Traffic Impact Study for the proposed. Town of Allegany, New York. August Project No Prepared For:

Transcription

1 Appendix B SRF Traffic Study (Revised November 2005) Draft Environmental Impact Statement University Commons Town of Allegany, Cattaraugus County, NY December 2005

2 Traffic Impact Study for the proposed Town of Allegany, New York August 2005 Project No Prepared For: COR Route 417 Company LLC 540 Towne Drive Fayetteville, New York Prepared By: 3495 Winton Place Building E, Suite 110 Rochester, New York 14623

3 Traffic Impact Study University Commons Town of Allegany, NY TABLE OF CONTENTS LIST OF TABLES... ii LIST OF FIGURES... ii LIST OF APPENDICES... iii LIST OF REFERENCES... iii EXECUTIVE SUMMARY... iv I. INTRODUCTION...1 II. PROJECT LOCATION AND STUDY AREA...1 III. IV. EXISTING HIGHWAY SYSTEM...1 EXISTING TRAFFIC CONDITIONS...2 A. Peak Intervals for Analysis...2 B. Existing Traffic Volume Data...2 C. Field Observations at Study Area Intersections...2 D. Existing Operational Analysis...3 E. Existing Accident Investigation...5 V. FUTURE AREA DEVELOPMENT AND LOCAL GROWTH...5 VI. PROPOSED DEVELOPMENT...6 A. Description...6 B. Site Traffic Generation...6 C. Determination of Multi-use Trips...7 D. Determination of Pass-by Trips...7 E. Site Traffic Distribution...9 F. Projected Future Traffic Volumes...10 VII. OPERATIONAL ANALYSES...10 VIII. SIGHT DISTANCE INVESTIGATION...13 IX. AUXILIARY TURN LANE EVALUATION...14 A. LEFT TURN LANES...14 B. RIGHT TURN LANES...15 X. TRAFFIC SIGNAL WARRANT INVESTIGATION...15 XI. CONCLUSIONS AND RECOMMENDATIONS...17 XII. FIGURES...18 i August 2005

4 Traffic Impact Study University Commons Town of Allegany, NY LIST OF TABLES TABLE I : EXISTING INTERSECTION CAPACITY ANALYSIS...4 TABLE II : SUMMARY OF ACCIDENTS AND COMPARISON OF RATES...5 TABLE III : SITE GENERATED TRAFFIC VOLUMES AND ADJUSTMENTS...9 TABLE IV : BACKGROUND & FULL DEVELOPMENT INTERSECTION CAPACITY ANALYSIS...11 TABLE V : SIGHT DISTANCE REQUIREMENTS AND MEASUREMENTS...14 TABLE VI : TRAFFIC SIGNAL WARRANT SUMMARY I...17 LIST OF FIGURES FIGURE 1: FIGURE 2: FIGURE 3: FIGURE 4: FIGURE 5: FIGURE 6: FIGURE 7: SITE LOCATION AND STUDY AREA PEAK HOUR VOLUMES EXISTING CONDITIONS PEAK HOUR VOLUMES BACKGROUND CONDITIONS PROPOSED PEAK HOUR DISTRIBUTION PROPOSED PEAK HOUR DISTRIBUTION APARTMENTS ONLY COMBINED PEAK HOUR SITE GENERATED TRIPS PEAK HOUR VOLUMES FULL DEVELOPMENT CONDITIONS ii August 2005

5 Traffic Impact Study University Commons Town of Allegany, NY LIST OF APPENDICES A1. Collected Traffic Volume Data A2. Miscellaneous Traffic Data and Calculations A3. Level of Service Criteria/Definitions A4. Level of Service Calculations: Existing Conditions A5. Level of Service Calculations: Background Conditions A6. Level of Service Calculations: Full Development A7. Level of Service Calculations: Mitigated Full Development Conditions LIST OF REFERENCES 1. TRANSPORTATION RESEARCH BOARD, HIGHWAY CAPACITY MANUAL. SPECIAL REPORT 209, WASHINGTON, D.C., TRIP GENERATION, SEVENTH EDITION, INSTITUTE OF TRANSPORTATION ENGINEERS, TRIP GENERATION HANDBOOK, An ITE Proposed Recommended Practice, INSTITUTE OF TRANSPORTATION ENGINEERS, TRAFFIC VOLUME REPORT, NYSDOT, MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD), NYSDOT A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, THE AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO), INTERSECTION CHANNELIZATION DESIGN GUIDE, N.C.H.R.P. #279, TRANSPORTATION RESEARCH BOARD, iii August 2005

6 Traffic Impact Study University Commons Town of Allegany, NY EXECUTIVE SUMMARY OVERVIEW The purpose of this report is to identify the potential traffic impact associated with development of University Commons in the Town of Allegany, Cattaraugus County, New York. This report investigates the existing and projects the future weekday PM and Saturday Midday peak hour travel conditions at the site access drives and adjacent intersections affected by the development for Full Development conditions. The operating characteristics of the access points and impacts to the adjacent roadway network are identified. The proposed site is currently occupied by primarily vacant buildings, such as: motel, movie theatre, and restaurants. There are six residential houses that will be removed as part of the proposed development. All existing and vacant uses on the site will be razed under the current proposal. St. Bonaventure University is on the south side of Route 417 across from the development, and there are some residential houses bordering the site to the east and north. The site is currently zoned commercial, with the exception of the six existing residential houses. The study area consists of five existing intersections. A comprehensive inventory of the existing roadway network operations was developed and peak period traffic volume data were obtained by SRF & Associates (SRF). The Town of Allegany was contacted to discuss current projects within the project study area that are under construction and/or approved developments. No projects within or adjacent to the study area were identified. A background growth rate was derived based on current development in the area as well as historical growth rates determined using historical NYSDOT traffic volume information. Site generated traffic volumes for the proposed development are projected and distributed to the network based on existing travel patterns, population centers, and existing highway conditions. The operating characteristics of the proposed access points and impacts to the adjacent roadway network are identified and mitigating measures are provided to minimize any capacity or safety concerns. CONCLUSIONS AND RECOMMENDATIONS This report addresses the traffic impact that can be expected from the University Commons development in the Town of Allegany as described in this report. It has been shown that upon completion of recommended mitigation measures, the transportation network can adequately accommodate the projected traffic volumes and resulting impacts to study area intersections, without significant adverse impacts to traffic operations iv August 2005

7 Traffic Impact Study University Commons Town of Allegany, NY The following list details specific recommendations to be considered as a result of this development: 1. Provide an eastbound left turn lane on Route 417 at the westerly site driveway by re-striping the existing two-way left turn lane. The turn lane should be constructed to 305 in length (230 of storage plus a 75 bay taper). 2. Provide an eastbound left turn lane on Route 417 at the proposed middle site driveway by re-striping the existing two-way left turn lane. The turn lane should be constructed to 305 in length (230 of storage plus a 75 bay taper). 3. Construct a westbound right turn lane at the proposed middle site driveway on Route 417. The turn lane should be constructed to 305 in length (230 of storage plus a 75 bay taper). 4. Install a 3 color, two-phase traffic signal at the proposed middle site drive intersection with Route The proposed west site drive on Route 417 should be constructed with two lanes exiting and one lane entering to accommodate the appropriate design vehicle, and be stop sign controlled. 6. The proposed middle site drive on Route 417 should be constructed with two lanes exiting (a left turn lane and one shared through/right turn lane) and one lane entering to accommodate the appropriate design vehicle. 7. The proposed east site drive on Route 417 should be constructed with one lane exiting and one lane entering to accommodate appropriate design vehicle, and be stop sign controlled. 8. All recommended roadway and intersection improvements along Route 417 are subject to review and approval by the New York State Department of Transportation (NYSDOT). v August 2005

