 30 216 � Confl Peds.(#!hr) 6 6 Peak Hour Factor � 0.82 0.82 0.82 0.82 �0.82 �� 0.82 �� 0.82 0.82� 0.82 0.82 0.82 0.82 Heavy Uehicles(%o) ' 3% 5°/0 ;0% '0% 5% 9% 40% ' 0°/a 0%' 1'9% 33% 9%' Shared Lane Traffic(%) �, . Lane Group F'low(yphj 0 394 D . 0 321 0 0 18 ; 0 Q 266 ,Q' Tum Type Perm NA Perm NA Perm NA Perm NA Protectetl'Phases'�� � '� 2 �� �� � � 6 �8 � �� 4 Permitted Phases �2 � 6 8 4 Total Split(s) 65:0 65.0 65.0 ;65.0 25.0 ' 25.0 25:0 25.0 ._ e _r � _n .e _ _ � u.._. __r ��_ Total Lost Time(s) 5.0 5.0 5A 5A Act Effct Green(s)� � 30.0� �� -'30.0 -, ; 10.4�''_ 10.4 Actuated g/C Ratio 0.60 0.60 0.21 0.21 vLc Raho '� -0.49- `:0 29 .� ����, �� 0.07 �� � � �0.54 Contr�ol Delay 8.6 5.4 16.8 9.5 Queue Delay OA , 0.0 s 0.0 > 0.0 Total Delay 8.6 5.4 16.8 9.5 'LOS �� �:�'A � � q ��� � g ' � q� .. Approach Delay 8.6 5.4 16.8 9.5 Approach.LOS � �q� �' q �� g ;;: �q " Queue Length 50th(ft) 54 34 4 12 Queue Length 95th(ftj � �101° � �;� 63� , � 15 ; � �5�0. � � � � � �� �� _� Internal Link Dist(ft) 594 1823 127 377 � � Turn Bay�Length(ft)' � Base Capacity(vph) 1349 1844 � 496 � 757 Starvation;Cap�Reductn� �� ���0� � w ���0 0 , � � �� � 0� Spillback Cap Reductn 0 0 0 0 �. � ,� Storage Cap Retluctn� �0 =�� 0 � �� 0 ; �� �0 �� � �'�� Reduced v/c Ratio 0.29 0.17 � � 0.04 � � 0.35 � �� � at �� �J � »: nfersec o��umem�ry; �' � � � . ,�,,�� w�. ��..� � �� . , � � _ .,� �� s� � _ m.. . _u <. � � . . .. . _ . �_. Cycle Length:90 Actuated.Gycle Length�50.4� Control Type:Actuated-Uncoordinated � � . � .. �. _ �._ Maximum�/c Ratio;0;54 ;� � � � � � � �� � � � ���� �� � � , . ... ,_.� . � , �..; � �, � _., Intersection Signai Delay:7.9 Intersection LOS:A . _._, . Infersection Capacity Ut�lizat�on 75 3"% , ICU Le�el of Service D Analysis Period(min)15 �� Splits and Phases: 200: Excelsior Ave&Marion Ave �i'�� #°;-;:��+ ,..� _ � �. r . M..�, .4- .;;}. �` �6 �08 �• Excelsior Park Traffic Study Synchro 10 Report Lanes, Valumes, Timings 500: Veterans Way/Gick Rd & Route 50 2030 Build Condition AM Peak Hour(with Improvements) � -� � � �"'� � �"'� I �'�' � � � �at�e�Gra_.up_ ��.��:,.������EBL����BT��EBR��;6�`£�BL���WBT�,��WBR��`� NB�-.����B�T:;��t�BFt�"��� BS L����SB�T���SBR ���, ���A. � o _.M. s Lane Configurations �j �'� �j �'�, � � � Traffic�Volume(vph) 31 706 � �'�, 14� '�125 953 ', 59 ��� 15 ������ -.20 ���� � 208 227 � ����91 �" 67� Future Volume(vph) 21 706 14 125 953 59 � 15 20 208 227 91 67 . � _� . _ �� _...� . Satd.Flow�(prot)��� 1678 3345���� ; �0� �� 1711 �3390 �� � 0� ` , 0 ��� 1763 '� 1531'� � 0 �1703 _ � ����0; ���� v� � � �. �. Flt Permitted 0.950 0.950 0.833 0.798 �� _� � Safd Flow(perm); ' 1678 3345 0 1711 3390 0 ; 0 1498 ' 1531' 0 1399. Q ��.� . �� , Satd. Flow(RTOR) � 2 6 221 9 Confl.Peds (#%hr) 4 ; 4 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heayy Vehicles(%) 4"/0 4% 4% !2% 2% `2% ; 2% : 2% ' 2% 2%0 '2% 2%; Shared Lane Traffic(%) Lane Group Flow(yph) 22 766 0 133 1�077 0 0 ' 37 221. 0 409 0 . . . . r__ __ _. � _, ,.ro _ Turn Type Prot NA Prot NA Perm NA Perm pm+pt NA . _ � �� . . 6 �� �� 4 - 3 Protected Phases:� � ,�' � 'S �_�; 2 �:� � ' 1 � ; 8 ; � ; Permitted Phases 4 4 8 Total Split`(s) ��� 15:0. 56.0 � � �� � 24.0. �65.0 � � �i�45.0 45.0��'��� 45.0� � 15.0�� 60.0 � � Total Losf Time(s) 5.0 5.0 �5.0 5.0 5.0 5.0 5.0 , _. ,. � ..H. _ � _ . � . Act Effct Green(s)' �, � 10:2 42.5 . � �.�13�7 ���561 � ' ' 37.2 �� 37.2����- ` 372 �� Actuated g/C Ratio 0.09 0.39 0.13 0.52 0.34 0.34 0.34 u/c Ratio ' 0.14 0:59 0.62 . 0.62 0.07 0:33 0.85 Control Delay 54.6 30.2 60.7 ���23.8 � 24.8 � 4J� � 49.4 � _ Queue Delay 0:0 ��_0.0 � � -0.0 ` 0.0 '� � � 0.0 0.0����� � 0.0� Total Delay 54.6 30.2 60.7 23.8 2�.8 4.7 49.4 LOS. �.D ��C " ' E � C �� � C�=� �A �� D �� � � . ,_ _ , : A roach _, � , , _ �,. .�� pp Delay 30.9 27.8 7.6 49.4 Approach LOS� ����C � C � : A� �� �D ' � Queue Length 50th(ft) 14 207 �84 224 16 0 � 244 Queue Lengtti 95tfi,(ft) . 49 379 186 '511 45 52 , 439 w.�, �. , .. � , Internal Link Dist(ft) 668 783 627 280 Turn Bay Length(ft): 100 > 325 Base Capaciry(vph) 157 1606 305 1915 � 604 � 749 � � 728 StaNation�Cap Retluctn� � � � 0 �����0 � ���� 0 � 0 � � 0 �; 0 ����� ` ��0 "��� Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn� 0 � ��0��� '� �� 0 '� � 0 � 0 '� � 0�� 0 Reduced v/c Ratio 0.14 0.48 Q44 0.56 � 0.06 0.30 � 0.56 � ��� � � �n..erseet�o,�S t�a_. . .��� ����". �.>�w ����,������� �,��� .�.. '� �� ��� � �� �� � Cycle Length: 140 Actuatetl;Cycle Length 108.7 Control Type:Actuated-Uncoordinafed �; �.. � , Maximum_v/c Raho:0 85� ".'� � Intersection Signal Delay:30.1 Intersecfion LOS:C � , ,.. _ � ., . _Y_. Intersection Capacity U�lization 90.�% � °� ICU Levei of Service E � Analysis Period(min) 15 Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 �01 �'I�Z �;„'I`-�4 �f�3 . � �� �T.vs 4 ,: ;. � .; .� a..,� � . +�I-- ��35 �6 ��'"�438 Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 100: East Ave & Excelsior Ave 2020 Existing PM Peak Hour Conditians � � � � � � � � �"` � � � ^'2112�.�.7TOl� �'�» .��'�� �� °��- x � �� "�s��"� �"�"�,R�� " � �-,...���., p � t � ���.���'4����.���EB. �.��EB�����g�,������,k BI�.m .�W���°��,�]B..L�:���._BT ��fi�6���,,SBL, ��BT����.�BR _figurat�ons � '� � '�, � .�, Lane Con Traffic Uolume(vph) 56 �366 �,35 126 '259 � 26� � 16 � 67 �� 143��� � 31��- ��� 103 �� 39 Future Volume(vph) 56 366 35 126 259 26 16 67 143 31 103 39 Satd:Flow.(prot) I 1745 1792, '0 1678 1857 0 ! O i 1849 ', Q', Q 2047 Q Flt Permitted 0.539 0.418 0.976 0.919 ., � �_. __..w Satd Flow(perm)i 990 1792 ; 0 736 1857 0 ' 0 1811 0 0; 1894 0 Satd. Flow(RTOR) 10 10 95 � 16 ,Confl Peds.(#llir) 3 , 3 1 ; =9 9 1-0 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 Heavy Vehicles(%) 0%0 1% 0% 4% , 1%0 0% 0% : 1%0 0% 0% 1% 0%; Shared Lane Traffic(%) � � � � ������ Lane Group Fiow(vPh) ; . 59 - 422 0 133 300 0 0 , 239 ; 0 0, 182 0 Turn Type Perm NA Perm NA Perm NA Perm NA . P�otected���Phases �� � ��;�2 � �6 �� 8 �� � 4� Permitted Phases 2 6 $ 4 Total Split(s) 60:0 60,0 60.0 60.0 ' 30.0 30.0 30:0! ,30.0 . . ,. ,.. . �.: ._w �_�:. � �s �., _ _ _ Total Lost Time(s) � �5.0 5.0 5.0 � 5.0 5.0 5.0 Act Effct Green(s) 30.Q 3Q 0 30.0 30:0 ; 25 0 . 25:0: Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.38 0.38 u/c Ra�o 0.13 0:51 Q.39 0 35 j 0 32 025 Control Delay 11.0 14.7 15.9 12.3 9.6 13.5 � �. . , w Queue Delay 0.0 0:0 - ;OA 0.0 : 0.0 0.0 Total Delay 19.0 94.7 15.9 12.3 9.6 13.5 LQS � � B� �� � �B � � ��� � � B � ��B � q � . � � g ,4pproach Delay 14.2 13.4 9.6 13.5 � �_� �. �. Approach LOS . �'B; , � '� �B � q � ���g� Queue Length 50th(ft) 13 108 33 69 37 43 Queue Length'95th�(ft) � ' � 32 181 � ���75 �� ;120` � 82 �" _ � 83 � internal Link Dist(ft) 378 594 511 433 Turn Bay Length(ftj 70 „ 125 Base Capacity(vph) 837 1517 622 1572 755 � 738� Starvation Gap Reductn� , 0 � :0� . � � �� 0 ��.�' � 0�.` � �, � . 0� � ��0� ; Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn� . . ��; � � 0� ��� ��0�� � �� � 0 � �! :0 � . . . 0 ��� � �0 �: Reduced v/c Ratio 0.07 0.28 0.21 0.19 0.32 0.25 � n � . � � � l�a�ersectior���urn�r�a , - � b.. � � # � .�� :�°,� � � , �� .: . � , � xx.�� � ��� � s, ��k � � �m �t� � . �� � _� � � � . . _. Cycle Length:90 „ ;,. � ; Actuated Cycle Length.65� �.�= � � � � � � � ��� ; ��� �� �� � � � � � : �. � _ _:....., . , . , �.. . ._� � .� Control Type:Actuated-Uncoordinated � � Maximum vlc Raho:0.51 � � Intersection Signal Delay: 13.0 Intersection LOS: B � Intersection Capacity UUlizat�on 80:1% ICU Level of Service D. Analysis Period(min)15 Splits and Phases: 100:East Ave&Excelsior Ave .�,. �'02 ��'(��} � •y � . , �� � «.�� �� .,*r r '�' !�6� �'"���8 Excelsior Park Traffic Study Synchro 1 Q Report HCM 6th AWSC 200: Exceisior Ave & Marion Ave 2020 Existing PM Peak Hour Conditions �`��"'�".c�.'�Y�`�;^�`��e �' � � 'z�' r��:�"�"�� �` �� �,�-`�`=���,S ,�"���".�'^-r �,� r ��.�,�. i 1� � ,.r��� � � x .� � t.�a .�€v +� a � '��%�,��s �^. �" ,nl„�.r.�,P.,�i,�0!.ra�*,':�,�s.�2�.`�`.' _Sea���'w'��'`�,�'_..�'��a �.�,�?��''.�,'���u-`���'"s.�.�si4.��?�r�*�..��,�,.��s.a��� 9�i;:e *���., ������'�`�'a:���*r�����rs.`������U�,au�.�"7ve"+�'�"�#��`�"��; � +:aa�;. �'�"��... �#,� Intersection Delay,s/veh 21.6 Intersection LOS C ^A�*,., ;"�""�"�����:�,'��r���;�������'s� ��� s k "`��"e� s; `�`;,� ,_T���° �iv�` �c�� w a,.�o�emenf� �� �" .