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

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

Traffic Impact Study for the proposed Town of Allegany, New York August 2005 Project No. 25024.0 Prepared For: COR Route 417 Company LLC 540 Towne Drive Fayetteville, New York 13066 Prepared By: 3495 Winton Place Building E, Suite 110 Rochester, New York 14623

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

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

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., 2000. 2. TRIP GENERATION, SEVENTH EDITION, INSTITUTE OF TRANSPORTATION ENGINEERS, 2003. 3. TRIP GENERATION HANDBOOK, An ITE Proposed Recommended Practice, INSTITUTE OF TRANSPORTATION ENGINEERS, 2001. 4. TRAFFIC VOLUME REPORT, NYSDOT, 2003. 5. MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD), NYSDOT 2003. 6. A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, THE AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO), 2001. 7. INTERSECTION CHANNELIZATION DESIGN GUIDE, N.C.H.R.P. #279, TRANSPORTATION RESEARCH BOARD, 1985. iii August 2005

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

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 417. 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). v August 2005

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 2003. 1 August 2005

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

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

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

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, 2005. 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 10 0.32 0.60 Willard Street / Route 417 1 0.04 0.16 Constitution Avenue / Route 417 5 0.16 0.60 Constitution Avenue / Cranberry Road 1 0.14 0.27 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

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 4 @ 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

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

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 417. 8 August 2005

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.) 24 116 12 10 Multi Use trips - 11%(7%) -4-13 -1-1 Sub total Driveway Trips 28 107 19 13 Retail (126,460 s.f.) 351 380 524 484 Restaurants (4 @ 6,000 s.f. each) 160 104 304 176 Multi Use trips 11%(7%) -56-53 -58-46 Sub total Driveway Trips 455 431 770 614 Pass-by Trips 30% (20%) -137-129 -154-123 Resulting Primary Trips (Retail & Restaurant) Total Site Generated Driveway Trips Total Site Generated Primary (New) Trips 318 302 616 491 483 538 789 627 346 409 635 504 Apartments (20 units) 8 4 8 4 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

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

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

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

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

Traffic Impact Study University Commons Town of Allegany, NY TABLE V SIGHT DISTANCE REQUIREMENTS AND MEASUREMENTS Intersection Proposed West Site Drive @ Route 417 Proposed Middle Site Drive @ Route 417 Proposed East Site Drive @ Route 417 Desirable Intersection Sight Distance for Leftturn from Stop (ft) Required Available Sight Stopping Distance (ft) to the: Sight Distance (ft) left right 445 305 >1,000 >1,000 445 305 575 >1,000 445 305 >1,000 550 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, 1985. 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

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, 1985. 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

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

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 417. 17 August 2005

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

APPENDICES

A1 Collected Traffic Volume Data

Constitution Ave Southbound SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 Groups Printed- Unshifted Cranberry Road Westbound Constitution Ave Northbound File Name : ConstiCranbSat Site Code : 25024222 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 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 11:30 AM 1 14 3 0 3 0 3 0 1 15 0 0 0 0 0 0 40 11:45 AM 0 22 1 0 3 0 1 0 3 25 0 0 0 0 0 0 55 Total 1 36 4 0 6 0 4 0 4 40 0 0 0 0 0 0 95 12:00 PM 0 25 0 0 2 1 2 0 3 23 2 0 1 0 0 0 59 12:15 PM 0 20 2 0 2 0 1 0 3 14 1 0 1 0 0 0 44 12:30 PM 0 19 3 0 1 0 4 0 4 22 2 0 1 0 0 0 56 12:45 PM 0 20 0 0 2 0 5 0 5 20 0 0 3 0 0 0 55 Total 0 84 5 0 7 1 12 0 15 79 5 0 6 0 0 0 214 01:00 PM 0 21 4 0 1 0 4 0 2 21 2 0 0 0 0 0 55 01:15 PM 0 29 2 0 0 0 4 0 4 25 2 0 2 0 1 0 69 Grand Total 1 170 15 0 14 1 24 0 25 165 9 0 8 0 1 0 433 Apprch % 0.5 91.4 8.1 0.0 35.9 2.6 61.5 0.0 12.6 82.9 4.5 0.0 88.9 0.0 11.1 0.0 Total % 0.2 39.3 3.5 0.0 3.2 0.2 5.5 0.0 5.8 38.1 2.1 0.0 1.8 0.0 0.2 0.0 Int. Total

SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 File Name : ConstiCranbSat Site Code : 25024222 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 0 89 9 0 98 4 0 17 0 21 15 88 6 0 109 6 0 1 0 7 235 Percent 0.0 90. 19. 81. 13. 80. 85. 14. 9.2 0.0 0.0 0.0 5.5 0.0 0.0 8 0 0 8 7 7 3 0.0 01:15 Volume 0 29 2 0 31 0 0 4 0 4 4 25 2 0 31 2 0 1 0 3 69 Peak Factor 0.851 High Int. 01:15 PM 12:45 PM 01:15 PM 12:45 PM Volume 0 29 2 0 31 2 0 5 0 7 4 25 2 0 31 3 0 0 0 3 Peak Factor 0.79 0 0.75 0 0.87 9 0.58 3 Constitution Ave Out In Total 93 98 191 0 Right 89 Thru 9 Left 0 Peds Country Inn & Suites Out In Total 6 7 13 0 1 Thru Left 6 Right 0 Peds 4/9/2005 12:30:00 PM 4/9/2005 1:15:00 PM Unshifted North 4 0 17 0 Right Thru Left Peds Out In Total 24 21 45 Cranberry Road Left 6 Thru 88 Right 15 Peds 0 112 109 221 Out In Total Constitution Ave

Constitution Ave Southbound SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 Groups Printed- Unshifted Cranberry Road Westbound Constitution Ave Northbound File Name : ConstiCranbFri Site Code : 25024111 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 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 03:30 PM 0 31 2 0 2 0 2 0 3 38 2 0 0 0 0 0 80 03:45 PM 0 26 2 0 5 0 9 0 5 33 0 0 3 0 0 0 83 Total 0 57 4 0 7 0 11 0 8 71 2 0 3 0 0 0 163 04:00 PM 0 34 5 0 1 0 7 0 5 32 1 0 0 0 0 0 85 04:15 PM 0 35 1 0 6 0 2 0 5 25 3 0 2 0 0 0 79 04:30 PM 1 37 7 0 1 0 2 0 2 44 1 0 2 0 0 0 97 04:45 PM 0 39 1 0 3 0 4 0 2 32 1 0 1 0 0 0 83 Total 1 145 14 0 11 0 15 0 14 133 6 0 5 0 0 0 344 05:00 PM 0 33 5 0 3 0 3 0 2 33 1 0 0 0 0 0 80 05:15 PM 0 36 3 0 3 0 2 0 2 19 4 0 2 0 2 0 73 Grand Total 1 271 26 0 24 0 31 0 26 256 13 0 10 0 2 0 660 Apprch % 0.3 90.9 8.7 0.0 43.6 0.0 56.4 0.0 8.8 86.8 4.4 0.0 83.3 0.0 16.7 0.0 Total % 0.2 41.1 3.9 0.0 3.6 0.0 4.7 0.0 3.9 38.8 2.0 0.0 1.5 0.0 0.3 0.0 Int. Total

SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 File Name : ConstiCranbFri Site Code : 25024111 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 1 132 15 0 148 13 0 20 0 33 17 134 5 0 156 7 0 0 0 7 344 Percent 0.7 89. 10. 39. 60. 10. 85. 100 0.0 0.0 0.0 3.2 0.0 2 1 4 6 9 9.0 0.0 0.0 0.0 04:30 Volume 1 37 7 0 45 1 0 2 0 3 2 44 1 0 47 2 0 0 0 2 97 Peak Factor 0.887 High Int. 04:30 PM 03:45 PM 04:30 PM 03:45 PM Volume 1 37 7 0 45 5 0 9 0 14 2 44 1 0 47 3 0 0 0 3 Peak Factor 0.82 2 0.58 9 0.83 0 0.58 3 Constitution Ave Out In Total 147 148 295 1 Right 132 Thru 15 Left 0 Peds Country Inn & Suite Out In Total 6 7 13 0 0 Thru Left 7 Right 0 Peds 4/8/2005 3:45:00 PM 4/8/2005 4:30:00 PM Unshifted North 13 0 20 0 Right Thru Left Peds Out In Total 32 33 65 Cranberry Road Left 5 Thru 134 Right 17 Peds 0 159 156 315 Out In Total Constitution Ave

SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 File Name : 417WillardSat Site Code : 00025024 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 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 11:30 AM 0 0 4 0 2 100 0 0 0 0 0 0 0 112 0 0 218 11:45 AM 0 0 2 0 5 117 0 0 0 0 0 0 0 136 0 0 260 Total 0 0 6 0 7 217 0 0 0 0 0 0 0 248 0 0 478 12:00 PM 0 0 3 0 0 135 0 0 0 0 0 0 0 124 1 0 263 12:15 PM 0 0 4 0 4 130 0 0 0 0 0 0 0 121 1 0 260 12:30 PM 2 0 0 0 1 112 0 0 0 0 0 0 0 121 1 0 237 12:45 PM 1 0 3 0 4 129 0 0 0 0 0 0 0 124 2 0 263 Total 3 0 10 0 9 506 0 0 0 0 0 0 0 490 5 0 1023 01:00 PM 1 0 2 0 0 130 0 0 0 0 0 0 0 117 1 0 251 01:15 PM 1 0 3 0 2 122 0 0 0 0 0 0 0 120 2 0 250 Grand Total 5 0 21 0 18 975 0 0 0 0 0 0 0 975 8 0 2002 Apprch % 19.2 0.0 80.8 0.0 1.8 98.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 99.2 0.8 0.0 Total % 0.2 0.0 1.0 0.0 0.9 48.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 48.7 0.4 0.0 Int. Total

SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 File Name : 417WillardSat Site Code : 00025024 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 3 0 10 0 13 9 506 0 0 515 0 0 0 0 0 0 490 5 0 495 1023 Percent 23. 76. 98. 99. 0.0 0.0 1.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 9 3 0 1.0 0.0 12:45 Volume 1 0 3 0 4 4 129 0 0 133 0 0 0 0 0 0 124 2 0 126 263 Peak Factor 0.972 High Int. 12:15 PM 12:00 PM 11:15:00 AM 12:45 PM Volume 0 0 4 0 4 0 135 0 0 135 0 0 0 0 0 0 124 2 0 126 Peak Factor 0.81 3 0.95 4 0.98 2 Williard St Out In Total 14 13 27 3 Right 0 Thru 10 Left 0 Peds W State St (Route 417) Out In Total 509 495 1004 5 Left 490 Thru 0 0 Right Peds 4/9/2005 12:00:00 PM 4/9/2005 12:45:00 PM Unshifted North 9 506 0 0 Right Thru Left Peds Out In Total 500 515 1015 W State St (Route 417) Left 0 Thru 0 Right 0 Peds 0 0 0 0 Out In Total Not Named

SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 File Name : 417WillardFri Site Code : 00025024 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 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 03:30 PM 0 0 4 0 9 148 1 0 0 0 0 0 0 145 2 0 309 03:45 PM 1 0 3 0 3 171 0 0 0 0 0 0 0 157 2 0 337 Total 1 0 7 0 12 319 1 0 0 0 0 0 0 302 4 0 646 04:00 PM 0 0 4 0 1 158 0 0 0 0 0 0 0 115 1 0 279 04:15 PM 3 0 3 0 6 153 0 0 0 0 0 0 0 133 0 0 298 04:30 PM 2 0 6 0 4 126 0 0 0 0 0 0 0 118 0 0 256 04:45 PM 0 0 2 0 4 152 0 0 0 0 0 0 0 136 3 0 297 Total 5 0 15 0 15 589 0 0 0 0 0 0 0 502 4 0 1130 05:00 PM 1 0 6 0 3 148 0 0 0 0 0 0 0 161 10 0 329 05:15 PM 3 0 3 0 4 143 0 0 0 0 0 0 0 154 0 0 307 Grand Total 10 0 31 0 34 1199 1 0 0 0 0 0 0 1119 18 0 2412 Apprch % 24.4 0.0 75.6 0.0 2.8 97.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 98.4 1.6 0.0 Total % 0.4 0.0 1.3 0.0 1.4 49.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 46.4 0.7 0.0 Int. Total

SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 File Name : 417WillardFri Site Code : 00025024 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 4 0 14 0 18 19 630 1 0 650 0 0 0 0 0 0 550 5 0 555 1223 Percent 22. 77. 96. 99. 0.0 0.0 2.9 0.2 0.0 0.0 0.0 0.0 0.0 0.0 2 8 9 1 0.9 0.0 03:45 Volume 1 0 3 0 4 3 171 0 0 174 0 0 0 0 0 0 157 2 0 159 337 Peak Factor 0.907 High Int. 04:15 PM 03:45 PM 3:15:00 PM 03:45 PM Volume 3 0 3 0 6 3 171 0 0 174 0 0 0 0 0 0 157 2 0 159 Peak Factor 0.75 0 0.93 4 0.87 3 Williard Street Out In Total 24 18 42 4 Right 0 Thru 14 Left 0 Peds W State St (Route 417) Out In Total 634 555 1189 5 Left 550 Thru 0 0 Right Peds 4/8/2005 3:30:00 PM 4/8/2005 4:15:00 PM Unshifted North 19 630 1 0 Right Thru Left Peds Out In Total 564 650 1214 W State St (Route 417) Left 0 Thru 0 Right 0 Peds 0 1 0 1 Out In Total Not Named

Gargoyle Road Southbound SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 Groups Printed- Unshifted W State St (Route 417) Westbound Gargoyle Road Northbound File Name : 417GargoySat Site Code : 00025024 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 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 11:30 AM 21 2 39 0 16 91 4 0 5 1 2 0 4 96 21 0 302 11:45 AM 16 9 50 0 8 119 11 0 4 1 3 0 5 117 19 0 362 Total 37 11 89 0 24 210 15 0 9 2 5 0 9 213 40 0 664 12:00 PM 21 3 33 0 17 113 8 1 4 0 6 0 2 99 30 0 337 12:15 PM 30 2 44 0 10 121 11 1 6 0 5 0 4 103 27 0 364 12:30 PM 18 2 40 0 11 90 10 0 5 5 6 0 2 95 30 0 314 12:45 PM 29 3 43 0 17 105 7 0 11 3 1 0 2 110 24 0 355 Total 98 10 160 0 55 429 36 2 26 8 18 0 10 407 111 0 1370 01:00 PM 17 2 43 0 12 118 3 0 9 1 4 0 3 98 24 0 334 01:15 PM 15 1 46 0 17 115 3 0 7 4 3 0 5 103 26 0 345 Grand Total 167 24 338 0 108 872 57 2 51 15 30 0 27 821 201 0 2713 Apprch % 31.6 4.5 63.9 0.0 10.4 83.9 5.5 0.2 53.1 15.6 31.3 0.0 2.6 78.3 19.2 0.0 Total % 6.2 0.9 12.5 0.0 4.0 32.1 2.1 0.1 1.9 0.6 1.1 0.0 1.0 30.3 7.4 0.0 Int. Total

SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 File Name : 417GargoySat Site Code : 00025024 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 85 16 167 0 268 46 443 40 2 531 19 6 20 0 45 13 414 106 0 533 1377 Percent 31. 62. 83. 42. 13. 44. 77. 19. 6.0 0.0 8.7 7.5 0.4 0.0 2.4 7 3 4 2 3 4 7 9 0.0 12:15 Volume 30 2 44 0 76 10 121 11 1 143 6 0 5 0 11 4 103 27 0 134 364 Peak Factor 0.946 High Int. 12:15 PM 12:15 PM 12:30 PM 11:45 AM Volume 30 2 44 0 76 10 121 11 1 143 5 5 6 0 16 5 117 19 0 141 Peak Factor 0.88 2 0.92 8 0.70 3 0.94 5 Gargoyle Road Out In Total 158 268 426 85 Right 16 Thru 167 Left 0 Peds W State St (Route 417) Out In Total 548 533 1081 106 Left 414 Thru 13 Right 0 Peds 4/9/2005 11:45:00 AM 4/9/2005 12:30:00 PM Unshifted North 46 443 40 2 Right Thru Left Peds Out In Total 600 531 1131 W State St (Route 417) Left 20 Thru 6 Right 19 Peds 0 69 45 114 Out In Total Gargoyle Road