8 Traffic Impact Study University Commons Town of Allegany, NY I. INTRODUCTION The purpose of this report is to identify the potential traffic impact associated with the proposed University Commons development in the Town of Allegany, Cattaraugus County, New York. The operating characteristics of the proposed access points and impacts to the adjacent roadway network are identified. In an effort to define traffic impact, this analysis determines the extent of existing traffic conditions, projects background traffic flow including area growth, and projects changes in traffic flow due to operation of the proposed development. II. PROJECT LOCATION AND STUDY AREA The proposed site is located on the north side of NY Route 417, west of Willard Road, east of Constitution Avenue, and directly opposite Francis Drive. The site is currently occupied by various buildings, some of which are vacant. The site location and study area are illustrated in Figure 1 Site Location and Study Area (all figures are included in Section XII. at the end of this report). The study area consists of five existing intersections surrounding the project site. St. Bonaventure University is on the south side of Route 417 across from the development, and there are some residential houses bordering the site to the east and north. The site is currently zoned commercial, with the exception of the six existing residential houses. III. EXISTING HIGHWAY SYSTEM Five existing intersections are studied in detail in this Report; they include the following: Cranberry Road / Constitution Avenue Constitution Avenue St. Bonaventure driveway / NY Route 417 NY Route 417 / Francis Drive NY Route 417 / Willard Street NY Route 417 / WalMart plaza driveway Gargoyle Park Road Route 417, also known as West State Street within the vicinity of the project, is an east-west principal arterial type highway with a posted speed limit of 35 MPH. The highway section consists of one 12-foot wide traffic lane in each direction with a two-way center lane. The intersections of Route 417 with Wal Mart and Constitution Avenue are controlled by traffic signals. According to the most recent volume data collected by the New York State Department of Transportation (NYSDOT) in 2001, the annual average daily traffic (AADT) along Route 417 between County Route 19 and the Olean West city line was 11,200 and projected to be 11,300 vehicles per day (vpd) in August 2005

9 Traffic Impact Study University Commons Town of Allegany, NY Constitution Avenue is a Town road that extends from Route 417 on the west to Buffalo Street on the east. Constitution Avenue serves as a bypass to Route 417 on the west side of Olean. The roadway consists of one lane in each direction and a posted speed limit of 35 MPH within the Town of Allegany and 30 MPH within the City of Olean. IV. EXISTING TRAFFIC CONDITIONS A. Peak Intervals for Analysis Given the functional characteristics of the corridor and the land use proposed for the site (primarily retail/commercial development), the peak hours selected for analysis are the weekday PM and Saturday midday peaks. The combination of site traffic and adjacent through traffic produces the greatest demand during these time periods. B. Existing Traffic Volume Data Weekday PM (3:30-5:30pm) and Saturday midday (11:30am-1:30pm) peak traffic counts were obtained by SRF & Associates (SRF) at the study area intersections identified above. Existing count data was collected by SRF at the study area intersections on Friday April 8, 2005 and Saturday April 9, 2005, with the exception of the Francis drive / NY Route 417 intersection. Turning movement counts in and out of the drive were estimated based on the facilities on the St. Bonaventure campus and traffic volumes at adjacent intersections. Data was not collected at this intersection due to modifications to the proposed site plan. When it was determined that Francis Drive intersection needed to be counted, classes at the university were already out for the summer. The peak hour traffic periods generally occurred between 3:30 to 4:30 PM and 12:00 to 1:00 PM. The existing peak hour volumes are depicted in Figure 2. All turning movement count data was collected on typical weekdays/weekends while St. Bonaventure University had classes in session. All traffic volumes were reviewed to confirm the accuracy and relative balance of the collective traffic counts. All traffic volumes were found to balance within the network within reasonable and expected variations. C. Field Observations at Study Area Intersections All intersections included in the project area were observed during peak intervals to assess existing traffic operating conditions at each intersection. Signal timing information was collected, at the previously 2 August 2005

10 Traffic Impact Study University Commons Town of Allegany, NY identified signalized intersections, to determine peak hour phasing plans and phase durations during each interval. This information was used to support and/or calibrate capacity analysis models described in detail later in this report. D. Existing Operational Analysis Capacity analysis is used for estimating the traffic carrying ability of facilities over a range of pre-determined operational conditions. The main objective of the analysis is to estimate the maximum number of persons or vehicles that a facility (intersection or roadway segment) can accommodate during a specific time period. Intersecting roadways generally provide the initial constraint on a facilities capacity. Efficiency at the intersections becomes the critical constraint for capacity. Vehicle interactions at these points must therefore be analyzed to assess the projected capacity levels. The standard procedure for capacity analysis of unsignalized intersections is outlined in the 2000 Highway Capacity Manual (HCM 2000) published by the Transportation Research Board. Traffic analysis software, Synchro 6, which is based on procedures and methodologies contained in the HCM 2000, was used to analyze operating conditions at study area intersections. The procedure yields a Level of Service (LOS) based on the HCM 2000 as an indicator of how well intersections operate. Level of Service is a quality measure describing operational conditions in terms of service measures such as freedom to maneuver, traffic interruptions, comfort, convenience, speed, and travel time. The concept of Level of Service is defined as a qualitative measure describing operating conditions within a traffic stream, and their perception by motorists and/or passengers. Six Levels of Service are defined for analysis purposes. They are assigned letter designations, from "A" to "F", with LOS "A" representing the best conditions and LOS "F" the most amount of delay. Suggested ranges of service capacity and an explanation of Levels of Service are included in the attachment to this letter. The following Levels of Service (LOS) resulted from this analysis: 3 August 2005

11 Traffic Impact Study University Commons Town of Allegany, NY TABLE I EXISTING INTERSECTION CAPACITY ANALYSIS Intersection Existing Conditions PM SAT Route 417 / Willard Street Eastbound Left A A Southbound Left A A Route 417 / WalMart Drive Eastbound B A Westbound C C Northbound B B Southbound B B Overall B(16.6) B(15.1) Route 417 / Constitution Ave. Eastbound B B Westbound B B Northbound B B Southbound B B Overall B(14.9) B(14.1) Cranberry Road / Constitution Ave. Eastbound A A Westbound B B Northbound A A Southbound A A Route 417 / Francis Drive Westbound Left A A Northbound Left C C Route 417 / Willard Street This intersection is shown to operate at LOS A for both the eastbound and southbound approaches during both PM and Saturday peak periods. Route 417 / WalMart Drive-Gargoyle Park This intersection is shown to operate at LOS C or better on all approaches during both peak periods studied. The overall intersection operation is LOS B during both peak periods studied. Route 417 / Constitution Avenue This intersection is shown to operate at LOS B or better on all approaches during both peak periods studied. The overall intersection operation is LOS B during both peak periods studied. Cranberry Road / Constitution Avenue This intersection is shown to operate at LOS B or better on all approaches during both peak periods studied. Route 417 / Francis Drive This intersection is shown to operate at LOS C or better on both approaches during both peak periods studied. 4 August 2005