�EBL�;���EB�,T���EBR� �M�BLx��,�WBT����INBR�:��NBL�`�� N�����B.R����SBt���SB'T������SBR Lane Configurations � � � � Traf6c�Uol,veh/h � � � � 255 � � 233 � ���36 ��� �8 ���154 , ; 56 '�� ��20 : 12 � ��24 � 5Z. � �� �8� � �183 Future Vol,veh/h 255 233 36 8 154 56 20 12 24 57 8 183 _ . ._ . �. . �,. _�. ,._ Peak�Hour Factor�,�� . � 0.92 0:92 0.92 0.92 �0.92 � �� 0.92 0.92 � 0.92 '� � 0.92'�� 0.92��� 0.92 0,92 Heavy Vehides,% 0 2 0 0 3 0 0 0 0 0 0 0 Mvmt Flow < 277 253 39 . 9 ' 167 ' 61 22 : 13 : 26; 62 9 199 Number of Lanes 0 � 1 0 0 1 0 0 1 0� 0 1 �0 r�pProac:�� ����`�w# F�M����� �������������W���,��,� �������� ��B��������.����������' ��������� Opposing Approach WB EB � SB NB Qpposing;Lanes �� � ��� � , . � �. . 1 .; � �. � _ Conflicting Approach Left SB NB EB WB Confl�ctmg Lanes Left' `�1 � �1 � �1 �� �� �1����� � _ � � „ �_ - Conflicting Approach Right NB SB WB EB , e . _ Conflicting Lanes Right � �- .� 1 � �. ��� 1 ��- � � ,��� � �.1 - . � �1�� � .� HCM Control Delay 30.7 12.1 10.4 13.2 � ..._w, HCM LOS . . . . . , , 'D � . B. � ' B �`� � � . � �� � B � � L,C.'��� _:..�� tr��`�.'*"�� ,""��' yva"�=� .�'�'°,�,'�,�z�� CD^°�6�m�r�.. � �^'�°...� x3��`�"'�`�`ar� {£. �..- �,�'� �`�ar��� ��"��'.��:`,��=�-�,��`��������� ��N L►11 � Ln B n� '����� � � r� ��� ��w s��Q,? ���o �� �� � ���� ��(��S ��������`�'�'�;�z°� m, Vol Left,% 36% 49% 4% 23% Uol Th[u,°/0 21% 44%. 71% ,"3% _ � : � � � ;; Voi Right, % - _ � 43% �7°/a 26% �74%0 � m�r � Sign Control Stop, �� Stop ���Stop , � -5top � Traffic Vol by Lane 56 524 218 248 �� . .,. ,_ . ., LT Vol � ; ��, �.�� ��, ���,� �;20� 255 � �8 �� 57 � Through Vol 12 233 154 8 RT Vol�.� � � 24�� �. �36�� � ��56 � �1�83 � ��. Lane Fiow Rate 61 570 237 270 Geometry Grp. �� � � . ..� � � .. ` Degree of Util(X) � 0.112 0.845 0.371 0.432 Departure Headway(Hd) ; 6.595 ` 5.341 5:642 „5:765 Convergence,Y/N Yes Yes Yes Yes � r. _ �� n .� � . �._ � Cap � 547 ,: � :672 ��. 633 �� ���620 �� Service Time 4.595 3.404 3.727 3.848 HCM Lane V/C Ratio 0.112 0.848 0.374 ` 0;435 ' HCM Control Delay 10.4 30.7 12.1 13.2 HCMLaneLOS����; �B :D �' B �; ��B_ �� HCM 95th-tile Q 0.4 9.4 1.7 �2.2 Excelsior Park Tra�c Study Synchro 10 Report HCM 6th TWSC 300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2020 Existing PM Peak Hour Conditions '��`*�°.r ��r�� �� � �, .��,' "� r „�*�� "r"�E�� `��E''����.�� r �' w ",� ��_ "�' � �"'�e :�erse�t�on��,��� �.��.�:����������������������������������������������_ :�����..������� �'��������'������ '� Int Delay,s/veh 2.2 r° -�i�'��"'��'�^y,-� "�",�"�' """""�.��� s �* �a � -�s »r�- a��. �- , ovement������ ����EBC.�EB,T�'EBR��WBL��WB�T WBR��NB��NB��NB,R��SBL �SBT��SBR��������.����`� �.,�x� � . � .�� Lane Configurations � �i � � Traffic Voi,�eh/h' � , ; 0 , 257 58 31; 176 i Q 42 1 40 0 OI 2 ; � . �� _,_ _ Future Vol,veh/h 0 257 68 31 176 0 42 1 40 0 0 2 Conflicting Peds,#/hr 1 0 0 0 '0 1 0 ` ` 0 ;1 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,%;. _ r. : � - �0 - - 0 - - � 0 - - 0 - _._ Peak Hour Factor: :95 95 95 95 95 i 95 ' 95 95 95 95 95 95 Heavy Vehicles, % 0 1 0 0 2 0 0 � 0 0 0 0 0 Mvmt Flow � � ��� 0 ���271� � 6�1'� 33 ��� 185�� � 0 ��; 44 ��; 1 A�2� 0 � 0�;� � 2 ��. � �� �� � ���0�. .,������ P���a�Qt'� ��`���`� a.��1£����;:�����������I.I.I_Q�'�.�. �����11>�0�2���`. � .��``��������� � �s�.����� Conflicting Flow Ail 186 0 � 0 332 0 0 555 554 303 576 584 187 _ .�. _.,_. Stage 1_ " , - _ - � ��302, 302� �,„ 252 252��� Stage 2 - - - - - - 253 252 - 324 332� � � � Crifical Htlwy � � 4.1. - � �� �4.1���� 7.1��� 6.5 � 6;2 ��7.�1 6.5�: 6;2 � Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Crit�cal Hdwy Stg 2 - 6.1 5,5 - 6.1 5.5 ' - Follow-up Hdwy 22 - - 2.2 - - 3.5 4 3.3 3.5 � 4 3.3 �� Pot-Cap-1;Maneuve,r �1401 � = �1239 .;� - 445 443 741� � 431'�. � 426 ; 860 � Stage 1 - - - - - - 712 668 - 757 702 - �Stage 2 ' � � - - - � 756 702� - 69Z 648,�� Platoon blocked,% _ _ _ _ � - ., Mov Cap-1 Maneuver 1400 -:; 1239 ; 433 429 740 396 413 ' 858. '; Mov Cap-2 Maneuver - - - - - - 433 429 - 396 413 - '��. � Stage�1 � � -�� �712 " `668 �� 756' � 680,� Stage 2 - - - - - - 731 680 - 651� 648 - , ; . �� . . ,,, a_ n ��ppoac � � .��� :� � a ���� �W���� �, �. . �� _� t�B .���� g�� �� �� ���� �� � _ � �� � �� HCM Control Delay,s � �0�� � �1:2 ��12 9 � 9 2 � HCM LOS�� _�. _ B a.� �li ot�1-�l�a o���:��:u����.�N�L�j� . E.B.. �� EBT�; EBR�� ;1N6,_ ����8,�? �;B��BL� _ . , � ,�apacity(veh/h)� � � �; , 541, 1400���� �-��-� ��`1239 � �� = � � � $58_ ���; �� � �.��� � � ., , � __: , � � � _ � , . v HCM Lane V/C Ratio 0.161 - - - 0.026 � - - OA02 HCM Control DelaY�;(s) .' 12.9�� ' �0 ��� ` ��8� �` Q � 9,2. �' � HCM Lane LOS B A - - � A A - A HCM 95th%tile Q(veh� 0.6� 0 ��� - -��0.1 � - 0 � Excelsior Park Tra�c Study Synchro 10 Report HCM 6th AWSC 400: Excelsior Ave & Veterans Way 2020 Existing PM Peak Hour Conditions �..���i�SP.,�i,t�.Qt��:����������"`��'�� '.�'"�.�. ;.� k ����.�'...��� .�.x�,:.'�?�.��""�'�'��n' � ..�S��`��''"�'`����� �v"a,. ,:�"^s�"�s x�q��,ta� , ,���������'����.,:...�;s;: v„� �"�'.<'�:��- s � �,�,���'�5l��� "��:�rr��. ���'���.:t^�A��,.�w� ��Si��.. Intersection Delay,s/veh 10.2 Intersection LOS B �iQa erne���.�`���������EB�����B<���EBR=�m "WBL'����BT_. � ..B.R�;���NBL��BT����I�'�BR�� .�L'���SB���S ���. T���...�.� Lane Configurations � � � � Traffic i/oi,vehlh ; 248 49 0 `0 42 ; 31 2 ' 2 0 48 0 163 Future Vol,veh%h 248 49 0 0 42 31 2 2 0 48 0 163 �� �. . Peak Hour Factor; � � 0.91 �� �0.91 � 0.91 . �b.91 �0.91 � ���, 0,91 �� 0.91 �.; 0.91�����., 0.91�� 0 91' � ,0.91� 0.91; HeavyVehicles,% �1 � Q � 0 0 5 0 0 0 0 3 0 �2 Mvmt Flow 273 54 ! 0 ; 0 46 . 34 2 =; 2 ; 0 53 0 179 Number of Lanes �0 1 0 0 1 0 0 1 0� 0 1 0 ���"`�'��'����S � �,.�,,:,,x~;� '�'�".� � �'�-y��'. :�� '�^�-��'"��r`� '�� �' �`�.° �' �r 7$ '� "��' ' ��Pro�cl������, '���B�������" � �� �8����s����� .h 8�������� :..���������SB��������x, Opposing Approach WB EB SB NB ��pPosing;Lanes ;� � �-� �� � � � � . � � �' _ .. Conflicting Approach Left SB NB EB WB Conflicting_Lanes Left ���1� ` � - � ��� �'° Conflicting Approach Right NB SB WB EB� Conflicting Lanes�Right � �1 . �1 � _ 1 �: 1� „ HCM Control Delay 11.3 8.3 8.4 9.4 �e� ._e.., . � H'CM L-OS� � � ; 'B � , -� A " A �: � .� A. � _ _ ` : � ��,�.'�n��'��z',�����'��.���.'�4� �._ ,�.�,»���,�'���a.�._���� ��^a.�;� x""'� �a�„�� �.s�, .�;re^ �e".�"`� �r��.n��-��a�i,v'�k�k'.���'����.,.���"^.S"� �'a�ia�e ��: �� NB�,n1�EBL�n��W��.�����S6�n1����-�-������°����������� Vol Left,% 50% 84% 0% 23% Vol Th�u,%.. � 50% 16% 58% ��0% � Vol Right,°/a 0°/a 0% 42% 77% �SigmGontroi Stop , Stop Stop Stop Traffic Vol by Lane 4 297 73 211 L`T Uoi � ��2 248 �� : �.0, 48� ; '� Through Vol 2 49 42 0 � _ _. : _. � RT Vol` � . � ' � � 0 � � 0 � 31� > ;163 , .� �. � �: �� �� � � ���� Lane Flow Rate 4 326 80 232 �� Geometry,Grp � �.�'� � �;�1���� � 1 ��.�� �� , �� � � . Degree of Util(X) 0.006 0.428 0.104 0.29 ,�,,. __ � n� Departure Headwa Hd ' S.273 4.722 4.667 4 51 ' ' e�. �_�._Y� ) � �� � � � � ��. ���� Convergence,Y/N Yes Yes Yes Yes . ._ Cap . � . . � �675�. 760� . � 764 � 795 . � Service Time 3.334 2.764 2.72 2.548 �HCM Lane'��V/C Ratio� � � 0.006 0:429�� �0.�1�05 0:292������ w.. . _ >..w . _« , . HCM Control Delay � 8.4 11.3 �8.3 9.4 _� � ., �� .. . � ._ ,. ., � , HCM Lane��.LOS.� �� A � �B �° A �; A �� . HCM 95th-tile Q 0 2.2 0.3 1.2 Excelsior Park Traffic Study ' Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2020 Existing PM Peak Hour Conditions ''� -�^ *`# � � � � I � �' �, � L�ane;��G��o�i�p��������'', ��EBL��.�.��EBU,��EBR�.�,���8�����`��,�:�!V�f���W61��-���'NBL���-�N T����16�;..�..SB',���"�SBT����B _�. Lane Configurations '� �'� `� �� �, � Traffc Volume(vph) � 38 � 1�1�.08 ! 14 `147 ���� 937 � � �138 �� 12 �� 60 � 209 - �-90 � 50 � 50, Future Volume(vph) 38 1108 14 147 � 937 138 12 60 209� 90 50 50 Satd.Flow(prot) ; 1728 3448 �': 0 1728 3389 0 0 ' 1633 ' 0 0 1705 '0; �. . . � , � __-�. Fit Permitted 0.950 0.950 0.984 0.582 Satd Flow{perm); 1728 , 3448 0 1728 3389 ; 0 ; 0 1610 0; 0 1016 Q' Satd. Flow(RTOR) � 1 � 14 95 1 b Confi.Peds (#/hr) 3 'I 3 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 HeavyUehiCles(%) � �1%�� 1% 1% '��1% :� � .�1%� ��: �1°/0 �' �1% < 1% : � � 1°l0��� � 1% � �1°l0 � �� 1'0%{ Shared Lane Traffic(%) �ane Group Flow(vph) � ��40 ���1181 � � ������0 � ������155 �.1131�� �0� �� � �0 ��: �296� ��� ��"��0�� � Q 201 � ���Q, � s �_ � � � .._. _ Tum Type Prot NA Prot NA Perm NA pm+pt NA Protected;Phases� � �� 5 ���2� ! 