Gargoyle Road Southbound SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 Groups Printed- Unshifted W State St (Route 417) Westbound Gargoyle Road Northbound File Name : 417GargoyFri Site Code : 00025024 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 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 03:30 PM 34 3 34 0 10 123 14 0 5 0 1 0 2 121 24 0 371 03:45 PM 35 1 25 0 12 127 16 0 6 3 3 0 4 142 21 0 395 Total 69 4 59 0 22 250 30 0 11 3 4 0 6 263 45 0 766 04:00 PM 29 1 32 0 12 141 15 0 7 2 6 0 4 113 13 0 375 04:15 PM 33 2 40 0 8 121 7 0 6 0 7 0 2 113 23 0 362 04:30 PM 31 2 38 1 5 98 8 0 4 0 1 0 3 108 13 0 312 04:45 PM 33 0 27 0 10 120 22 1 6 2 2 0 6 129 24 0 382 Total 126 5 137 1 35 480 52 1 23 4 16 0 15 463 73 0 1431 05:00 PM 26 1 30 0 7 129 18 0 8 4 3 0 8 154 13 0 401 05:15 PM 22 2 36 0 11 126 20 0 12 0 4 0 6 125 26 0 390 Grand Total 243 12 262 1 75 985 120 1 54 11 27 0 35 1005 157 0 2988 Apprch % 46.9 2.3 50.6 0.2 6.4 83.4 10.2 0.1 58.7 12.0 29.3 0.0 2.9 84.0 13.1 0.0 Total % 8.1 0.4 8.8 0.0 2.5 33.0 4.0 0.0 1.8 0.4 0.9 0.0 1.2 33.6 5.3 0.0 Int. Total

SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 File Name : 417GargoyFri Site Code : 00025024 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 131 7 131 0 269 42 512 52 0 606 24 5 17 0 46 12 489 81 0 582 1503 Percent 48. 48. 84. 52. 10. 37. 84. 13. 2.6 0.0 6.9 8.6 0.0 0.0 2.1 7 7 5 2 9 0 0 9 0.0 03:45 Volume 35 1 25 0 61 12 127 16 0 155 6 3 3 0 12 4 142 21 0 167 395 Peak Factor 0.951 High Int. 04:15 PM 04:00 PM 04:00 PM 03:45 PM Volume 33 2 40 0 75 12 141 15 0 168 7 2 6 0 15 4 142 21 0 167 Peak Factor 0.89 7 0.90 2 0.76 7 0.87 1 Gargoyle Road Out In Total 128 269 397 131 Right 7 Thru 131 Left 0 Peds W State St (Route 417) Out In Total 660 582 1242 81 Left 489 Thru 12 Right 0 Peds 4/8/2005 3:30:00 PM 4/8/2005 4:15:00 PM Unshifted North 42 512 52 0 Right Thru Left Peds Out In Total 644 606 1250 W State St (Route 417) Left 17 Thru 5 Right 24 Peds 0 71 46 117 Out In Total Gargoyle Road

Constitution Ave Southbound SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 Groups Printed- Unshifted W State St (Route 417) Westbound Constitution Ave Northbound File Name : 417constituSat Site Code : 00025034 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 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 11:30 AM 20 1 3 0 1 103 2 0 1 2 3 0 3 105 14 0 258 11:45 AM 17 2 2 0 1 95 9 0 4 1 3 0 7 117 24 0 282 Total 37 3 5 0 2 198 11 0 5 3 6 0 10 222 38 0 540 12:00 PM 21 4 4 0 3 116 2 0 3 1 6 0 4 105 19 0 288 12:15 PM 21 3 3 0 3 133 2 27 4 2 36 0 3 104 13 0 354 12:30 PM 11 2 3 0 14 94 4 1 11 3 18 0 1 107 21 0 290 12:45 PM 22 1 5 0 13 105 6 0 3 2 6 0 21 112 13 0 309 Total 75 10 15 0 33 448 14 28 21 8 66 0 29 428 66 0 1241 01:00 PM 19 1 4 0 6 111 4 0 4 0 4 0 2 101 15 0 271 01:15 PM 30 2 5 0 7 113 2 0 4 5 3 0 1 109 20 0 301 Grand Total 161 16 29 0 48 870 31 28 34 16 79 0 42 860 139 0 2353 Apprch % 78.2 7.8 14.1 0.0 4.9 89.0 3.2 2.9 26.4 12.4 61.2 0.0 4.0 82.6 13.4 0.0 Total % 6.8 0.7 1.2 0.0 2.0 37.0 1.3 1.2 1.4 0.7 3.4 0.0 1.8 36.5 5.9 0.0 Int. Total

SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 File Name : 417constituSat Site Code : 00025034 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 75 10 15 0 100 33 448 14 28 523 21 8 66 0 95 29 428 66 0 523 1241 Percent 75. 10. 15. 85. 22. 69. 81. 12. 0.0 6.3 2.7 5.4 8.4 0.0 5.5 0 0 0 7 1 5 8 6 0.0 12:15 Volume 21 3 3 0 27 3 133 2 27 165 4 2 36 0 42 3 104 13 0 120 354 Peak Factor 0.876 High Int. 12:00 PM 12:15 PM 12:15 PM 12:45 PM Volume 21 4 4 0 29 3 133 2 27 165 4 2 36 0 42 21 112 13 0 146 Peak Factor 0.86 2 0.79 2 0.56 5 0.89 6 Constitution Ave Out In Total 107 100 207 75 Right 10 Thru 15 Left 0 Peds W State St (Route 417) Out In Total 589 523 1112 66 Left 428 Thru 29 Right 0 Peds 4/9/2005 12:00:00 PM 4/9/2005 12:45:00 PM Unshifted North 33 448 14 28 Right Thru Left Peds Out In Total 464 523 987 W State St (Route 417) Left 66 Thru 8 Right 21 Peds 0 53 95 148 Out In Total Constitution Ave

Constitution Ave Southbound SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 Groups Printed- Unshifted W State St (Route 417) Westbound Constitution Ave Northbound File Name : 417CON~2 Site Code : 00025024 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 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 03:30 PM 31 8 6 0 3 129 6 0 10 5 15 0 10 123 36 0 382 03:45 PM 24 5 8 0 1 151 9 0 7 4 10 0 6 132 29 0 386 Total 55 13 14 0 4 280 15 0 17 9 25 0 16 255 65 0 768 04:00 PM 39 2 5 0 5 144 7 0 7 8 8 0 6 100 17 0 348 04:15 PM 36 3 7 0 5 136 6 0 10 5 7 0 9 121 29 0 374 04:30 PM 41 2 7 0 4 137 2 0 5 6 7 0 9 104 37 0 361 04:45 PM 33 10 5 0 3 123 2 0 5 7 7 0 3 129 29 0 356 Total 149 17 24 0 17 540 17 0 27 26 29 0 27 454 112 0 1439 05:00 PM 37 2 5 0 3 151 3 0 20 10 13 0 5 131 15 0 395 05:15 PM 33 5 6 0 5 143 0 0 5 2 5 0 5 140 20 0 369 Grand Total 274 37 49 0 29 1114 35 0 69 47 72 0 53 980 212 0 2971 Apprch % 76.1 10.3 13.6 0.0 2.5 94.6 3.0 0.0 36.7 25.0 38.3 0.0 4.3 78.7 17.0 0.0 Total % 9.2 1.2 1.6 0.0 1.0 37.5 1.2 0.0 2.3 1.6 2.4 0.0 1.8 33.0 7.1 0.0 Int. Total

SRF & Associates 3495 Winton Place, Bldg E-110 Rochester, NY 14623 Ph. 585-272-4660 Fax 585-272-4662 File Name : 417CON~2 Site Code : 00025024 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 130 18 26 0 174 14 560 28 0 602 34 22 40 0 96 31 476 111 0 618 1490 Percent 74. 10. 14. 93. 35. 22. 41. 77. 18. 0.0 2.3 4.7 0.0 0.0 5.0 7 3 9 0 4 9 7 0 0 0.0 03:45 Volume 24 5 8 0 37 1 151 9 0 161 7 4 10 0 21 6 132 29 0 167 386 Peak Factor 0.965 High Int. 04:00 PM 03:45 PM 03:30 PM 03:30 PM Volume 39 2 5 0 46 1 151 9 0 161 10 5 15 0 30 10 123 36 0 169 Peak Factor 0.94 6 0.93 5 0.80 0 0.91 4 Constitution Ave Out In Total 147 174 321 130 Right 18 Thru 26 Left 0 Peds W State St (Route 417) Out In Total 730 618 1348 111 Left 476 Thru 31 Right 0 Peds 4/8/2005 3:30:00 PM 4/8/2005 4:15:00 PM Unshifted North 14 560 28 0 Right Thru Left Peds Out In Total 536 602 1138 W State St (Route 417) Left 40 Thru 22 Right 34 Peds 0 77 96 173 Out In Total Constitution Ave