12 Traffic Impact Study University Commons Town of Allegany, NY E. Existing Accident Investigation Accident reports for the intersections along Route 417 and Constitution Avenue were investigated to assess the safety history. The accidents included in the current review occurred during a three-year time period from June 1, 1999 through March 31, This is the most recent accident data available, as provided by NYSDOT, Village of Allegany, and Cattaraugus County Sheriff. During this period, 16 accidents were documented at the intersections along Route 417 and Constitution Avenue included in the study area. The accident history was further investigated to identify high incident areas and possible trends/causes of the accidents. Table II summarizes accidents occurring at each intersection. Based on the number of accidents at each intersection, accident rates were calculated and compared to the statewide average for similar facilities. The calculated rates and comparison to statewide averages are also summarized in Table II. Accident rate calculations are included in the Appendix. Intersection rates are listed as accidents per million entering vehicles (ACC/MEV). TABLE II SUMMARY OF ACCIDENTS AND COMPARISON OF RATES Intersection Wal Mart Drive-Gargoyle Park Rd. / Route 417 Total Number of Accidents Actual Rate State Wide Average Rate Willard Street / Route Constitution Avenue / Route Constitution Avenue / Cranberry Road All of the intersections included in the accident investigation are less than the state wide average accident rate, as shown above, therefore no further investigation is necessary. V. FUTURE AREA DEVELOPMENT AND LOCAL GROWTH Construction of the proposed development is anticipated within two years (2007). Town of Allegany officials were contacted to discuss current projects within the town and project study area that are currently approved and/or under construction. No nearby developments were identified. 5 August 2005

13 Traffic Impact Study University Commons Town of Allegany, NY To account for normal increases in background traffic growth, including any unforeseen developments in the project study area, a growth rate of 1.0% has been applied to the existing traffic volumes along Route 417 for the two year build-out period. The background traffic volumes are depicted in Figure 3. Supporting documentation is included in the appendix of this report. VI. PROPOSED DEVELOPMENT A. Description The proposed site is currently occupied by primarily vacant buildings, such as: motel, movie theatre, and restaurants. There are six residential houses that will be removed as part of the proposed development. All existing and vacant uses on the site will be razed under the current proposal. The proposed development consists of a mix of uses including retail, office, residential, and restaurants. The sizes of proposed uses on site are as follows: Office 54,900 square feet Retail 126,460 square feet Restaurants 6,000 square feet each Apartments 20 units Access to the site will be provided via three proposed driveways; all on NY Route 417. The main site drive will form a four way intersection with Francis Drive. It is expected that the proposed eastern site drive on NY Route 417 will be used primarily by delivery trucks to the rear of the proposed buildings. The access for the proposed 20 unit apartment building is from Castle Road. No connection is proposed from the main development along Route 417 to Castle Road. B. Site Traffic Generation The next step in the evaluation is to determine the additional traffic attributable to the development as defined, vehicle trips entering and exiting the site. Trip Generation, 7th Edition, published by the Institute of Transportation Engineers (ITE), is used as a reference for this information. The trip rate for the peak hour of the generator may or may not coincide in time or volume with the trip rate for the peak hour of adjacent street traffic. Volumes generated during the peak hour of adjacent street traffic, in this case, the PM and Saturday peaks, represent 6 August 2005

14 Traffic Impact Study University Commons Town of Allegany, NY a more critical volume when analyzing the capacity of the system; those intervals will provide the basis of this analysis. The volume of traffic generated by a site is dependent on the intended land use and size of the development. Trip generation can be defined as an estimate of the number of trips generated by a specific building or land use. These trips represent the volume of new traffic added to the roadways due to the proposed development as well as traffic diverted from the existing traffic stream and other on-site land uses. The volume of site-generated traffic at the proposed access drives has been estimated based on data contained in the Trip Generation, 7 th Edition manual. All trip generation information has been included in the appendix to illustrate the different uses. C. Determination of Multi-use Trips Inherent in the trip generation estimate for the proposed development, is the multi-use traffic component of traffic entering and exiting the site. According to the Institute of Transportation Engineers, Trip Generation Handbook, 2001, a multi-use development is typically a single realestate project that consists of two or more ITE land use classifications between which trips can be made without using the off-site road system. Because of the nature of these land uses, the trip-making characteristics are interrelated, and some trips are made among the on-site uses. This capture of trips internal to the site has the net effect of reducing vehicle trip generation between the overall development site and the external street system (compared to the total number of trips generated by comparable, stand alone sites). In some multi-use developments, these internal trips can be made by walking or by vehicle entirely on internal pathways or internal roadways without using streets external to the site. The ITE Trip Generation Handbook indicates internal capture rates for trips within a multi-use development to be 20% between two retail uses during the PM peak hour. Given the area in which this site is located, and interconnection between adjacent parcels, multi-use (or multiple purpose) trips are likely to occur. Therefore it is estimated, based on methods in ITE Trip Generation Handbook, that an 11% (7%) reduction in total trip generation for the site will occur for the PM (SAT) peak hours, respectively. D. Determination of Pass-by Trips For certain types of developments, the total number of trips generated is different from the amount of new traffic added to the adjacent highway network by the generator. Retail-oriented developments (such as shopping centers, discount stores, restaurants, banks, service stations, 7 August 2005

15 Traffic Impact Study University Commons Town of Allegany, NY and convenience markets) often locate adjacent to busy streets in order to attract the motorists already passing the site on the adjacent street. These sites attract a portion of their trips from traffic passing the site. Trips generated by a retail-type use can be broken down into two categories: pass-by trips and primary trips. The pass-by traffic refers to the amount of existing traffic already on the roadway adjacent to the site (in this case NYS Route 417) that, as it passes by the site, will enter the site driveways to patronize the project site. That portion of the generated traffic attracted to the site would pass on the adjacent street system (Route 417) whether or not the site is developed and thus produces no new traffic at study area intersections other than the site driveways. ITE data indicates that pass-by rates for shopping centers can vary from 10% to as high as 80% during the PM peak hour. Given the nature of the surrounding area and considering the location of the site on Route 417, pass-by rates of 30% and 20% were used during the PM and Saturday peak periods, respectively, for analysis purposes in this report. The percentage reduction for multi-use trips was applied to the total site generated traffic resulting in the total driveway traffic (i.e. traffic that will actually enter and exit the site). Pass-by trip reductions were then applied to the driveway trips. Table III shows the total site generated trips, multiuse trips, driveway trips, pass-by trips, and resulting primary trips that are added to the existing highway system for full development of the project. The trip generation volumes for the proposed apartments have been shown separately in the following table because there is no proposed connection between the apartments and the main development area along Route August 2005