1 � � 6 � �� � ° � � � 3 8 � Permitted Phases 4 8 � TotalSplif(s) 20.0 62.0` 20.0 '62.0 35A 35.0 23A' 58:0 . Total Lost Time(s) 5.0 5.0 5.0 5A 5.0 5.0 �. . �� , ,��_ � __�. Act Effct Green(s), 10.5 45.1 14.1 '55.5 33.1 ' 33.1 ' Actuated g/C Ratio 0.10 0.42 0.13 0.52 0.31 0.31 v/c Ratio 0.24 0.82 0 69 0.64 , 0.53 ; 0.62 Control Delay 54.0 34.0 63.3 23.3 24.5 39.7 Queue Delay 0:0 0.0 0.0 i 0.0 ` 0.0 0.0 �....,. Nw __ ., � � > . , Total Delay � 54A 34.0 63.3 �23.3 24.5 �� �� 39.7 LOS ��� �, D� �. C � : E .�' ��C � C� D Approach Delay 34.6 28.1 24.5 39.7 Approach'LOS� � C � �� � � ! � 4 Queue Length 50th(ft) 24 346 92 292 105 102 �� wa w_, . _ �� � Queue Length 95th(ft) 73 565 � #252 ��.504 � ��� ��`� 221 '�� -�21_6� � Internal Link Dist(ft) 668 �783 627 280 Turn Bay Length(ft) 100 100 . Base Capacity(vph) 246 1864 246 1870 583 518 Starvation Cap Reductn 0 0 0 '0 0 0 Spiliback Cap Reductn 0 0 0 � 0 0 0 Storage Cap Reductn �; 0�� � .0�� � ��� �0 � � 0 � � �0 � � �0 Reduced v/c Ratio 0.16 0.63 0.63 0.60 0.51 0.39 �� 1n�sec�an��;S`�u�a�����l: _� � ��:� ,,: ;5 ��; '".. � g ' �����``�������:�������. � � � ���.����� Cycle Length: 140 Actuatetl Cycle Length 1�07:5�„ Control Type:Actuated-Uncoordinafed Maximum V/c Ratio::0.82. ' Intersection Signal Delay:31.2 � �� � Intersection LOS:C � � Intersection Capacity U6lizapon 103.3% ICU i.:e�el of Service G ,.. �., .,� _ ___ � _ � � _.. _.�, ... __ _F Analysis Period(min) 15 #�;95th percentile volume exceetls capacity,:gueue may be longer., �� Queue shown is maximum after two cycles. � Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 �01 "�'t�2 �"�ID4 �4�3 >.x=� M ,,� _ , .m 4- ,� ��3S �3b ��°"@8 �;�� � ; < �� � r �. Lanes, Volumes, Timings 100: East Ave & Excelsior Ave 2030 No-Build PM Peak Hour Conditions � -�' �# r�'~ �' � "� �` �` �`�" � "� �ahe��r.o'uG�� �:���:��Ya, ���. . �,��,�EST�,��EBR��� .B,sWBT���� � � �� ��--, � EBL �° �� W.,L��� � ��WB}�,.�'�.��NBL����NBT'�a�� M.,�"'SBL���"S,B7'�n�; BR �ane Configurations �j �, � � � ,�,, Traf6c Volume(vph) 62 411 39 140 293 29 18 ` 74 ; 161 35 114 43 Future Volume(vph) 62 411 �39 140 293 29 18 74 161� 35 �� 114 43 Satd.Flow,(prot) ��; 1745� 1792 � ��� 0 1678 � .1857 � �� 0 � � 0 ', �.1846 � . �0��'�� �� 0 2047 � Q, Flt Permitted 0.499 0.369 0.973 0.911 Satd.Flow(perm) 916 1792 0 . 650 1857 0 ' 0 1804 0 0 1878 0 Satd.Flow(RTOR) �10 10 96 16 �onfl:Petls.(#/hr)�; �. � � ' 3 � � 3�� � �1 �� � 9 ��9 ���,1� _ v_ � 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 Heavy Ueh�cles`(%) 0% -� 1°lo� ;0% ��" '4%� : 1% ��., �0% `: 0% '��,� 1% '��,� ��0%�� 0°� 1°lo � 0%° Shared Lane Tra�c(%) � �� � � m. M � .r _ Lane Group Flow�(vph)�` ' � 65 474 � �'0 . ��147 ;339 ` - 0 �� 0 � 266 ��; , � 0�� 0 202 �� ' �'�Q Turn Type Perm NA Perm NA Perm NA Perm NA _ _ _� . Protected Phases � � , � ��; , 2 ; � � � 6 g., ��,4 � � t Permitted Phases 2 6 8 4 Totai Split(s) 60:0 60:0 60.0 60.0 30.0 ' 30A ; 30.6 30.0 �,. � :� � .�. � ,; Total Lost Time(s) 5.0 5.0 5.0 5.0 b.0 5.0 Act Effct Green�(sj; ; 30:0 �30.0� ��30.0� �����30J0 ����� 25.0 �� 25.0� _ Actuated g/C�Ratio 0.46 0.46 0.46 0.46 0.38 0.38 �(c Rat�o � �� _ 0.1��5 Q.57 0 49 �,�0 39� . �� � ' , 0:35��� . � 0.28 � Controi Delay 11.4 15.8 19.2 12.9 10.5 13.9 Queue Delay 0:0 0.0 0.0 ' 0.0 0.0 ;0.0 > _ _ � � Total Delay 11.4 15.8 19.2 12.9 10.5 13.9 m_ � _, LOS - �' �' .B� � B� .. B� � g . , B �� � �,g. ,� .� �.�_ Approach Delay 15.3 14.8 10.5 13.9 Approach LOS B B B g Queue Length 50th(ft) 14 127 38 81 44 � 49 � �� Queue Length 95th(ft) 36 210 , 91 1�38 94 92 Internal Link Dist(ft) 378 594 511 433 Turn Bay Length(ft) 70 125 Base Capacity(vph) 776 1517 560 1572 � 752 732 Star�ation Cap Retluctn � 0 '0 � � 0��� ��`�����.0 � �; 0 '� � Q�� � Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn� � 0 �0 � �� 0 � � 0 � � �0 ���� �0 � � � Reduced v/c Ratiov 0.08 0.31 0.27 0.22 0.35 0.28 � ��� r � ������ �..,��� ,�� ►�Y �� ;����,����� �� � �� ���� ,r������� ` ��b.es�e ian Sum�.,a. ��..���.�� .ti,, ,_ ��.,.������ � ��� ������,�:����,.�.�.�� ��'� �. �� � . Cycle Length:90 Actuatetl Cycle Lengfh 65� � �� � Control Type:Actuated-Uncoordinated Maximum v%Ratio;0.57 �. .._., ��, � . � Intersection Signal Delay: 14.1 � � �� Intersection LOS:B � � � �� Intersecfion Capacity Utilization 82.2%0 ` ICU Le�el of Service E ,..a �� ... . e . Analysis Period(min) 15 Splits and Phases: 100: East Ave&Excelsior Ave ��� ��. � � �`��F� �a�...�� y,.s�;�� �- _,.� � 06 ` /� l+ h�1'.�S d Excelsior Park Tra�c Study Synchro 10 Report NCM 6th AWSC 200: Exceisior Ave & Marion Ave 2030 No-Build PM Peak Hour Conditions �-�" r''�m� ��c °�r''�'s^�''� s.`�€:� ^'�� �..' �.�.. a � �v�� �.,,. `�. -'��, > ro "� "��"'� ... � � �c � �* .,��@ SEC�IQCI,���y ��i;���.�c��:����,��:������'�'��'�'���"�. ''T��`��� ���������i^�������'�����s��"c,ak ��� �z r�. �� r.,, �r� Intersection Delay,s/veh 36.9 Intersection LOS ?E '� °� �t�����x , �.`����EBL�'`����BT���EB�R ��1!UBL��'��WBT���1�BR����NB���r BT. ���� ����' °� ';oa er�t�w t, � ,� ,n 1��'����NBf�t���� .BL��� SBT�,��SBR Lane Configurations � � � � Traffic Vol,veh/h ' 282 267- 40 9 180 , 64 22 13 ' 27 65 ` 9 202� Future Vol,veh/h 282 267 40 9 180 64 22 13 27 65 9 202 Peak Hou�Fac#or 0.92 0:92 0.92 0.92 0 92 ' 0.92 0.92 0.92 : 0:92' 0.92 0.92 0.92 Heavy Vehicles, % 0 2 � 0 � 0 3 0 0 0 0 0 0 0 .R , ,7.� _.� . a. I�vmt Fio�i� , 3Q7�� 290 ���43 !�10 � 196 �� � �70 '�� 24 ' �14��� �= 29 �71� � � 10� 220 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 �0 ��-����������' ������� ������� �� �� � �:p.P�oac���������;_ �8��'�����.�-���,e�. :WB .'�����.���,��NB��� ��5 �;��z�������������� ��� �� Opposing Approach �� VVB � � EB SB ��� NB Opposing,Lanes''�; � �� �� � . �.. _ � � ��� Conflicting Approach Left SB NB EB WB Conflicting Lanes Left� 1. �� 1 � �� 1 �; �� 1��� Conflicting Approach Right NB �SB � WB EB Conflict�ng Lanes Right �1 � �� ��1, � „ � 1 �'� �1' . HCM Control Delay 59.4 14.1 � 11.2 15.6 �:,.,�_,._ .; . . m.. HCM LOS'. - :.F ; B.. B , .� � � � , "�^, ��"�'���'"�`����-; '�'' .��� ��� '"�� �"'��' ^ � �����, � ��:w�- �� ��� �ar�Ex� �,� �������, �.��,,������NBL�►t�1�w�EBLn����BLn���`��BL?� � ��z�����x���}�'������ �� �� . �. �� °` �� Vol Left,% 35% 48% 4% 24% Uol Tht'u,%0 21% 45% 71% 3% ���, ,� , . � � ' . , .. '� , � '� �� Vol Right, % 44% 7% 25%0 � 73% �. _ _ , S'ign Cont�ol ` Stop Stop S#op Stop Traffic Vol by Lane 62 589 253 276 LT Uol � �. �. 22 � .��282 �� ���;�.9 �- 65�� .� Through Vol 13 267 180 9 � R�T Vol :� ' ��27� � � ��40� �� 64 � ,� 202�� -' � Lane Flow Rate 67 640 275 300 _ � � Geometry Grp.� � - ��� � �' 1 � ���1 ',� �1� . � � Degree of Util(X) 0.132 1 0.46 0.514 Departure Heatlway(Hd), ; 7 044 5.621 6:019 6:167 . _ Convergence,Y/N Yes Yes Yes Yes _ , , � ._ �. �,_� t CaRH . ��� � �� . � � � �507 ,<� Q40 =�597 ;� 585 � � _ . Service Time 5.107 3.718 4.064 4.198 HCM Lane V%C Ratio � 0132;�� � ' 1 0.461� �� 0:513 � HCM Control Delay 11.2 59.4 14.1 15.6 HGM Lane�LOS , � �._�B ���� �'���F � , .B ���,�C . ��� � HCM 96th-tile Q 0.5 15.4 2.4 2.9 Excelsior Park Traffic Study Synchro 10 Report HCM 6th TWSC 300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2030 No-Build PM Peak Hour Conditions _,�""�'"'�- _ �o-`a :, ,�t °.�"�`��-� ;, ."",�"�"�;, .° ^ �'",�,�,�-�a'�' �'�^�' '�:• ,�^� � `�" u'"'rr:}��'" y,; �ir � �:� t"^ �'�, I�t21'SBCttQtl.� .������"�,��'�����_.; :�����.�����:..:��:�x.� �.��.�;�'�� .� �.'.� ���.:�'� �:����������, �-������`:.x�� .��., Int Delay,s/veh 2.3 'o ement��� ; ;����;��EBL.�� .��EBR��WBL'��it�/BT��WBR� NBL�NBT�NB �SBL��� BT B����µ�����`��"� � � � �h� ���� ���� �� �� S ���������� �"���������� Lane Configurations �r � � � Traffic Voi�eh/h ��� `� 0 �292 64` 34' 208 i 0� � 46 _����� 1 �� ��44� 0 � Oi� � 2 . w .�� . � � w e Future Vol,veh/h 0 292 64 34 208 0 46 1 44 0 0 2 ,Conflicting Peds,#/fir � 1 . � �0 � �0 ����. �0�� � 0 1 ,����� �0��� ��0�.� � :1 � 0 -0��� ��1 �' Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop� Stop � RT;Channelizetl '� �- None .� �-��None �� - ��None � - -�,None ? � m . = e .v ,a . Storage Length _ __ , _ _ ., ,_ _ _ _. _,: _ Veh in Metlian Storagez# � - � �.0 � � 0 �'�' _ 0� ' „ �0��_ ��. � Grade,%. _ _ �p - - 0 - - 0 - - 0� _ Peak Hour Factor 95 95 ; 95 95 . 95 95 95 ;95 95 95 95- 95 : � �, �.. na � ; _. Heavy Vehicles,% 0 1 0 0 2 0 Q 0 0 0 0 0 M�mt Flow ` ' 0 3Q7 67 36 219 , 0 48 ; 1 46 0 0,, 2 � ���' �������-� � � � ��� � � � � � �1aJor,.a tn.or ��Ma�ar�1���.ff����., ,�a�or2. ����::, ,�`����1Vl�nor;�y' :�.����linar.2�������;������������ �� � ����' �, Conflicting Flow All 220 0 0 374 0 0 634 633 342 657 666 221 Stage�1 � - - � �341 341� � � 292 292�' � �.� Stage 2 - - - - - - 293 292 - 366 374� _ ,..�,. .. � . `.Criticaf HduVy�� ; � 4.1 - � 4.1 � _ ��7.1�� �� 6 5 :� �6;2 �7.1, 6.5„ 6.2 �:; � ,.; _ �� � _ 4 _ . � -. Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Crif�cal Hdwy Stg 2 6.1 5.5 - 6.1, 5:5 .... . � � Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1361 - 1196 ; - 395, 400 705 381 383 824 �, . �� � . Stage 1 - - - - - - 678 642 - 720 675 - � �:� �Stage 2"� - - ��719 �,�675� 658� 621 '� Platoon blocked,% - - - - � � � � ' �� �� ��� � �� � � � � � , ; ,�_ . Mov Cap_-1 Maneuver 1360 -; 1196 384 386 704 345 370 822 i' Mov Cap-2 Maneuver - - - - - - 384 386 - 345 370 - �.�Stage�1� � � - � 678�,: �642 .�' ,i-��.719���� 651 �� Stage 2 - - � - - - � - 692 651 - 613 621 � � � � , ������� �� ���. �� �1 r .. � 08Ch�` ����,��EB � �pp��.� � � � ����f��1B� -�� B HCM Control DelaY,s � � ��0 1 1 . � , � -141 9:4: HCM LOS �_.... B, �A �9�r�"o���e�'I�alo�r��V(Ym.. n BL�_E EB` EBT �aWB r1NBT��IU�IBR�B�° _.. .M �� . .. , ,. �� , Ca aci veh/h � � 492 1360�- ��= ������ �- �1196� ��' �= � 822 �� � � � vp �Y� ) ..�. x � �m HCM Lane V/C Ratio 0.195 - - - 0.03 - - 0.003 ���. , , N�M Control DelaY(s) 14.1�� ���,� 0�� � ���8.1 _ ��0 ; 9:4����. HCM Lane LOS B A� - - A A - A � � � � � � HCM 95th�%tile Q(�ieh)� 0 7 -,. 0 .� - 0.1 � ��.0� � Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 400: Excelsior Ave & Veterans Way 2030 No-Build PM Peak Hour Conditions `R'�;'�'.'"k"r.^,,s�. "�-"���*-.�"�, 7�,��" e�" � ' ��'�r . �� "' � a, "'"��� `t� �"�{sz�c �f� '�`�' s'°�'�S �h'"��'9 In eX�SBG�IQnx �„����%`k%��sw���''�,s.:"��e� ,.w"i ����r���'�`va�`�������������� �' ��f���u�z-�m. ��'�'r�����s��'� rP2�>��c���a§���5����= Intersection Delay,slveh 11.2 Intersection LOS !B .,'oue���t�� ���{�����.���EBL � '�BT�'��EBR�BL�WBT��WBR����NB���� N�Tr,���NBR� � ",'�'�" �SBL , S�T �SBI� Lane Configurations � �„ ,�, �, Traffic Vol,vehfh�� � 281 � � � 55 � �� ��0 0 � 48 � � 34 ��� 2 ��� �2 � �0���� �53 � 0 ����192� Future Vol,veh/h 281 b5 0 0 48 � 34 2 � 2 0 53 0 192 ,� _ _ . _ _ m.m ,.. Peak�Hour Facfor�. � „ 0.91 0:91� ��� �Q:91 0.91 .� ��0.91 + 0.91 � 0.91 `�� ..0:91 : 0.9���:� 0:91 0.91 0.91� Heavy Vehicles, % �1 0 0 0 5 0 0 0 0� 3 0 2 N1�mt Flow ' 309 �60 � `` �0 ; � ; � 0 �� 53 � �, � �37 '�� 2 2 �� � ` 0 � 58�� b;� � 211� Number of Lanes �0 1 0 0 1 0 0 1 0� 0 1 0 � � �$pp oactt�g � ��µ� .��r��`�������EB�`.�il: �;��� - B ��`;��8��� � S6 �� � Opposing Approach WB EB SB NB Opposing Lanes, ��,' � '1 �. . �. 1 Conflicting Approach Left SB � NB � EB WB Confl'icting Lanes Left � 1� � 1�� � 1 _ � � �� � � Conflicting Approach Right NB � SB WB EB � � Gonflicting Lanes Right �1� � � 1 ���� 1-� � �1� �� HCM Control Delay 12.6 8.6 8.6 10.2 � _��. �.._� �,. , B_ � ,q A �B , . A. ,. _ HCM LO$ � : � � � , � . M , � � ��� �� ,� ���� � � ���� �� ��� � �� ��r�e._ .,;� ,. � �.�������NBI.�'�,�EBL�%����:�,sBl.�n��'��BLn�� �� �����„�:���������� u�� ��� ,�.. . �r� �s Vol Left, % 50% 84% 0% 22°/a _ � �,.. . Vol Thi'U,°lo �� 50%�. � 16%���� �59% . � ��_�0°l0�� �� Vol Right, % 0% 0% 41% 78% �� �� Sign Control Stop „ Stop , Stop Stop Traffc Vol by Lane 4 336 82 246 LT Vol � � � ����2 � �281� � 0 � � �53 '�� _ � ���, Through Vol �2 55 48 0 RT Uol .� ��'0 -�; 0` � r�34 � 192� � Lane Flow Rate 4 369 90 269 � � Geometry Grp 1 1 1. . ,1 . �..�..,��. .a.v _ _ . . _ Degree of Util(X) 0.007 0.496 0.121 0.347 Departure;Headway(Hd). ;; 5 484 4.838, 4 84, 4:642 Convergence,Y/N Yes Yes Yes Yes Ca� ,�.- �� _ � 646 � :;742 � ��33 � . ,�770�� � � Service Time 3.572 2.897 2.917 2.696 . .._ HCM Lane',V/C Ratio. 0 006 0:497 0.123 0:349 , _ , , � . _ _ . � _ _� HCM Control Delay 8.6 12.6 8.6 10.2 HCM Lane LOS-� �� � �q; ���8 �- � ���A: � ; ��� - � HCM 95th-tile Q �0 2.8 0.4 1.6 Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2030 No-Build PM Peak Hour Conditions �'�` --r �I► f` � � � I l"` �'*` ,� '� �n�Gr up�����`�� �"���EB��,`����BT���EBR����.��,'�1!`BL�����11�T".�����UI�B� ��NBL�„���'��8�'�� NB `��SBL����'SBT��SBft Lane Configurations '� �'�, �j ��, � ,� Traffic Volume(vph) 42 1224 � , 15 �� ��175 ;1035 '��152� � � 13 �, �66�� 238� �99 � 55 55 Future Vo�ume(vph) 42 1224 15 175 1035 152 13 66 238 99 55 55 Satd.Flow(prot) 1728 3448 0 1728 3389 0 0 1632 , 0 0 1705 ;Q Fit Permitted 0.950 0.9b0 0.984 0.543 Satd Flow(Perm) ` , 1728 3448 0 1728 3389. , 0 0 ' 1608 ', 0', 0 948 ;Q 3atd.Flow(RTOR) 1 14 99 16 Gonfl Peds.(#/hr) 3 ' !3 � _ ; N - _. . � �, � : �.�>_ 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 HeavyVe�h��les(°lo)_ � 1% � " �1% �1�% � �-1%�.� �° 1% '' 1% 1% �'< 1% ''. 1%��: � 1%� � 1% 1"Ioi _ __ , . ,,.: Shared Lane Traffc(%) Lane Group Flow(vph) 44 1304 0 184 1249 0 0 ; 334 ', � . 0 '0 220 0 � � �.� Turn Type _ Prot NA Prot NA �Perm NA pm+pt NA P�otectedPhases � � �5 2 � �, 1.� ; 6 �� 4 : � 3� � �g � .,_ � �..� � � �., �. � Permitted Phases 4 8 Total Split(s) �� 20:0� �62.0 � 20 0 � .���:62.0 ;� � �� 35.0 ' ' �35.0 ����� 23.0���. � �58.0 Total Lost Time(s) 5A 5A 6.0 5A 5.0 5A � Act Effct Green(§); 10:6 5Q,8 15 3 59.1 39.4, 39.4 Actuated g/C Ratio 0.09 0.42 0.13 0.49 0.33 0.33 vLc Ra�o ; 0 29 0.90 0 84 ':0 75 0.57 ; 0.69 Control Delay 62.4 43.0 85.2 30.9 27.1 45.4 Queue Delay� � � � 0;0 � .Q.0' �0.0 ,��` OA � ; ��0.0 �: „ 0:0 � Totai Delay 62.4 43.0 85.2 30.9 27.1 45.4 LQS � _ ���� �E � � � � �F . � ` � C �� � D Approach Delay 43J 37.9 27.1 45.4 Approach LOS ; D D C R Queue Length 50th(ft) 34 487 148 418 157 145 Queue-Length 95th(ft) 79 #738 #330 ;634 256 246 Internal Link Dist(ft) 668 783 � 627 280 ,�. m . . fTurn Bay Length(it� �� � 100� = 100 � Base Capacity(vph) 219 1659 219 1709 600 432 �..� . _ Staruat�on�;Cap Retlucfn� - ' 0 � �0� � �;�;�0� �;0 � 0 '��� 0 �� Spillback Cap Reductn 0 �0 0 0 � 0 0 � Storage Cap Reductn,�� � � 0 :� °0�� � ����'�0 � ��'�, �0 ��� � �0� �� ° �:0 � Reduced v%c Ratio J 0.20 0.79 0.84 0.73 0.56 0.51 � � ��te�se��4n��.u►�C�a�Y" ��"�. : �� � , � a< . �. � �$ � f ��. ��,. �:�: 3 ��.. _ ry w ,.� .� �.�, _� � .. � � A_w ����. ��'�,.�«�������� �`���_� �� � Cycle Length: 140 � Actuated Cycle Length 120[8��, Control Type:Actuated-Uncoordinated Maximum�/c Ratio:0 90 Intersection Signal Delay:39.6 � Intersection LOS:D � � Intersection Capacity Ut�lization 105.7°la ICU Level of 5eniice G Analysis Period(min)15 # 95th percentile volume exceetls capacity,;queue may be longer: ; Queue shown is maximum after two cycles. � � � Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 �@ 1 -'�'i�2 ,"����04 �l33 r . _� . � �; . ,�„� .. :�,..�' `` y. +�1- �05 06 ��`�08 �=:„� Lanes, Volumes, Timings 100: East Ave & Excelsior Ave 2030 Build Condition PM Peak Hour :�` �„ -�► ,�.' '�-' '� � I �` � �,, ,r� ���,�p�����_.� ,�� w����T���� �:�����`N_.,.��-����t� BT����.UVBR���"BL����NBT�«����NBFt�����SBL�����SBT�� SBRj Lane,Grbu EB�� E�.,.... EBR..� B ...M����_��.�> . Lane Configurations �j '�i � '�, � � Traffic Volume(uph) 62 �435 �.� -39 '�151 �i 314, '�� 34 � 18 � 74 �� 173�� 41� 114�� � 43 Future Volume(vph) 62 435 �39 151 314 34 18 74 � 173 41 114 43 Satd.Flow(prot) ; 1745 1794 ' 0 , 1678 1855 0 0 , 1843 0! 0 2048 A Fit Permitted 0.471 0.346 0.974 0.893 Satd FIoW(perm)! 865 1794 ; 0 ;609 1855 0 ' 0 ; 1800 ', 0' 0 1843 'Q Satd.Flow(RTOR) 9 11 104 15 Confl Peds (#%hrj;; ' 3 3 1 9 9 1; 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 HeBVy Uehicle3(%) - 0% 1% ��� '0%� ;4% �1%o" ��0% �' ,�0% '�� 1% � 0% 0%' 1�% �0%; Shared Lane Traffic(%) ����� Lane Group Flow(iiph) 65 499 0 159 367" ' 0 0 279 0 0, 208 ;0 Tum Type Perm NA Perm NA Perm NA Perm NA Protected'�Phases,;� � ���2� � � 6 � � 8 �� � 4 Permitted Phases �2 6 8 4 � Totai Split(s) 60:0 60.0 60.0 60.0 30.0 ; 30A . 30.0 30.0 Total Lost Time(s) 5.0 5A 5.0 5A 5.0 5.0 Act Effct Green(s) 30.;0 30.0 30.0 30.0 ` % 25:0 ; 25.0 Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.38 0.38 vlc Rat�a �� � �0.1�6 � 0.60�� � � =0 57�� ��0 43�� �� 0.37� �� � 0.29 � Gontrol Delay 11.6 16.5 22.5 13.3 10.4 14.2 Queue Delay ����� 0:0 . � QA � � � 0.0� �:.OA ; 0.0 ���- � � � 0.0 �. . � Total Delay 11.6 16.5 22.5 �13.3 10.4 14.2 , LOS B i B C B ' B ; ..B ': � __ � � Approach Delay 16.0 16.1 10.4 14.2 Approach LOS ��,. �B ' � B � B������, . � B . Queue Length 50th(ft) 14 136 �43 89 46 51 , . _�._. �. . . Queue Length 95th(ft) 36 225 #107 151 ' 97 ' 96 '; Internal Link Dist(ft) 378 594 511 433 ,.� � � 'furn Bay Length(ft) ?0 125 , Base Capacity(vph) 731 1519 615 1571 � 756 718 �� Starvation�;Cap Reductn � � � � ���0 0 �� � � 0 � � �0� ' 0� Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 ° `0 0 0 0 Reduced v/c Ratio 0.09 0.33 0.31 0,23 0.37 0.29� �. �e se,ctio Su mar 3 ����€�����. � � � � � �,.