16 Traffic Impact Study University Commons Town of Allegany, NY TABLE III SITE GENERATED TRAFFIC VOLUMES AND ADJUSTMENTS DESCRIPTION PM PEAK SAT PEAK ENTER EXIT ENTER EXIT Office (54,900 s.f.) Multi Use trips - 11%(7%) Sub total Driveway Trips Retail (126,460 s.f.) Restaurants 6,000 s.f. each) Multi Use trips 11%(7%) Sub total Driveway Trips Pass-by Trips 30% (20%) Resulting Primary Trips (Retail & Restaurant) Total Site Generated Driveway Trips Total Site Generated Primary (New) Trips Apartments (20 units) E. Site Traffic Distribution The cumulative effect of site traffic on the transportation network is dependent on the origins and destinations of that traffic and the location of the access drives serving the site. The proposed arrival/departure distribution of traffic to be generated at this site is considered a function of several parameters, including the following: Population centers in the area Existing highway network Existing traffic conditions and controls Site access drive locations Figure 4 shows the anticipated trip distribution pattern percentages for full build-out of the main development area of the proposed site along Route 417. Figure 5 shows the anticipated trip generation pattern for the proposed apartment building along Castle Road. Figure 6 shows the resulting total site generated traffic (including pass-by trips and residential trips) as assigned to the site driveways and study area intersections for 9 August 2005

17 Traffic Impact Study University Commons Town of Allegany, NY full build-out (including the apartments) weekday PM and Saturday midday peak hour periods. F. Projected Future Traffic Volumes The projected design hour traffic volumes for the development were created for each peak by combining background conditions (Figure 3) with the projected site generated volumes (Figure 6) to yield the traffic conditions under full development conditions. Figure 7 shows the total weekday PM and Saturday midday peak hour volumes anticipated for the proposed development at full build out conditions. VII. OPERATIONAL ANALYSES The background and future traffic conditions generated by the proposed development were analyzed to assess the operations of the access drives, and adjacent roadway network contained in the study area. The intersection capacity results are shown in Table IV. The discussion following the tables summarizes the background and proposed capacity conditions. 10 August 2005

18 Traffic Impact Study University Commons Town of Allegany, NY TABLE IV BACKGROUND & FULL DEVELOPMENT INTERSECTION CAPACITY ANALYSIS Intersection Background Full Development Full Development with Mitigation PM SAT PM SAT PM SAT Route 417 / Willard Street Eastbound Left A A A A NA NA Southbound Left A A A A Route 417 / WalMart Drive- Gargoyle Park Road Eastbound B A B B Westbound C C C C NA NA Northbound B B B B Southbound B B C C Overall B(16.9) B(15.4) C(20.3) C(20.4)* Route 417 / Constitution Ave. Eastbound B B C B Westbound B B C C NA NA Northbound B B B B Southbound B B B B Overall B(15.2) B(14.3) C(24.9) B(18.7) Cranberry Road / Constitution Ave. Eastbound A A A B Westbound B B B B NA NA Northbound A A A A Southbound A A A A Route 417 / Middle Site Drive- Francis Drive Eastbound A B A B Westbound A A A A B B Northbound C C E F B B Southbound E F B B Overall B(11.4) B(14.1) Route 417 / West Site Drive Eastbound NA NA B B NA NA Southbound D D Route 417 / East Site Drive Eastbound NA NA B B NA NA Southbound C C * - The levels of service shown reflect optimized signal timing NA = not applicable: intersection/movement does not exist or is not critical, and/or no mitigation provided for condition analyzed Route 417 / Willard Street This intersection is shown to operate at LOS A during both background and full development conditions for both peak periods studied. Route 417 / WalMart Drive-Gargoyle Park Road Although the overall intersection LOS decreases from B to C from background to full development conditions, the intersection will operate at LOS 11 August 2005

19 Traffic Impact Study University Commons Town of Allegany, NY C or better during both background and full development conditions for both PM and Saturday periods studied. The Saturday full development levels of service reflect revised signal timings that are within the parameters of the existing actuated traffic signal. Therefore, no mitigation is required at this intersection as a result of the proposed project. Route 417 / Constitution Avenue Although the overall intersection LOS decreases from B to C from background to full development conditions under PM peak conditions, the intersection will operate at LOS C or better on all approaches during both PM and Saturday peak periods for background and full development conditions. Therefore, no mitigation is required at this intersection as a result of the proposed project. Cranberry Road / Constitution Avenue All approach levels of service are shown to be LOS B or better during background and full development conditions for PM and Saturday peak periods studied. SITE ACCESS DRIVES Route 417 / Main site drive Francis Drive The southbound approach will operate at LOS E and F under PM and Saturday, respectively, for full development conditions with a stop sign on the main site drive. This condition could be mitigated with the installation of a traffic signal, which would increase the levels of service to B or better during the PM and Saturday conditions. The warrants for a traffic signal are studied in detail in the following sections of this report. Route 417 / West site drive The proposed site drive intersection with Route 417 will operate as LOS D on the southbound approach for vehicles exiting the development. Delays of this magnitude are common on the minor street approach at unsignalized intersections along Route 417. Although signalization of this intersection would provide a protected vehicular right-of-way movement for the minor street approach, it would not be appropriate at these locations for the following reasons: It is unlikely that minor approach (site drive) traffic volumes would meet minimum required volume and delay warrants, Additional significant delay would be incurred to east and westbound motorists on the major street (Route 417), New traffic signal at the proposed main site driveway-francis Drive on Route 417 will create gaps for vehicles exiting the west site drive 12 August 2005

20 Traffic Impact Study University Commons Town of Allegany, NY It is recommended that the existing two-way left turn lane be re-striped to an exclusive left turn lane entering the proposed west site drive. The warrants for an exclusive turn lane are discussed in the following sections of this report. Route 417 / East site drive The proposed site drive intersection is shown to operate at LOS C or better during the PM and Saturday peak periods. VIII. SIGHT DISTANCE INVESTIGATION Sight distances were investigated along Route 417 at the proposed access intersections. Sight distance is provided at intersections to allow drivers to perceive the presence of potentially conflicting vehicles. This should occur in sufficient time for a motorist to stop or adjust their speed, as appropriate, to avoid a collision at the intersection. Sight distance is also provided at intersections to allow the drivers of stopped vehicles a sufficient view of the intersecting highway to anticipate and avoid potential incidents. If the available sight distance for an entering or crossing vehicle is at least equal to the appropriate stopping sight distance for the major road, then drivers have sufficient sight distance to anticipate and avoid collisions. To enhance traffic operations, intersection sight distances that exceed stopping sight distances are desirable along the major road. The American Association of State Highway and Transportation Officials (AASHTO) 2004 A Policy on Geometric Design of Highways and Streets was used as a reference to establish the required stopping sight distance and desirable intersection sight distance for the site access drive(s) intersections with Route 417. Required stopping distances and desirable intersection sight distances are based on the design speed for a given section of roadway, generally the design speed is the posted speed limit + 5 MPH. In this case, the posted speed limit along Route 417 is 35MPH. NYSDOT performed a speed study along Route 417 within the project site in August 2004 and found the 85 th percentile speed to be 39.9 MPH in the eastbound direction and 40.7 MPH in the westbound direction. Hence the design speed of 40 MPH was used along Route 417. The required stopping distance and desirable intersection sight distance based on the design speed is shown in Table V. 13 August 2005

21 Traffic Impact Study University Commons Town of Allegany, NY TABLE V SIGHT DISTANCE REQUIREMENTS AND MEASUREMENTS Intersection Proposed West Site Route 417 Proposed Middle Site Route 417 Proposed East Site Route 417 Desirable Intersection Sight Distance for Leftturn from Stop (ft) Required Available Sight Stopping Distance (ft) to the: Sight Distance (ft) left right >1,000 >1, >1, >1, The available sight distances to the left and right are in excess of the desirable requirements for the proposed site drive intersections as shown in the table above. IX. AUXILIARY TURN LANE EVALUATION A. LEFT TURN LANES Volume warrants for eastbound left turn lanes at the proposed site drives along Route 417 were investigated for full development conditions using the Transportation Research Board's National Cooperative Highway Research Program (NCHRP) Report 279, Intersection Channelization Design Guide, The maximum critical volumes projected under full development conditions are contained in the appendix of this report. Provisions for left turn lane facilities should be established where traffic volumes are high enough and safety considerations are sufficient to warrant the additional lane. The combination of projected volumes turning left into the new access drives suggests that a left turn lane is warranted under the full development conditions at all three proposed driveways. Due to the existing two-way left turn lane present along Route 417 in front of the site, it is recommended that the two-way left turn lane be re-striped as an exclusive left turn lane at the westerly and middle site drives. Although the warrants for a left turn lane are met at the easterly site drive, it is recommended that the existing two-way left turn lane should remain as is, due to the projected low turning volume into that drive. Therefore, it is recommended that a 305 (230 storage and 75 taper) eastbound left turn lane be installed on Route 417 at the west and middle site driveway. The recommended dimensions will accommodate deceleration based on an approach speed of 40 MPH. 14 August 2005

22 Traffic Impact Study University Commons Town of Allegany, NY B. RIGHT TURN LANES Volume warrants for westbound right turn lanes at the proposed site drives along Route 417 were investigated using the Transportation Research Board's NCHRP Report 279, Intersection Channelization Design Guide, The maximum critical volumes projected under full development conditions are contained in the appendix of this report. The combination of projected volumes on Route 417 under full development conditions suggest that a westbound right turn lane is warranted at the main site drive intersection. As such, it is recommended that a 305 (230 storage and 75 taper) westbound right turn lane be installed on Route 417. The recommended dimensions will accommodate deceleration based on an approach speed of 40 MPH. Warrants for a right turn lane at the west and easterly site drive are not met during full development conditions. As such, a westbound right turn lane at these intersections is not recommended. X. TRAFFIC SIGNAL WARRANT INVESTIGATION A potential capacity deficiency has been identified on the southbound approach at the proposed new site driveway (opposite Francis Drive) intersection with Route 417 during both peak hours during full development conditions as noted in the previous section of the report. A traffic signal could mitigate the deficiency; a detailed signal warrant investigation was performed to identify if threshold values are met. The need for a traffic signal is determined by comprehensive investigation of existing and projected traffic conditions and physical characteristics at the location. The New York State Manual of Uniform Traffic Control Devices (MUTCD) has set forth warrants to investigate the need for a traffic control signal. The eleven warrants are as follows: Warrant 1 Warrant 2 Warrant 3 Warrant 4 Warrant 5 Warrant 6 Warrant 7 Warrant 8 Warrant 9 Warrant 10 Warrant 11 Minimum vehicular volume Interruption of continuous traffic Minimum pedestrian volumes School crossing Progressive movement Accident experience Systems warrant Combination of warrants Four hour volumes Peak hour delay Peak hour volume 15 August 2005

23 Traffic Impact Study University Commons Town of Allegany, NY These warrants and their criteria are fully explained in the MUTCD. The investigation will first focus on all warrants that are based exclusively on traffic volumes. Warrants 1 and 2 are satisfied when, for each of any eight hours of an average day, anticipated volumes on the artery and side road are in excess of the minimum values presented in the MUTCD. Hourly traffic volumes expected under full development conditions along Route 417 at the site drive intersection were projected based on the actual hourly traffic distribution measured by NYSDOT along Route 417 in the vicinity of the proposed project. Hourly traffic volumes expected to exit the site drive were projected based on the typical hourly distribution of similar retail facilities. Based upon these calculations, Warrants 1 and 2 are met. Detailed signal warrant calculations are attached. Warrant 9 stipulates that for any four hours of a day, minimum threshold volumes are met on the artery and side road. Based on the projected hourly traffic volumes, this warrant will be met under full development conditions. Warrant 10 is intended for application where minor street traffic suffers undue delay in entering or crossing the major street for one hour of the day. This warrant is satisfied when the following conditions exist for one hour of an average week day with a two-lane side road approach: 1) Total delay on the side road approach equals or exceeds five vehicle hours, 2) The volume on the same side road approach equals or exceeds 150 vph, and 3) The total entering volume serviced during the hour equals or exceeds 800 vph. It is impossible to predict delay at the intersection in question as the volumes are projected. It is clear that both of the minimum threshold volumes will be exceeded based on the projected traffic volumes. Warrant 11 is also intended for application where minor street traffic suffers undue delay in entering or crossing the major street for one hour of the day. It stipulates that for one hour of a day, minimum threshold volumes are met on the artery and side road. Both conditions are satisfied during the PM peak interval under full development conditions. The results of the traffic signal warrant investigation are summarized in Table VI below, and detailed signal warrant analyses are included in the appendix. Based on the traffic signal warrant investigation, the five traffic signal warrants that deal strictly with vehicular volumes are met. Given the projected level of service on the site driveway and the high turning traffic volumes, signalization of this intersection is recommended. 16 August 2005

24 Traffic Impact Study University Commons Town of Allegany, NY TABLE VI TRAFFIC SIGNAL WARRANT SUMMARY WARRANT # DESCRIPTION RESULT 1 Minimum vehicular volume MET 2 Interruption of continuous flow MET 9 Four hour volumes MET 10 Peak hour delay VOLUME REQUIREMENTS MET 11 Peak hour volumes MET XI. CONCLUSIONS AND RECOMMENDATIONS This report addresses the traffic impact that can be expected from the University Commons development in the Town of Allegany as described in this report. It has been shown that upon completion of recommended mitigation measures, the transportation network can adequately accommodate the projected traffic volumes and resulting impacts to study area intersections, without significant adverse impacts to traffic operations The following list details specific recommendations to be considered as a result of this development: 1. Provide an eastbound left turn lane on Route 417 at the westerly site driveway by re-striping the existing two-way left turn lane. The turn lane should be constructed to 305 in length (230 of storage plus a 75 bay taper). 2. Provide an eastbound left turn lane on Route 417 at the proposed middle site driveway by re-striping the existing two-way left turn lane. The turn lane should be constructed to 305 in length (230 of storage plus a 75 bay taper). 3. Construct a westbound right turn lane at the proposed middle site driveway on Route 417. The turn lane should be constructed to 305 in length (230 of storage plus a 75 bay taper). 4. Install a 3 color, two-phase traffic signal at the proposed middle site drive intersection with Route August 2005

25 Traffic Impact Study University Commons Town of Allegany, NY 5. The proposed west site drive on Route 417 should be constructed with two lanes exiting and one lane entering to accommodate the appropriate design vehicle, and be stop sign controlled. 6. The proposed middle site drive on Route 417 should be constructed with two lanes exiting (a left turn lane and one shared through/right turn lane) and one lane entering to accommodate the appropriate design vehicle. 7. The proposed east site drive on Route 417 should be constructed with one lane exiting and one lane entering to accommodate appropriate design vehicle, and be stop sign controlled. 8. All recommended roadway and intersection improvements along Route 417 are subject to review and approval by the New York State Department of Transportation (NYSDOT). XII. FIGURES Figures 1 through 7 are included on the following pages. 18 August 2005