���`������� ���� ��, ��� ��.�a� ,� ��. _�y��°:� �., :��,�� f�����-�_ �����,�� n A w.. �.Y . . , � Cycle Length:90 Actuated Cycle Length;65 �� �� Control Type:Actuated-Uncoordinated Maximum:.V/c Ratio':.0.60 ` . ._. Intersection Signal�Delay: 14.8 � Intersection LOS:B � � � Intersection Capacity U6lizat�on 85.0'% ICU Level of Seruice E Analysis Period(min) 15 � ��� � � � � # ' 95th percentile`volume exceeds capacity;gueue may be Ionger_. ; Queue shown is maximum after two cycles. Splits and Phases: 100: East Ave&Excelsior Ave ,.4.4 -`=�mz �°�`�4 � � � 5.ii c i.,i.' i: T .3.y� .. ........, � 06 2��08 �� HCM 6th AWSC 200: Excelsior Ave & Marion Ave 2030 Buiid Condition PM Peak Hour �N "�- "�-^�� �:;.��.�,^ss"�.�a"��,`�'�".�rr �,,� "'��;�� .: �'y�i �� �, �°� ,�. � �`�''.�a u���'�,n�"`:� '�' � � `��� �IIt(:�.Se4'„�IO�I,a�,��:�.�� �'���'�°�lM,�"�.���'`��-�'�������"��,���,�����"��'�����a�����z���`.������: ,.;�,. �,`�"����'���'��"�,������ ��,,��r�`��`�����,��'�����'� Intersection Delay,s/veh 53.5 Intersection LOS F ���� � �louemer�t `�����K��� EB � ,EBT ,��EB � BL� U(1 BTr�� B ���" B ���:� BR��' �B�� SBT��"�'`�SB� �� ��� R��W ���m, ����� ��(8�.���;N .��� �1 .�����. .����� R � . Lane Configurations ,� � ,�, � m,. _� �., Traffic Vol,�veh/h �� � �- ,282 � 309 � �40 � 9 217�� ��� 69 ; � 22 ���� �13 �� 27� � �71� � � �9 � 202 Future Vol,veh%h 282 309 �40 9 217 69 22 13 27� 79 9 202 Peak Hou�F'actor 0.92 0;92 0.92 0.92 0.92 ; 0 92 0.92 ' 0.92 ; 0.92' 0.92 0.92 0.92 _ � ... � � � _w . .1�� Heavy Vehicles,% 0 2 0 0 3 0 0 0 0 0 0 0 Mvmt Flow ; 307 336 :43 10 . 236 , 75 ' 24 14 ' 29 77 10 220 Number of Lanes 0 � 1 0 0 1 0 0 1 0 0 1 0 � .. � �pp.�oac n; �y � ��.4 �.� �;�EB_., '�� ��������W���� ����� "�������'���,`����o� ����� ��� � � � Opposing Approach WB EB � SB NB Qpposing!Lanes '1 1 1 1; Conflicting Approach Left SB NB . EB WB ,Fl_, Conflicting Lanes Left� �� �1_� � i �1 „ 1 ������ , � 1�'� � Conflicting Approach Right NB SB WB EB Conflicting Lanes Right � � ���1� � ��� 1 � 1 ��1��� HCM Control Delay 91.1 16.6 11.8 17 HCM LOS��. ,. , ,F ,� �� B ; ����� , � : `�1.,�. , ` �' �� "� .� �" ���°� ,�� � - �� �: ����`��r.a r��,��'�"^����~��'�'� n.. , . � , . .,�_ ;��,� �NB�r�T�EB,�:nA1��W�Ln1F, SBL�a���� ���� ;��� �,� n.�� :��������.���x ..,�� Vol Left,% 35% 45% 3% 25% Vol Thru;%� 21"% 49%� � 74% 3% ��� Vol Right, % 44%0 6%a 23% �72°l0 Sign Control Sfop Stop Stop Stop Traffic Voi�by Lane� 62 631 �295 282 � � � _ . _ LT VoC � � 22 282 � ':�9 � �71� � . . . . Through Vol 13 309 217 9 � . _. , RT Vol � ; � � 27 40 ����69 202 � Lane Flow Rate 67 686 321 �307 �_., _. . Geometry Grp. � . - . � , 1 : 1 � � � _ � , �,_ � � .�� Degree of Util(X) 0.135 1.104 0.542 0.536 r.. _ ,�a � . D"epartqre Heatlway(Hd)� �� 7.654 5 79? �6.347 �6;609� _ Convergence,Y/N Yes Yes Yes �Yes Cap � � �471 �� �624 571 :�� °549 � Service Time 5.654 3.865 4.347 4.609 HGM Lane V/G Rafio 0.142 1:099 0.562 0:559 ' ` ,���. , _.:,�, � �. . � . . , � : � ,� ; .a. � � �. HCM Gontrol Delay 11.8 91.1 16.6 � 17 HCM Lane�LOS � �B � ��,F� �� �°':C � ��C � HCM 95th-tile Q � 0.5 20.4 3.2 3.2 Excelsior Park Traffic Study Synchro 10 Report HCM 6th TWSC 300: Excelsior Spring Ave/Loughberry Rd South & Excelsior Ave 2030 Build Condition PM Peak Hour �n�ers�ec�ion `�'r��,�� � ��, �- , ��� s� � ��� �"� � s u .':�: `�,� � ' � '��`�`��� � �. .�...,_<,, � .,.�^�"�ss��s'�Z .,..�'� _` �":�����`��• ,�?,`��e,�,'•:,r�,� °�E�, � �'�,��<r�t z,�±3.����.�. �,,;, ��`�`�a_ . � �.s�' . _ .�;,:'� .�� �''a`�,..�...� Int Delay,slveh 2.3 �N�nue�f inel�t�����s� ��=EBL� EB���' m �&�� �� ��W��R,���NB. ���8����NB�.x SBL�SB�1` SBR���� ���. �L� � � �_ .�� ..�,.�EBR��V.�BL��WBT,� �-"� ������, �3, ,���� �� Lane Configurations �r c� � � Traffc Uolt veh/h ; 0 34;0 64 39 250 ; 0 ' 46 1 50 0 0 ' 2 Future Vol,veh%h 0 340 64 39 250 0 � 46 1 50 0 0 2 �Conflicting�Peds,#lhr � �:�1 "��� 0 0, � : 0 ` 0,,�'� _1 ��.' 0 � �� 0 : ������:1 � 0 0�; � 1 Sign Control Free Free Free Free Free Free �Stop Stop Stop Stop Stop, Stop RT Channelizetl� �� - �None'� � �- None � - None� ' - - �;None '��� .� .� �_ , � Storage Length - - - - - - - - - - - - Veh m Median Storage,#.� -�� �0 � � 0 ' , - � � 0 �� � 0��� Grade,% � � ��� - 0 - - 0 - - 0 - - 0 - � Peak Hou�Factor � �� ��� 95 � 95 � 95 �95 ; '95� 95 � ;�95 �95 � 9,5 �95�� � ��95�; �95� �� _ Heavy Vehicles, % 0 1 0 0 2 0 0 0 0 0 0 0 , _ _�,_ , Mvmt Flow�.� ��0 358 � 67` .- 41� '�� 263� 0 � 48 .� 1� , 53 � 0 ���0�� � 2 : �Ia�orlMmar�_ '�`� a orT '�"Ma a������ �ar� � ��� ��`�__�+l.1....��.. �����g 1 � ��������M n .��.�: ����w�: �nor2,� � .�� ��� „ � e � e n __ � . _ x Conflicting Flow All 264 0 0 425 0 0 739 738 393 766 771 265 -Sfage 1 .����� � - 392 392� �� � 346�� 346�_ � Stage 2 - - - - - - 347 346 - 420 425 - C�iticai Hduvy�� � 4�:1 � �4.1� �� � �;71� .�6 5 , 6.2 7.1��� �6.5��;���62� '�' Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Gnfical Hdwy Sfg 2 � �� .�:61���� 5.5 � ��6.1�� � �5.5 �- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 �4 3.3 3.5� 4 3.3 � Pot Cap-1;Maneuver 1312 - -; 1145 ' - 336 348 660 322' 333 ' 779 ' Stage 1 - - - - - - 637 610 - 674 639 - ���� Stage 2 � �; - -- � 673�-� 639 - �� �= �615� 590 .' - . . Platoon blocked,% - - - - M��Cap 1,Maneuver �131,1`� � -'�1145. ''�� �,�324 3�3 659 � 286!� 3�19 '�� 778 '�� Mov Cap-2 Maneuver - - - - - - 324 333 - 286 319 - _ , _. . ,..e . .._.� ._.�. . . ' �Stage 1 �;iii� - _ - . 637 -610 �: �=� 673��: 612 "� � _ Stage 2 - - - - - - 642 612 - 564 590 - � ���� � �pp�oac��., �. .�EB w , - . k w r � , � , �_ � � ,�_ � e �� . � . ,,. � .,, u. �r � � .v , . HCM Control Delay;s ,���0 � ; �1.1� �;� �� � � � ���5 7 9 6 i � HCM LOS C A ��r:�r�anelm��`alo;�:��_.. 9 � B._� EB� EB,T��EB„�; �SL �,�BJ-n�1' � , � � . �_ � r = �. �. ,� �x,. P . . : e� � _�,_ _ � _�� �.�. �.. . �, � Capacity�(�ehlh)��:�,��� � ��439�� 1311�� : ����1145 �:� ��778�� �� � _ ; r . <. � , �...t �,.. .: HCM L.ane V%G Ratio 0.233 - - - 0.036 - - 0.003 H�CM Control Delay(s) � � �15.7�� � 0��'� '8 3�� � �= 0 � ��9.6;� HGM Lane LOS C A - - A A - A HGM 95th%tile�Q(Veh) 0.9� 0 � - �'<0.1, � � 0��� � Excelsior Park Traffic Study Synchro 10 Report HCM 6th AWSC 400: Excelsior Ave & Veterans Way 2030 Build Condition PM Peak Hour `v�� � � ��s �. ��' ��",, q" � � �:. �� t ��°' � ,�,�� �m � s��'„�� � � Ifl�(:(SeG OCl��,4_�:������������� �����'���'�°�,��; �� ^�z�,������." � ���� �'��"��'�������.�� ������';��'�����` ��"���'������, . �:,_ Intersection Delay,s/veh 14.7 Intersection LOS ,B ��Us,�e�tt,'�,.�,�.��`��������EBL���EB��EBR���I�IBL�� ST���WBR-�g��BL���N��`'�BrR�_ Sg.`���SBT��a�SB�� _ , . � ��a� , � .��. Lane Configurations � � � � Traffic�ol,veh/fi , 281 109 ' 0 ' ; 0 95 . 92 2 ' 2 0: 120 0 192 Future Vol,veh/h 281 109 0 0 95 92 2 � 2 � 0 120 0 192 e. , ,. _ .. _ � ._ a F .. . _. Peak�Hour Factor'. 0.91 � 0:9;1 0.91 0.91 0.9�1 0.91 ��, 0.91 = 0.91 ���� ��0.9�1� � 0.91 0.91 0.91� Heavy Vehicies,% 1 0 � 0 0 5 0 0 0 0 3 0 �2 �,.., . M _ _� � �_.�m Mumt Flow ; 309 120 0 0 , 104 1�01 2 2 0` 132. Q 211 Number of Lanes 0 1 0 0 � 1 � 0 0 1 0 0 1 0 ������������ �� �� = �� � � � ����-� � '�am:��^����s ' �+, 2� b - �v��r., �. ti' �� �"`��� �, � . ` �pproacr�������� �n E.B�� ,w. . °' .�+,:,���'������8 ;;�. �'��[�8�������. .."���5����'�� � ���..�. .� . ��__._.,��ti�,����`�,�.��� Opposing Approach WB EB SB NB QQposm���Lanes�� 1 � �� '1' ; ' �. � Conflicting Approach Left SB NB EB WB Conflicting Lanes Left� �� � �������. 1 � :` - 1� � Conflicting Approach Right� NB SB WB EB . _ . _ M � Confiicting�anes�Right� �:� �. e ��� � , � � � � � �� �� �� � � HCM Control Delay 17.4 10.7 9.5 13.8 HCM LOS� � C� �� ' � B ; !' q ��, �. B �.. �� �;�� �� .� �n r..`�"�, `�����r � �� ~�" � �- � � � � Lane. ����;, , .,� �����:��"�'��Ng�����EBL�i� B�n"I SBLr��'����� �:���� � ����'�., ��. �. ..� �.� . � _� � ��� ,�u � `;���`� �� � ��� ��� � c� ��������� Vol Left, % 50% 72% 0% 38% UolTh[Ui% 50% - 28% �� .�51%0 ��� 0% � Vol Right, % 0% 0% 49% 62% Sign Gontrol - Stop Stop , Stop Stop ,' ; Traffic Vol by Lane� 4 390 187 �312 LT Uol �; ��2 � 281� . �����0 �120 �� �. Through Vol 2 109 95 � 0 RT Vol �.' 0� � ����� 0� ��; 9,2�;, ��192 � ;. Lane Flow Rate 4 429 205 343 Geometry�Grp���: � �-1 � � 1 ' �� .1�, � 1 � Degree of Util(X) 0.008 0.638 0.304 0.508 _., _. . r. � . Departure Headway(Hd) ; j 6.374 5.36 5 33 5:339 Convergence,Y%N Yes Yes Yes Yes , _ Cap = : 559 673 674 675 : �m.,. �..: Service Time 4.441 3.395 3.372 3.379 H,CM Lane�U/C Ratio, � r� � 0.007 0:637 �" 0.304 ���0.508 ��� HCM Control Delay 9.5 17.4 10.7 13.8 HCM Lane�LOS . .,. �A �C � �B ,� ;� B: � � HCM 95th-tile Q 0 4.6 �1.3 2.9 Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2030 Build Condition PM Peak Hour � -� '"`t fr � � � I � �*" t "'� �a�e Group��� �:�"@���q�'���'�EBL����EB�,� BE R�� �WB���WB �`� � � ��� ���,.`�"�.�`����� �� '�-�z} �'� x � ��� WBL� ,� �y, MR����,BL�,� �1B, ����NB�� SBL �SBT� �`�SB�2 Lane Configurations '� �"� � ��, � �, Traffic Volume(vph) 42 1224 i 21 236 !1035 152> : 18 66 291' 99 _55 55 Future Volume(vph) 42 1224 21 236 1035 152 18 66 291 99 56 55 Satd Flow(prot) ; 1728 3445 0 1728 3389 ' 0 0 ; 1624; 0 0 1705 .0 Flt Permitted 0.950 0.950 0.979 0.508 Satd Fiow(perm); 1728 3445 0 1728 ;3389 , 0 0 : 1593 " 0 0 887 '0` Satd.Flow(RTOR) 1 14 114 15 Confl Peds (#%hr) 3 ': 3 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 Hesvy Veh�cles(%4) � 1��%0 � 1% „� 11% ��.1% '� ����1�%� � � 1%� 1°l0 ��� � 1% �� 1%'��� � �1°lo ' �1% `1%' Shared Lane Tra�c(%) � � � � ����� Lane Group Flow(�ph) � ��, 44� 1�310 � �'� :0 �'248�� ��'�1249 , '���� - �0� .���� �. 0 ���� 394 ��� ��0���� �'0 � 2�20 �0� __ ., ._ . . _. �. , _- � �.x �_< N Turn Type Prot NA Prot NA Perm NA pm+ t NA p Protectetl'�;Phases�� � � ���5 � 2 ; � 1 � 6 ` � 4 ���3 � � 8 � . .�. PermittedPhases � 4� � g � �� ����� TotalSplit(s) , 20;0 62.0 20:0 !62.0 ' 35.0 35:0 23.0 58.0 4 .. . �„ . � � �_,d _ � �..... .. ., :� � �_.. _, �: � Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green(s) � 10:7�� 52.1 - 15.3� ,60.6 �;. 43.4 � �� 43.4 � Actuated g/C Ratio 0.08 0.41 0.12 0.48 0.34 0.34 _, e.. a.. v/c Rat�o ' � 0.30 � 0.92� 1;19 �0.76 � 0.63� 0.70. Control Delay 65.1 47.3 168.9 33.4 29.0 46.4 Queue Delay 0:0 0.0 0:0 , 0.0 0:0 0.0 Total Delay 65.1 47.3 168.9 33.4 29A �� 46.4 � ��� LOS�:� � �E ���D � ��, F�: ; C � � C � D Approach Delay 47.9 55.8 29.0 46.4 Approach�LOS � � � �R� . ��� � E� '�: � � � ��� p � � _ Queue Length 50th(ft) 38 566 �281 488 203 153 Queue Length 95tfi(ft)� �� � �79 #745 = � #469.�� �634� � � 3'14��� �� � 254� Internal Link Dist(ft) 668 783 627 280 � Tum Bay Length(ft) 100 100 e,. � _,� � � � � Base Capacity(vph) 209 1589 209 1650 632 388 Sfarvation Cap�Reductn 0 � ��0 �� 0 . � 0 � 0 ���; � �0� � Spillback Cap Reductn 0 0 0 0 0 0 Sforage Cap Reductn�� � �� 0 � , �0� � � �� 0" �� �0�, ��� 0 ` ��0 Reduced v/c Ratio 0.21 0.82 1.19 0.76 0.62 0.57 �n�e�„'secfion��S�lm a��y��������:��� �:� � � � . � � . ���� ��"'`��"��`�,�� ��K��„ �.. �;�: �. �� � ����.�-;�. �.,^���� ���� Cycle Lengfh: 140 Actuated Cycle Lerigth:126.1� Control Type:Actuated-Uncoordinated Maximum.v/c Rat�o;1:19 � . .�,_ : _.. . � �.-, _, . � �.. -, . � �. �� : ., �. � � . � � .:. �� Intersection Signal Delay:49.1 Intersection LOS:D Intersection Capacity Utilizat�on 109:2% , ICU Level of Service H Analysis Period(min) 15 �� � �� �� � Uolume exceeds capacity,queue is theore6cally infn�te. Queue shown is maximum after two cycles. , . r #`��95tti�pe�eentile-volume exceetls capacity;�queue may be longer. �;�� Queue shown is maximum after two cycles. Excelsior Park Tra�c Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2030 Build Condition PM Peak Hour Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 � �01 �te3� '' �14 �3 ��;. _. . � s��� . � _ � . .;;.; +M— ��3�- 06� +�`�$� a . w � � � r � 4v.,t. � .. . �, a ° ts. F,� ..� Excelsior Park Traffic 5tudy Synchro 10 Report Lanes, Volumes, Timings 200: Excelsior Ave & Marion Ave 2030 Build Condition PM Peak Hour(with Improvements) �''�` ---F "� #`. .�- '�: l 1 �` Y" ,�, "'F'� Lane�Group��������,�.: ���`��EB.L��EBT '�� ��° :� ��,a �����" �.r �� .� ��j ��� -� ���. ,.��;�;EBR=r�WBL����INB����WBR��,��,NBL,� �I�B'T���BF���"SBL�����BT�����BR Lane Configurations � � �, ,�, Traffic Volume(�ph) 282 309 ': 40 , 9 217 69 22 i 13' 27 71 9 202 Future Volume(vph) 282 309 40 9 217 69 22 13 27 71 9 202 Satd Fiow(prot) ' �� : 0 1944 0 � ��� 0`�� 1902 ������ 0 ! �0 : 1915�����. 0 � �� � 0� .1831 ����Q Flt Permitted � 0.724 0.980 � � 0.794 � � 0.893 Sattl Flow(perm) , 0 1436 0 - 0 1868 ', 0 '; 0 1547 ' 0 0 1654 0 Satd Flow(�TOR) g �. , �� � � 29 � � � .� 130 ,Confl.Petls..#/hr) �4 � �� 1�� �� �. 1� 4� � � 1���� � 1� � ��2 � x_�� Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 , �, �. ,�. , . _.. _ ,. , w .e Hea�y Vehicles(%) 0% 2% 0% 0% ` 3% " 0% ' 0% 0% 0°l0'• 0% 0% 0%' � _ � , . . � �t_: Shared Lane Traffic(%) ,Lane Group Fiow(vph) ! `0 686 0 0 321 0 ' 0 67 0` 0 307 0 �. _. _: �. Tum Type Perm �NA Perm NA � Perm NA Perm NA Protected Phases� : �� 2 �6 ���� ��`g ! � � q � ____<.._ _.. � � �� �� � Permitted Phases 2 6 8 4 Total Split(s) ; 65.0 65.0 65.0„ 65.0 I ;; 25A 25A 25.0 25.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 Act Effct Green(s)��- �� � �39.0 , �� 39.0` �= ��� � 13.5 ' � �13 5 � _ _ � .. _� , _ Actuated g/C Ratio 0.62 0.62 0 21 0.21 � u%Ratio ;". �� 0.�77 �0.27� ' � 019��� 0.67 � n _�� �� �;: Control Delay 15.8 5.5 � � 17.1 22.7 Queue Delay� 0.6. ��� 0.0 � � ,0.0���- 0.0 �.� � � � � �� . ;: ,. �_ Total Delay 16.4 5.5 17.1 22J LOS 'B , q ° g ; �, ApproachyDelay 16.4 � 5.5 � � 17.1 � 22.7 ����� Approach�LOS� �! ���B , �� q�� ���i g , � Queue Length 50th(ft) 144 37 10 51 Queue�Length95fh.(ft) �. �� �356� �, ��.91,�� ;� 52 ; � � �-180 w... � - . � � _.� : Internal Link Dist(ft) 594 1823 127 377 Turn Bay Lengtli(ft) r _ _ � .� � � �� �. _ .: . �� �� � ; Base Capacity(vph) 1299 � 1692 536 639 n.� � ..n_A a _� �, Starvation�;Cap Reauctn ��� � 277 �0 ��� 0 �" 0�� � ..,. , � � _ � ��� Spiliback Cap Reductn 0 0 0 0 SEo�age Cap�Reductn;, � �� � 0 p � ��; � p � p � �ao �� � � � � ,�: Reduced v/c Ratio 0.67 0.19 0.13 0.48 l.ris�teG�sec n S�mmar�.��n�,��������# � � _���� ��m � � Cycle Length:90 Actuated Cycle Length 63 „ � � Control Type:Actuated-Uncoordinated � � �� � � � � � � ��� Maximum v/c Ratio:0.77 ` Intersection Signal Delay: 15.3 � � � � Intersection LOS:B � � � � , �r,. � . . � , Intersection Capacity Ut�lizat�on 91 9°l0 1CU Levei of Service F Analysis Period(min)15 Splits and Phases: 200:Excelsior Ave&Marion Ave ��2 �&'�'04 � _.� N.�_�.� � �. � +�F-. ' , x. z�� �� � ��} 1 PJS Excelsior Park Traffic Study Synchro 10 Report Lanes, Volumes, Timings 500: Veterans Way/Gick Rd & Route 50 2030 Build Condition PM Peak Hour(with Improvements) � -� �``t r� "�' �`= "'� I ��'''' � �► � �ane�G�t��n����`���������L��',����B�T �..:EB��W�L��WRT��WB � ��BL ��NBT�������SBL� �"�S T�'�� SR �i�'^v....� i M9�- �R��G'�,�z.�� Y� Lane Configurations � �'� � ��, � �r �„ Traffic Volume(uph) 42 1224 ; 21 236 1035 152 18 66 291 99 55 55 a , _. , .__.. � __ _�. �., ,_� � r,. . Future Volume v h �42 1224 21 236 1035 152� 18 66 291 99 55 55 � P ) Satd.Flow(prot) 1728 3445 :' 0 1728 ',3389 0 ' 0 1798 1546 0 1705 Q � _ � . _ Flt Permitted 0.950 0.950 0.921 � 0.806 Satd Flow(perm) 1728 344'S 0 1728 '3389 0 .! 0 1674 1�546 0 1407 0 , �_� � .. � �. Satd.Fiow(RTOR) 1 17 � � 306 13 Confl:Petls..(#/hr) 3 '3' e� _ � � � _. � � ��� � � � ,;.a� 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 HeavyVehicles(%� 1% 1% 1% 1% 1% 1% ' 1%o I �% 1% 1% 1% 1% . , � � __ � � � �. � :y Shared Lane Traffic(%) Lane Group Flow��(vpN)� ; � �44 � 1310 � � �; :0��� �'�.248 � .�124�9-�� 0 � �:��� �0 �� � 88. � 306�. 0 220` � ��0 � . ..._. _ w . , � _ . . � . � Turn Type Prot NA Prot NA � Perm NA Perm pm+pt NA Protected;Phases. �� ���5 ,� `"2 � . ����� 1� � 6 � � 4 �- � 3 ��8 �� Permitted Phases 4 4 8 Total Split(s) 15:0 63.0 30.0 78.0 ' 32.0 ': 32 0' 32A 15:0 47.0 � .. . � _ � � � ,. _��._ � : Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 Act Effct Green(s) 10.1 59:0 21.6 66.9 ' 28.6 ' 28 6 28.6 , _� - .. � � ,. � , : ��; � n . . ��. . � .... ; Actuated g%C Ratio 0.09 0.44 0.19 0.57 0.25 0.25 0.25 u/c Ratio: 0.29 0.8Z 0.78 0 65 0 21 0.50 0.62 � _. �. _. _ . � .� � � , Control Delay 59.9 37.2 63.6 19.6 39.3 7.3 47.3 Queue�Delay� � 0'.0� � 0.0 �;0.0� = �: 0:0 .�� ���� 0.0 �� � 0.0� � "O.Q � � z_� �__ '! Total Delay 59.9 37.2 63.6 19.6 � � 39.3 7.3 �� 47.3 LOS �� E� � � �D � � E� � � B ��� � �D � �A D. � Approach Delay _ � 37.9 26.9 � 14.5 � 47.3 Approach;L03 ? 'p � g ' p ` �; _ _�. !.; Queue Length 50th(ft) 32 460 179 327 55 0 146 .� �. .,, .._ Queue Length 95t1i(ft) ; 77 627 #322 454 ' 107= 73 245 w �� _ . _��_ :. �K� Internal Link Dist(ft) 668 783 627 280 Tarn Bay Length(ftj . 