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33 APPENDICES

34 A1 Collected Traffic Volume Data

35 Constitution Ave Southbound SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax Groups Printed- Unshifted Cranberry Road Westbound Constitution Ave Northbound File Name : ConstiCranbSat Site Code : Start Date : 4/9/2005 Page No : 1 Country Inn & Suites Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Factor :30 AM :45 AM Total :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM Grand Total Apprch % Total % Int. Total

36 SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax File Name : ConstiCranbSat Site Code : Start Date : 4/9/2005 Page No : 2 Constitution Ave Southbound Cranberry Road Westbound Constitution Ave Northbound Country Inn & Suites Eastbound Start Rig Thr Time ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Int. s Total Total Peak Hour From 11:30 AM to 01:15 PM - Peak 1 of 1 Intersecti on 12:30 PM Volume Percent :15 Volume Peak Factor High Int. 01:15 PM 12:45 PM 01:15 PM 12:45 PM Volume Peak Factor Constitution Ave Out In Total Right 89 Thru 9 Left 0 Peds Country Inn & Suites Out In Total Thru Left 6 Right 0 Peds 4/9/ :30:00 PM 4/9/2005 1:15:00 PM Unshifted North Right Thru Left Peds Out In Total Cranberry Road Left 6 Thru 88 Right 15 Peds Out In Total Constitution Ave

37 Constitution Ave Southbound SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax Groups Printed- Unshifted Cranberry Road Westbound Constitution Ave Northbound File Name : ConstiCranbFri Site Code : Start Date : 4/8/2005 Page No : 1 Country Inn & Suite Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Factor :30 PM :45 PM Total :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM Grand Total Apprch % Total % Int. Total

38 SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax File Name : ConstiCranbFri Site Code : Start Date : 4/8/2005 Page No : 2 Constitution Ave Southbound Cranberry Road Westbound Constitution Ave Northbound Country Inn & Suite Eastbound Start Rig Thr Time ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Int. s Total Total Peak Hour From 03:30 PM to 05:15 PM - Peak 1 of 1 Intersecti on 03:45 PM Volume Percent :30 Volume Peak Factor High Int. 04:30 PM 03:45 PM 04:30 PM 03:45 PM Volume Peak Factor Constitution Ave Out In Total Right 132 Thru 15 Left 0 Peds Country Inn & Suite Out In Total Thru Left 7 Right 0 Peds 4/8/2005 3:45:00 PM 4/8/2005 4:30:00 PM Unshifted North Right Thru Left Peds Out In Total Cranberry Road Left 5 Thru 134 Right 17 Peds Out In Total Constitution Ave

39 SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax File Name : 417WillardSat Site Code : Start Date : 4/9/2005 Page No : 1 Groups Printed- Unshifted Williard St W State St (Route 417) W State St (Route 417) Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Factor :30 AM :45 AM Total :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM Grand Total Apprch % Total % Int. Total

40 SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax File Name : 417WillardSat Site Code : Start Date : 4/9/2005 Page No : 2 Williard St Southbound W State St (Route 417) Westbound Northbound W State St (Route 417) Eastbound Start Rig Thr Time ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Int. s Total Total Peak Hour From 11:30 AM to 01:15 PM - Peak 1 of 1 Intersecti on 12:00 PM Volume Percent :45 Volume Peak Factor High Int. 12:15 PM 12:00 PM 11:15:00 AM 12:45 PM Volume Peak Factor Williard St Out In Total Right 0 Thru 10 Left 0 Peds W State St (Route 417) Out In Total Left 490 Thru 0 0 Right Peds 4/9/ :00:00 PM 4/9/ :45:00 PM Unshifted North Right Thru Left Peds Out In Total W State St (Route 417) Left 0 Thru 0 Right 0 Peds Out In Total Not Named

41 SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax File Name : 417WillardFri Site Code : Start Date : 4/8/2005 Page No : 1 Groups Printed- Unshifted Williard Street W State St (Route 417) W State St (Route 417) Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Factor :30 PM :45 PM Total :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM Grand Total Apprch % Total % Int. Total

42 SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax File Name : 417WillardFri Site Code : Start Date : 4/8/2005 Page No : 2 Williard Street Southbound W State St (Route 417) Westbound Northbound W State St (Route 417) Eastbound Start Rig Thr Time ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Int. s Total Total Peak Hour From 03:30 PM to 05:15 PM - Peak 1 of 1 Intersecti on 03:30 PM Volume Percent :45 Volume Peak Factor High Int. 04:15 PM 03:45 PM 3:15:00 PM 03:45 PM Volume Peak Factor Williard Street Out In Total Right 0 Thru 14 Left 0 Peds W State St (Route 417) Out In Total Left 550 Thru 0 0 Right Peds 4/8/2005 3:30:00 PM 4/8/2005 4:15:00 PM Unshifted North Right Thru Left Peds Out In Total W State St (Route 417) Left 0 Thru 0 Right 0 Peds Out In Total Not Named

43 Gargoyle Road Southbound SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax Groups Printed- Unshifted W State St (Route 417) Westbound Gargoyle Road Northbound File Name : 417GargoySat Site Code : Start Date : 4/9/2005 Page No : 1 W State St (Route 417) Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Factor :30 AM :45 AM Total :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM Grand Total Apprch % Total % Int. Total

44 SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax File Name : 417GargoySat Site Code : Start Date : 4/9/2005 Page No : 2 Gargoyle Road Southbound W State St (Route 417) Westbound Gargoyle Road Northbound W State St (Route 417) Eastbound Start Rig Thr Time ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Int. s Total Total Peak Hour From 11:30 AM to 01:15 PM - Peak 1 of 1 Intersecti on 11:45 AM Volume Percent :15 Volume Peak Factor High Int. 12:15 PM 12:15 PM 12:30 PM 11:45 AM Volume Peak Factor Gargoyle Road Out In Total Right 16 Thru 167 Left 0 Peds W State St (Route 417) Out In Total Left 414 Thru 13 Right 0 Peds 4/9/ :45:00 AM 4/9/ :30:00 PM Unshifted North Right Thru Left Peds Out In Total W State St (Route 417) Left 20 Thru 6 Right 19 Peds Out In Total Gargoyle Road

45 Gargoyle Road Southbound SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax Groups Printed- Unshifted W State St (Route 417) Westbound Gargoyle Road Northbound File Name : 417GargoyFri Site Code : Start Date : 4/8/2005 Page No : 1 W State St (Route 417) Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Factor :30 PM :45 PM Total :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM Grand Total Apprch % Total % Int. Total

46 SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax File Name : 417GargoyFri Site Code : Start Date : 4/8/2005 Page No : 2 Gargoyle Road Southbound W State St (Route 417) Westbound Gargoyle Road Northbound W State St (Route 417) Eastbound Start Rig Thr Time ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Int. s Total Total Peak Hour From 03:30 PM to 05:15 PM - Peak 1 of 1 Intersecti on 03:30 PM Volume Percent :45 Volume Peak Factor High Int. 04:15 PM 04:00 PM 04:00 PM 03:45 PM Volume Peak Factor Gargoyle Road Out In Total Right 7 Thru 131 Left 0 Peds W State St (Route 417) Out In Total Left 489 Thru 12 Right 0 Peds 4/8/2005 3:30:00 PM 4/8/2005 4:15:00 PM Unshifted North Right Thru Left Peds Out In Total W State St (Route 417) Left 17 Thru 5 Right 24 Peds Out In Total Gargoyle Road