100 325, = 100' � ��� u,.. � . �� ��� � ���� � �;_: _��. . _ � Base Capacity(vph) 150 1737 375 2157 411 610 521 S�arvation'Cap Reductn ^� � �0�- ��0 �� ` 0 ;��,�0 ���0_��� � ��0 ' � � ��0 � � Spillback Cap Reductn 0 0 0 0 0 0� 0 �� �.� � a., �.. Storage Cap Reductn�� � ��" 0�� � �'0 � 0 � �.�� 0 � � ~ 0 �� �� 0���� � ��- 0� . .. � � ��� � ___ _� � Reduced v%c Ratio 0.29 0.75 0.66 0.58 � 0.21 0.50 0.42 �(1�S��IQ��C��N �a;.r�,�r������� �y'. �• -. ', :��� ,5� ������;����������'������ � � • Gycle Length: 140 Actuatetl Cycle Length 116.4 � . . Control Type:Actuated-Uncoordinated � � � � � � � �� � � � � � ���� � � � �� � ���' Maximum��v/c Ratio:0 87� ���: . w . .. . _... �_. ,_ � �� . ; - � ��, , . �. � � �� �t Intersection Signal Delay 31.1 � � � � Intersection LOS:C � � Intersection Capacity U6lizat�on 92.0% ICU Level of Service F _.���.. �� . � _ _, . _�. �._. �. _ . ��_. ��� � . . _ -� .: Analysis Period(min) 15 # ; 95th percentilg uolume exceetls capacity,queue may be longer.. ' � Queue shown is maximu _ � �°.� � � �� � . ' m after two cycies. Splits and Phases: 500:Veterans Way/Gick Rd&Route 50 �01 ��f 2 �74'�'t�4 �03 � �; � F-;, . , ��.� .-<x 'ti� �I--- �05 06 �";'�8 ���.�.. � � ��_ � �� �.,; TRAFFIC SIGNAL WARRANT SUMMARY Project: Excelsior Ave and Marion Ave Condition: 2020 Estimated Condition(w/recent development) location: Saretoga Springs,New York Date: October 5,2020 MajorStreet: ExcelsiorAve Lanes: 1 CriticalApproachSpeed: 30 mph Minor Street: Marion Ave Lanes: 1 Volume Level Criteria 1. Is the critical speed of major street traffic greater than 40 mph? No 2. Is the intersection in a built-up area of an isolated community with popuiation less than 10,000? No If either Question 1 or Question 2 is answered"Yes",then use the 70%volume level. Criteria used: 100% WARRANT 1-EIGHT HOUR VEHICULAR VOLUME Warrant 1 Satisfied: NO Warrant 1 is satisfied if EITHER Condition A OR Condition B is 100�satisfied. Warrant 1 is also satisfied if BOTH Condition A AND Condition B are satisfied to the 80�volume level. Condition 1A-Minimum Vehicular Volume Condition 1B-Interuption of Continuous Traffic Totai Satisfied Hours(8 required) (X indicates thai criteria is met for specified condition) (X indicates that criteria is met for specified condition) 4 0 2 Minimum Volume Criteria: 500 150 400 120 750 75 600 60 Condition Condition 80%for Start Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. 1A 18 Both Time Volume' Volume` 100% 100% 80°/a 80% 100% 100% 80% 80% Satisfied Satisfied Satisfied 12:00 AM - - - - - - - - - - - 1:00 AM - - - - - - - - - - - 2:00 AM - - - - - - - - - - - 3:00 AM - - _ _ _ _ _ _ _ _ _ 4:00 AM - - _ _ _ _ _ _ _ _ _ 5:00 AM - - - - - - - - - - - 6:00 AM 401 170 - X X X - X - X - - - 7:00 AM 427 176 - X X X - X - X - - - 8:00 AM 433 210 - X X X - X - X - - - 9:00 AM 383 180 - X - X - X - X - - - 10:00 AM 426 218 - X X X - X - X - - - 11:00 AM 492 237 - X X X - X - X - - - 12:00 PM 470 183 - X X X - X - X - - - 1:00 PM 534 227 X X X X - X - X i - - 2:00 PM 582 235 X X X X - X - X 1 - - 3:00 PM 607 249 X X X X - X X X i - i 4:00 PM 641 233 X X X X - X X X 1 - i 5:00 PM 439 206 - X X X - X - X - - _ 6:00 PM 316 110 - - - - - X - X - - - 7:00 PM - - - - - - - - - - - 8:00 PM - - - - - - - - - - - 9:00 PM - - - - - - - - - - - 10:00 PM - - _ _ _ _ _ _ _ _ _ 11:00 PM - - - - - - - - - - - 1 Major Street Volume is the totai combined volume of both mainline approaches. z Minor Street volumes is the highest single side street approach volume. WARRANT 2-FOUR HOUR VEHICULAR VOIUME Warrant 2 Satis�ed: NO Warrent is satisfied if four(4)or more hours satisfy the volume requirements depicted on the four hour warranting graph(see page 2). No.of Points Above Criteria Curve: 3 WARRANT 3-PEAK HOUR VEHICULAR VOLUME Warrant 3 Satisfied: NO Warrant is satisfied if any hour satisfy the volume requirements depicted on the peak hour warranting graph(see page 3),and ALL three of the following requirement are met. No.of Points Above Criteria Curve: 0 1. Total stopped time delay on Minor Street equals or exceeds 4 VHD(single lane)or 5 VHD(two lanes): n/a VHD Max. n/a 2. Volume on Minor Street equals or exceeds 100 vehicles(single lane)or 150 vehicles(two lanes): n/a 3. Total intersection volume serviced during the hour equals or exceeds 650 veh.(3-leg)or 800 veh.(4-leg or more): n/a Criteria Source:Manual on Uniform Traffic Control Devices,2009 Page 1 of 3 � � o C J � l� � C � � a! O '� o N o �+ m a '� oa � � � � s � � n. o y � m `o `o c � � o � � c � `o o� � o o-a O 1-3- F m � � � � � 0 0 � � 0 ' 1 ' __ � o _.. '' './ . � � f ' • � I ' f � �.... o � , _... _..... i d ` N _ � '. � i ° ', � o r o , _ _ _ � _ ; o � � . . � L� � , w.. � � • r ; > m / 0 3 �� / � o Q. f0� _ _ _ ;, o w � � , , � ,-� > � m � 0 N L � N a C d .�' /i 'C V) O O ° % o � �� _ _.. o O � 3 . _ � i o � __ % +-' p, j m � , I �. L � �'N � s � .F+ j C e � � � � O ......... O y� �' � Q w �._ ._.. . ..__. 0�0 Q O C.-: �l .~ _.._. .. .._... �...... i . �� � N f4 Q O � � N � � � � a��i 3 e � � � v � _ � _ , _...... _ o� � m y .> . / O � • / � c a� 0 0 U � � � o o c � O e1' , � � _ _ . _ � �.., �� � I � c� � U � � ' Z � U /' � N • / ♦ , L `� � ° � _ _ _ � � ! ' _ o � , �, I ♦ L O � ' y- � �� r c ___._.___ _.. '.� _�._.�_ � � _._._._ __ ..... �_ �_____. _�._._ ___.__.._._ o ♦ `r � 0 ' � � ♦' oo � ' ' ; � M � O O O O O O O p N p v V L � � ydn`y�eoadde au�n�on y6iH N ;aaa;g�ouiw •� � L U M 4— m O � `o M o � � � � v � � C L � � � p aC QI � � c c C J J m N W O O � � S`C J O O� C � �� � I-3 H W • � ' � � O O � q f oa _. � � _ � 1 / i � , �� / %1 � _ o . _._ � � t � � 1 � ; . t� ;' �f o _ _ � �� � / • � _ � __ � . o ._... . _. �, ��. i ��, '��. / lL . � . .�T ' / � m O ' l o a� t _ _ _ /........ / _ _ r�i '0 3 JC • � i � L `�° u'�i ^, � ; N'_ �✓ • ' ., C y 0 M � __I _ N d a c . .. . . . . � �- � � o '�„ E�o 3 � � � �. � � +' C. �a�i i _' �. � _ o � c., ,,� �p . �. R3 - '� � < � �/}t o 0 ; � O� c n M � / •-. ai c � � . ./...... _.. ... o tv w- (n m • O � t !F r � � __ _ o s` � �3 i � �. � �N � �• ♦ _ oo > O1�" �o � � . � '�. �.__ _ � � a-� uCi � O l � O � � ,� , / F- �S > v ' ' � __ _ g a�� �> _ � _ __ � °� a v I Z � � I I O .... �• �- �- ....... ... . .... ....... ... . o O � • �. � �'� � I �, u • � � � � o � _ _ � . , _. _. o +� , I ♦ ; c° � ;� O I ♦ ' C _. _ , __............ �o = ♦ �n c I II♦ O m �w ♦ o c o m 0 0 0 0 0 0 �� � b �/'1 '7 M N .-� � u � � 0 ydn`y�eo�dde auan�on y6iH N �o ;aa�;g�ouiw •� � � �L U TRAFFIC SIGNAL WARRANT SUMMARY Project: Excelsior Ave and Marion Ave Condition: 2030 Projected No-Build Conditions Location: Saratoga Springs,New York Date: October 5,2020 Major Street: Excelsior Ave Lanes: 1 Critical Approach Speed: 30 mph Minor Street: Marion Ave Lanes: 1 Volume Level Criteria � 1. Is the criticai speed of major street traffic greater than 40 mph? No 2. is the intersection in a buiit-up area of an isolated community with population less than 50,000? No If either Question 1 or Question 2 is answered"Yes",then use the 70%volume level. Criteria used: 100� WARRANT 1-EIGHT HOUR VEHICULAR VOLUME Warrant 15atisfied: NO Warrant 1 is satisfied if EITHER Condition A OR Condition B is 100%satisfied. Warrant 1 is also satisfied if BOTH Condition A AND Condition B are satisfied to the 80�volume level. Condition 1A-Minimum Vehicular Volume Condition 1 B-interuption of Continuous Traffic Total Satisfied Hours(8 required) (X indicates that criteria is met for specified condition) (X indica(es that criteria is met for specified condition) 6 1 4 Minimum Volume Criteria: 500 150 400 120 750 75 600 60 Condition Condition 80%for Start Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. 