47 Constitution Ave Southbound SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax Groups Printed- Unshifted W State St (Route 417) Westbound Constitution Ave Northbound File Name : 417constituSat Site Code : Start Date : 4/9/2005 Page No : 1 W State St (Route 417) Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Factor :30 AM :45 AM Total :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM Grand Total Apprch % Total % Int. Total

48 SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax File Name : 417constituSat Site Code : Start Date : 4/9/2005 Page No : 2 Constitution Ave Southbound W State St (Route 417) Westbound Constitution Ave Northbound W State St (Route 417) Eastbound Start Rig Thr Time ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Int. s Total Total Peak Hour From 11:30 AM to 01:15 PM - Peak 1 of 1 Intersecti on 12:00 PM Volume Percent :15 Volume Peak Factor High Int. 12:00 PM 12:15 PM 12:15 PM 12:45 PM Volume Peak Factor Constitution Ave Out In Total Right 10 Thru 15 Left 0 Peds W State St (Route 417) Out In Total Left 428 Thru 29 Right 0 Peds 4/9/ :00:00 PM 4/9/ :45:00 PM Unshifted North Right Thru Left Peds Out In Total W State St (Route 417) Left 66 Thru 8 Right 21 Peds Out In Total Constitution Ave

49 Constitution Ave Southbound SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax Groups Printed- Unshifted W State St (Route 417) Westbound Constitution Ave Northbound File Name : 417CON~2 Site Code : Start Date : 4/8/2005 Page No : 1 W State St (Route 417) Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Factor :30 PM :45 PM Total :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM Grand Total Apprch % Total % Int. Total

50 SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY Ph Fax File Name : 417CON~2 Site Code : Start Date : 4/8/2005 Page No : 2 Constitution Ave Southbound W State St (Route 417) Westbound Constitution Ave Northbound W State St (Route 417) Eastbound Start Rig Thr Time ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Int. s Total Total Peak Hour From 03:30 PM to 05:15 PM - Peak 1 of 1 Intersecti on 03:30 PM Volume Percent :45 Volume Peak Factor High Int. 04:00 PM 03:45 PM 03:30 PM 03:30 PM Volume Peak Factor Constitution Ave Out In Total Right 18 Thru 26 Left 0 Peds W State St (Route 417) Out In Total Left 476 Thru 31 Right 0 Peds 4/8/2005 3:30:00 PM 4/8/2005 4:15:00 PM Unshifted North Right Thru Left Peds Out In Total W State St (Route 417) Left 40 Thru 22 Right 34 Peds Out In Total Constitution Ave

51 ROUTE #: NY 417 ROAD NAME: FROM: CR 19 FIVE MILE RD TO: OLEAN W CITY LN COUNTY: Cattaraugus STATION: STATE DIR CODE: 1 St Bonaventure University DATE OF COUNT: 08/18/ STATION: New York State Department of Transportation Traffic Count Hourly Report Page 1 of 2 ROUTE #: NY 417 ROAD NAME: FROM: CR 19 FIVE MILE RD TO: OLEAN W CITY LN COUNTY: Cattaraugus DIRECTION: Eastbound FACTOR GROUP: 30 REC. SERIAL #: 0401 FUNC. CLASS: 14 TOWN: ALLEGANY STATE DIR CODE: 1 WK OF YR: 34 St Bonaventure University NHS: no BIN: DATE OF COUNT: REF MARKER: JURIS: State RR CROSSING: NOTES LANE 0: EB One Lane 35 MPH ADDL DATA: CC Stn: HPMS SAMPLE: COUNT TYPE: VEHICLES BATCH ID: DOT-MPGWk34-7Day-Region5 COUNT TAKEN BY: ORG CODE: TST INITIALS: TST PROCESSED BY: ORG CODE: MPG INITIALS: PEG 12 TO 1 1 TO 2 2 TO 3 3 TO 4 4 TO 5 5 TO 6 6 TO 7 7 TO 8 8 TO 9 9 TO TO TO TO 1 DAILY DAILY DATE DAY AM PM DAILY HIGH TOTAL COUNT HIGH HOUR 1 S 2 M 3 T 4 W 5 T 6 F 7 S 8 S 9 M 10 T 11 W 12 T 13 F 14 S 15 S 16 M 17 T 18 W T F S S M T W T 27 F 28 S 29 S 30 M 31 T 1 TO 2 2 TO 3 3 TO 4 4 TO 5 5 TO 6 6 TO 7 7 TO 8 8 TO 9 9 TO TO TO 12 DAYS Counted AVERAGE WEEKDAY HOURS (Axle Factored, Mon 6AM to Fri Noon) ADT HOURS Counted WEEKDAYS Counted WEEKDAY Hours AVERAGE WEEKDAY High Hour % of day Axle Adj. Factor Seasonal/Weekday Adjustment Factor ESTIMATED (one way) AADT %

52 ROUTE #: NY 417 ROAD NAME: FROM: CR 19 FIVE MILE RD TO: OLEAN W CITY LN COUNTY: Cattaraugus STATION: STATE DIR CODE: 2 St Bonavenure Univ DATE OF COUNT: 08/18/ STATION: New York State Department of Transportation Traffic Count Hourly Report Page 2 of 2 ROUTE #: NY 417 ROAD NAME: FROM: CR 19 FIVE MILE RD TO: OLEAN W CITY LN COUNTY: Cattaraugus DIRECTION: Westbound FACTOR GROUP: 30 REC. SERIAL #: 0316 FUNC. CLASS: 14 TOWN: ALLEGANY STATE DIR CODE: 2 WK OF YR: 34 St Bonavenure Univ NHS: no BIN: DATE OF COUNT: REF MARKER: JURIS: State RR CROSSING: NOTES LANE 0: WB One Lane 35 MPH ADDL DATA: CC Stn: HPMS SAMPLE: COUNT TYPE: VEHICLES BATCH ID: DOT-MPGWk34-7Day-Region5 COUNT TAKEN BY: ORG CODE: TST INITIALS: TST PROCESSED BY: ORG CODE: MPG INITIALS: PEG 12 TO 1 1 TO 2 2 TO 3 3 TO 4 4 TO 5 5 TO 6 6 TO 7 7 TO 8 8 TO 9 9 TO TO TO TO 1 DAILY DAILY DATE DAY AM PM DAILY HIGH TOTAL COUNT HIGH HOUR 1 S 2 M 3 T 4 W 5 T 6 F 7 S 8 S 9 M 10 T 11 W 12 T 13 F 14 S 15 S 16 M 17 T 18 W T F S S M T W T 27 F 28 S 29 S 30 M 31 T 1 TO 2 2 TO 3 3 TO 4 4 TO 5 5 TO 6 6 TO 7 7 TO 8 8 TO 9 9 TO TO TO 12 DAYS Counted AVERAGE WEEKDAY HOURS (Axle Factored, Mon 6AM to Fri Noon) ADT HOURS Counted WEEKDAYS Counted WEEKDAY Hours AVERAGE WEEKDAY High Hour % of day Axle Adj. Factor Seasonal/Weekday Adjustment Factor ESTIMATED (one way) AADT %

53 New York State Department of Transportation Classification Count Average Weekday Data Report ROUTE #: NY 417 ROAD NAME: YEAR: 2004 STATION: COUNTY NAME: Cattaraugus MONTH: August REGION CODE: 5 FROM: CR 19 FIVE MILE RD DIRECTION TO: OLEAN W CITY LN REF-MARKER: END MILEPOINT: NO. OF LANES: 2 FUNC-CLASS: 14 HPMS NO: STATION NO: 0084 COUNT TAKEN BY: ORG CODE: TST INITIALS: TST PROCESSED BY: ORG CODE: MPG INITIALS: PEG BATCH ID: DOT-MPGWk34-7Day-Region5 NUMBER OF VEHICLES NUMBER OF AXLES % HEAVY VEHICLES (F4-F13) % TRUCKS AND BUSES (F3-F13) AXLE CORRECTION FACTOR East % 26.12% 0.99 West % 29.13% 0.99 TOTAL % 27.65% 0.99 VEHICLE CLASS F1 F2 F3 F4 F5 F6 F7 F8 F9 F10 F11 F12 F13 TOTAL NO. OF AXLES ENDING HOUR DIRECTION East 1: : : : : : : : : : : : : : : : : : : : : : : : TOTAL VEHICLES TOTAL AXLES ENDING HOUR DIRECTION West 1: : : : : : : : : : : : : : : : : : : : : : : : TOTAL VEHICLES TOTAL AXLES GRAND TOTAL VEHICLES GRAND TOTAL AXLES VEHICLE CLASSIFICATION CODES: F1. Motorcycles F2. Autos* F3. 2 Axle, 4-Tire Pickups, Vans, Motorhomes* F4. Buses F5. 2 Axle, 6-Tire Single Unit Trucks F6. 3 Axle Single Unit Trucks F7. 4 or More Axle Single Unit Trucks F8. 4 or Less Axle Vehicles, One Unit is a Truck F9. 5 Axle Double Unit Vehicles, One Unit is a Truck F10. 6 or More Double Unit Vehicles, One Unit is a Truck F11. 5 or Less Axle Multi-Unit Trucks F12. 6 Axle Multi-Unit Trucks F13. 7 or More Axle Multi-Unit Trucks * INCLUDING THOSE HAULING TRAILERS FUNCTIONAL CLASS CODES: RURAL URBAN SYSTEM --- East - -West PEAK HOUR DATA DIRECTION HOUR COUNT 2-WAY HOUR COUNT East A.M West P.M PRINCIPAL ARTERIAL-INTERSTATE 12 PRINCIPAL ARTERIAL-EXPRESSWAY 14 PRINCIPAL ARTERIAL-OTHER 16 MINOR ARTERIAL 17 MAJOR COLLECTOR 17 MINOR COLLECTOR 19 LOCAL SYSTEM SOURCE: NYSDOT DATA SERVICES BUREAU

54 New York State Department of Transportation Page 1 of 2 Speed Count Average Weekday Report Date: 11/10/2004 1: : : : : : : : : : : : : : : : : : : : : : : : Station: Start date: Wed 08/18/ :00 Count duration: 167 hours Route #: NY 417 Road name: End date: Wed 08/25/ :45 Functional class: 14 From: CR 19 FIVE MILE RD County: Cattaraugus Factor group: 30 To: OLEAN W CITY LN Town: ALLEGANY Batch ID: DOT-MPGWk34-7Day-Region5 Direction: East Speed limit: 35 Count taken by: Processed by: Org: TST Init: TST Org: MPG Init: PEG Speeds, mph % Exc % Exc % Exc % Exc % Exc Hour Avg 50th% 85th% Total Avg. Daily Total Percent Cum. Percent Average hour 0.3% 0.3% 1 0.6% 0.9% 2 5.0% 5.8% % 38.8% % 86.0% % 98.8% % 99.9% 3 0.1% 100.0% 0 0.0% 100.0% 0 0.0% 100.0% 0 0.0% 100.0% 0 0.0% 100.0% 0 0.0% 100.0% Avg. Speed 50th% Speed 85th% Speed East West East Peak Hour Data Direction Hour Count 2-way Hour Count East A.M West P.M West

55 New York State Department of Transportation Page 2 of 2 Speed Count Average Weekday Report Date: 11/10/2004 1: : : : : : : : : : : : : : : : : : : : : : : : Station: Start date: Wed 08/18/ :00 Count duration: 167 hours Route #: NY 417 Road name: End date: Wed 08/25/ :45 Functional class: 14 From: CR 19 FIVE MILE RD County: Cattaraugus Factor group: 30 To: OLEAN W CITY LN Town: ALLEGANY Batch ID: DOT-MPGWk34-7Day-Region5 Direction: West Speed limit: 35 Count taken by: Processed by: Org: TST Init: TST Org: MPG Init: PEG Speeds, mph % Exc % Exc % Exc % Exc % Exc Hour Avg 50th% 85th% Total Avg. Daily Total Percent Cum. Percent Average hour 0.0% 0.0% 0 1.3% 1.3% 4 6.3% 7.5% % 36.7% % 82.9% % 98.2% % 99.9% 5 0.1% 100.0% 0 0.0% 100.0% 0 0.0% 100.0% 0 0.0% 100.0% 0 0.0% 100.0% 0 0.0% 100.0% Avg. Speed 50th% Speed 85th% Speed East West East Peak Hour Data Direction Hour Count 2-way Hour Count East A.M West P.M West

56 A2 Miscellaneous Traffic Data and Calculations

57 COR Center - Allegany, NY Documentation of Ambient Traffic Volume Growth Roadway Segment Annual Growth Route 417 CR 19 to Olean W City Line % Olean W City Line to N 12th St Jct %

58 UNIVERSITY COMMONS, TOWN OF ALLEGANY, NY TRIP GENERATION TABLE DESCRIPTION PM PEAK SAT PEAK ENTER EXIT ENTER EXIT Office (54,900 s.f.) Multi Use trips - 11%(7%) Sub total Driveway Trips Retail (126,460 s.f.) Restaurants 6,000 s.f. each) Multi Use trips 11%(7%) Sub total Driveway Trips Pass-by Trips 30% (20%) Resulting Primary Trips (Retail & Restaurant) Total Site Generated Driveway Trips Total Site Generated Primary (New) Trips Apartments (20 units)

59 UNIVERSITY COMMONS Summary of Multi-Use Trip Generation Average Weekday Driveway Volumes 5-Jul Hour Two-Way AM Pk Hour PM Pk Hour Land Use Size Volume Enter Exit Enter Exit General Office Building 54.9 Th.Gr.Sq.Ft Shopping Center T.G.L.A High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft Apartments 20 Dwelling Units Total Saturday Sunday 24 Hr Peak Hour 24 Hr Peak Hour 2-Way 2-Way Land Use Size Vol. Enter Exit Vol. Enter Exit General Office Building 54.9 Th.Gr.Sq.Ft Shopping Center T.G.L.A High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft Apartments 20 Dwelling Units Total TRIP GENERATION BY MICROTRANS