1A 1 B Both Time Volume' Volume` 100°/a 100% 80% 80% 100% 100% 80% 80% Satisfied Satisfied Satisfied 12:00 AM - - _ . _ _ _ _ _ _ _ 1:00 AM - - - - - - - - - - - 2:00 AM - - - - - - - - - - - 3:00 AM - - _ _ _ _ _ _ _ _ _ 4:00 AM - - _ _ _ _ _ _ _ _ _ 5:00 AM - - _ _ _ _ _ _ _ _ _ 6:00 AM 453 189 - X X X - X - X - - - 7:00 AM 483 195 - X X X - X - X - - - 8:00 AM 489 233 - X X X - X - X - - - 9:00 AM 433 200 - X X X - X - X - - - 10:00 AM 481 242 - X X X - X - X - - - 11:00 AM 556 263 X X X X - X - X i - - 12:00 PM 531 203 X X X X - X - X i - - 1:00 PM 603 252 X X X X - X X X i - 1 2:00 PM 658 261 X X X X - X X X 1 - 1 3:00 PM 686 276 X X X X - X X X i - 1 4:00 PM 842 276 X X X X X X X X 1 1 1 5:00 PM 496 229 - X X X - X - X - - - 6:00 PM 357 122 - - - X - X - X - - - 7:00 PM - - - - - - - - - - - 8:00 PM - - - - - - - - - - - 9:00 PM - - - - - - - - - - - 10:00 PM - - _ _ _ _ _ _ _ _ _ 11:00 PM - - - - - - - - - - - 'Major Street Volume is the total combined volume of both mainline approaches. Z Minor Street volumes is the highest singie side street approach volume. WARRANT 2-FOUR HOUR VEHICULAR VOLUME Warrant 2 Satisfied: YES Warrant is satisfied if four(4)or more hours satisfy the volume requirements depicted on the four hour warrenting graph(see page 2�. No.of Points Above Criteria Curve: S WARRANT 3-PEAK HOUR VEHICULAR VOLUME Warrant 3 Satisfied: YES Warrant is satisfied if any hour satisfy the volume requirements depicted on the peak hour warrenting greph(see page 3�,and ALL three of the following requirement are met. No.of Points Above Criteria Curve: 1 1. Total stopped time delay on Minor Street equals or exceeds 4 VHD(singie lane)or 5 VHD(two lanes�: 8.0 VHD Max. Yes 2. Volume on Minor Street equals or exceeds 100 vehicles(single lane)or 150 vehicies(two lanes): itT`^�sc Yes 3. Total intersection volume serviced during the hour equais or exceeds 650 veh.(3-leg)or 800 veh.(4-leg or more): Yes Criteria Source:Manual on Uniform Traffic Control Devices,2004 Page 1 of 3 d � `o m J � O � w � c aa O p N `o °� m N �� w w � � c c f6 t � � d � d d m `o o` c � � � m � o` `o� � a O H t3 m • � � � � 0 0 v " , � � � � _ ; � o ......... M ' :� ~ ♦' ', • ` � __../ � ,_. ..... . O Q� .__.. ...... _.... ...__ .. � .. � � � �� = � r 0 > _ _ � o L ' '" � c � / .., m � ./� 1 � m / 0 3 •� ' / o s c'�a•�' , . ;� o Q. N v� „� _ __ I.... _ o '_ , ° / '" y •� � � � d o � � �� / � c � , � o � �a • � O � 3 ,/ - _ _ , _ _ m Q- >� � �.1` / a> � �.�, � � � �0 �� . / y t o'o o � +-� L o, �1.� t�.. . _ � .� � m m �p N _ ' _ / C / ' � � a� tv Ri '• � � �� v �� __ _.. � __ o � �� > . ♦ / O . � > °�`�' p c �0 � � � �.�+ w � O O c � �.'7 � __ , t/ � :.._ __ . __ � � a � o �'+ , U U i � � oa � � , � � za � '� � � o +�'_+ _ � :...... .: • __ _ � E / �- � !� ° � ♦ .� ' � , o � __.... _�. _. ___ _ _ ..w� __ _ .___.. _.___.. .._._ o : �� � c 0 ♦ i, �c , � c ' j o � o � M O O O O p � V1 7 M N �--� � V L � Q ydn`u�eoadde awn�on yBiH � ;aaa�S aouiw �� a, +r '� U M w m � � `o M C -� � � � � � C L � � � o � m a � N N � C C L J � J � N N m O O C � �O C J O O� C O O� � 13- F N • � ' � � O O i � ' i � o _ _ � � � r � , , ., � _ _ �.i � o , � � , � � , . �, • �� o J. t� � i ' _ � � � __. _ / . o I "' � ' � �� � • 't ' � m O ' f � o dt _ _ . `_... i _ _ _ c�n o 3 � : . � `- .0 m.�' Q N � y � .... . �� ... ` . . ...._ � C @ a _i o d .�� __ . ...._ a o M . f � U � o �.. � C j O � 3 10 d+ � +. Q o v � B � . o y fl' �.N � • ' : � � � c ' t y s °'o L ++ L d M . � � � � 0 0 'L2 N C .� (O W N (6 V i _. . __ _... oo � � � C d' j d a��i 3 d �• �, i � L� � � 3 0-� � � C f6 � o' ,_ . . �_ o > m� o � .. .A . � m Y u> > O O � O � � � . � ♦ � •o � u . / o a'�� ._ � > ' _ _ _ � z u� � � � i o ��.; � _ _ _ _ � � �i. n ° � , ♦ " •� t ♦ '4"-.- I , � _ ;� . ♦ _ _ _ � E '� � o % ' ♦ 'c ' _ _ o � � � u�i c O ,. . ���� '.♦ �' (p � � O C O � � O O O O O �� � v U � � ydn°yaeo�dde awn�on y6�H N � �aa�;g�ouiW - .� Y .L U TRAFFIC SIGNAL WARRANT SUMMARY Project: Exceisior Ave and Marion Ave Condition: 2030 Projected Build Conditions Location: Saratoga Springs,New York Date: October 5,2020 MajorStreet: ExceisiorAve Lanes: 1 CriticalApproach5peed: 30 mph Minor Street: Marion Ave Lanes: 1 Volume Level Criteria 1. Is the critical speed of major street traffic greater than 40 mph? No 2. Is the intersection in a built-up area af an isolated community with population less than 10,000? No If either Question 1 or Question 2 is answered"Yes",then use the 70%volume level. Criteria used: 100% WARRANT 1-EIGHT HOUR VEHICULAR VOLUME Warrant 15atisfied: YES Warrant 1 is satisfied if EITHER Condition A OR Condition B is 1009�satisfied. Warrant 1 is also satisfied if BOTH Condition A AND Condition B are satisfied to the 80%volume level. Condilion 1A-Minimum Vehicular Volume Gondition 18-Interuption of Continuous Traffic Total Satisfied Hours(8 required) (X indicates that criteria is met for specified condition) (X indicales that criteria is met for specified condition) 10 2 5 Minimum Volume Criteria: 500 150 400 120 750 75 600 60 Condition Condition 80%for Start Major St. Minor Si. Major St. Minor St. Major St. Minor St. Major St. Minor St. Major St. Minor St. 1 A 1 B Both Time Volume' Volume` 100% 100% 80% 80% 100% 100% 80% 80% Satisfied Satisfied Satisfied 12:00 AM - - - - - - - - - - - 1:00 AM - - - _ _ _ _ _ _ _ _ 2:00 AM - - - - - - - - - - - 3:00 AM - - - - - - - - - - - 4:00 AM - - - - - - - - - - - 5:00 AM - - - _ _ _ _ _ _ _ _ 6:00 AM 498 193 - X X X - X - X - - - 7:00 AM 531 199 X X X X - X - X i - - 8:00 AM 538 238 X X X X - X - X 1 - - 9:00 AM 476 204 - X X X - X - X - - - 10:00 AM 529 247 X X X X - X - X i - - 11:00 AM 612 268 X X X X - X X X i - 1 12:00 PM 584 207 X X X X - X - X 1 - - 1:00 PM 663 257 X X X X - X X X i - i 2:00 PM 724 266 X X X X - X X X 1 - 1 3:00 PM 755 282 X X X X X X X X i i i 4:00 PM 926 282 X X X X X X X X 1 1 1 5:00 PM 546 234 X X X X - X - X i - - 6:00 PM 393 124 - - - X - X - X - - - 7:00 PM - - - - - - - - - - - 8:00 PM - - - - - - - - - - - 9:00 PM - - - - - - - - - - - 10:00 PM - - - - - - - - - - - 11:00 PM - - - - - - - - - - - 'Major Street Voiume is the total combined volume of both mainline approaches. Z Minor Street volumes is the highest single side street approach volume. WARRANT 2-FOUR HOUR VEHICULAR VOLUME Warrant 2 Satisfied: YES Warrant is satisfied if four(4)or more hours satisfy the volume requirements depicted on the four hour warranting graph(see page 2). No.of Points Above Criteria Curve: 5 WARRANT 3-PEAK HOUR VEHICULAR VOLUME Warrant 3 Satisfied: YES Warrant is satisfied if any hour satisfy the volume requirements depicted on the peak hour warranting graph(see page 3),and ALL three of the following requirement are met. No.of Points Above Criteria Curve: 1 1. Totai stopped time delay on Minor Street equals or exceeds 4 VHD(single lane)or 5 VHD(two lanes): 16.2 VHD Max. Yes 2. Volume on Minor Street equals or exceeds 100 vehicies(single lane)or 150 vehicies(two lanes): �f rwsc Yes 3. Total intersection volume serviced during the hour equals or exceeds 650 veh.(3-leg)or 800 veh.(4-leg or more): Yes Criteria Source:Manuai on Uniform Traffic Control Devices,2009 Page 1 of 3 � � o m C J l0 y.� � C � � 06 O o N `o °6 m � •�p a m � � c c f0 t � J d o y y m `o o` c � � � m -r `o `o� � 3 3 c O F- �-- m • � � � � 0 0 v '. � � '' � ' o 0 i ............ M � ~ •' j� � ' , ; ' t O ._ r _ o � . �� � ; � y , , _ _ _ �__ , _ o , � . i. � • � °'_ � ' � � � � � I � `m � 0 3 .� �/ a .G �,� �C ._ _ ., _.�...... _ __ oo II. N.y , � .-� > � m O N � N a o i, /' � � c 0 ♦ , � o � m-�o _ _ � ' _ � O � o L � � � >� � � J L � T v� uQ • / w+ �c , / tJ? -� �'o __ _... _ . a � �'r' t a „ / _ : ,J N / oO � � a�ic O � ,; f0.F- � � p O ry Rf • • j � � �3 v; � /� ♦ � _ ` _... o� � �� > . � O i • ♦ � c a� 0 • — o — �' � � �.�+ rn � O r � C V L � V ......__. �_..�. ._.._ l-.... ._. O E"' �O j C d' . � � _ \p a:-. O i � � � a c� '� , � ' � Z � � � 1 • �,_ � _ o� � / � / O / � � '' 'c � ' ' o � ----- - __.__ � �___�.._— .....____� _ _____. �_ _..._..__. � � � , 1 O � � ; ; c ' ' ' ' o co m � 0 0 0 0 0 � 'n V' M N �--� � U i � O ydn`y�eoadde auan�on y6iH � �aaa;g aouiW •� v � �L U m v- d O = o m � `-° � a� � � � � � � t m o d o m m � � c c L m m J J � N N m O O C � �C J O O� C O D p O I-3 h3 N • � � � � 0 0 ro 9 � ! : q ( o _ . _ � _� _ _ � � t r' , 1 � �� 1 f ._ _. _ %1 � � � f � � , . 1 � • II o __. l f�. _ � ! � � � / � , � , L ' a�� � • t � �o O i o � � _ _ _ , /._. f ___ _.._ ._ M o 3 ,C • � � Q �0 0, �0 . / > �n'_ , ,.,., Q� C N � . � ......� .. __.. ... . N y1 0-O _ _ . = c M . � � �' p a�.o w f � Q � o i .. / �' p y C' �a 'L . . . . . ..� ....�.. . . .. .. 0 ` � ]`N � , � � ''.. � ' � � C � I .s L O � n • � O S � - ... m c U / __ _ o � p N t !} • � � d d 3 �• � � � � � L , ' , f`Qp'._� � .. . a� �� ��_. ♦.. .. .......... W ; �� Q� � � O N3 N v ' . / ' ' I- 'o > u / a w. ._ �� I . o ai a"i � � � z ai � I � � � ' I L • , Y .... � �.... �.. ... ♦....._. .. ....... __. O Q / ', � U . / '; � ' u � I I :� � �'.. .v�- �.. '. ' � . ._... _.. ._ _.._ .. . @ � _. � o a-`� / I ♦ c° � 'I O � �s ♦ c I o � ._._ .._. .._.. _..... ♦ _._... ____ _. v�i c �, �I, , � '�,,. O , m � o c o � 0 0 0 0 0 o Q� � �D � 7 M N .-� � U � 7 � ydn`y�eo�dde awn�on y6iH '^ � ;aa�;g�ou i W �� a Y L V Many Talents One Firm . � ����������