ROUTE #: NY 417 ROAD NAME: FROM: CR 19 FIVE MILE RD TO: OLEAN W CITY LN COUNTY: Cattaraugus STATION: 510084 STATE DIR CODE: 1 PLACEMENT: @ St Bonaventure University DATE OF COUNT: 08/18/2004 6418 STATION: 510084 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 PLACEMENT: @ St Bonaventure University NHS: no BIN: DATE OF COUNT: 08/18/2004 @ REF MARKER: 17 51023145 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 10 10 TO 11 11 TO 12 12 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 485 441 394 354 253 190 120 65 19 T 60 22 17 9 15 33 113 185 342 315 374 507 667 734 639 605 594 675 453 375 298 187 129 85 7433 734 13 20 F 64 39 28 14 17 37 117 195 290 358 418 444 593 519 487 570 530 548 466 399 314 209 152 104 6912 593 12 21 S 62 50 39 24 17 16 53 77 175 326 422 570 638 624 608 593 497 502 449 370 353 241 177 140 7023 638 12 22 S 111 68 76 35 15 14 47 73 112 217 336 391 523 548 492 446 451 455 388 365 301 214 141 103 5922 548 13 23 M 51 32 14 9 21 34 101 187 298 318 387 455 535 483 507 549 545 515 440 446 284 195 99 92 6597 549 15 24 T 65 38 20 10 19 31 115 193 308 334 376 487 534 535 525 548 537 508 434 411 366 195 143 83 6815 548 15 25 W 58 40 18 16 20 29 115 204 321 346 392 441 526 508 516 26 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 10 10 TO 11 11 TO 12 DAYS Counted AVERAGE WEEKDAY HOURS (Axle Factored, Mon 6AM to Fri Noon) ADT 62 35 21 12 18 32 112 193 312 334 389 467 566 565 547 567 540 535 430 396 300 192 123 81 6829 HOURS Counted WEEKDAYS Counted WEEKDAY Hours AVERAGE WEEKDAY High Hour % of day Axle Adj. Factor Seasonal/Weekday Adjustment Factor ESTIMATED (one way) AADT 8 167 5 101 567 8% 1.000 1.064

ROUTE #: NY 417 ROAD NAME: FROM: CR 19 FIVE MILE RD TO: OLEAN W CITY LN COUNTY: Cattaraugus STATION: 510084 STATE DIR CODE: 2 PLACEMENT: @ St Bonavenure Univ DATE OF COUNT: 08/18/2004 6634 STATION: 510084 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 PLACEMENT: @ St Bonavenure Univ NHS: no BIN: DATE OF COUNT: 08/18/2004 @ REF MARKER: 17 51023145 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 10 10 TO 11 11 TO 12 12 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 489 465 371 361 285 248 180 91 19 T 56 24 19 7 19 31 126 194 282 338 387 475 502 623 607 627 685 720 550 523 350 294 170 105 7714 720 17 20 F 59 43 23 16 17 43 96 191 302 376 383 451 578 542 499 551 597 539 518 413 348 293 192 140 7210 597 16 21 S 93 45 40 19 9 24 36 88 161 288 406 485 563 615 564 582 570 571 481 393 363 330 241 182 7149 615 13 22 S 127 57 56 31 10 10 36 69 119 194 289 423 533 513 487 509 482 411 355 325 283 226 147 98 5790 533 12 23 M 60 21 15 6 15 40 109 187 341 339 402 471 523 551 543 534 529 521 419 349 325 247 152 94 6793 551 13 24 T 60 35 18 12 15 43 100 187 336 383 395 475 539 524 535 537 567 551 420 382 373 273 158 105 7023 567 16 25 W 62 38 18 11 16 36 119 194 339 390 406 461 513 517 525 26 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 10 10 TO 11 11 TO 12 DAYS Counted AVERAGE WEEKDAY HOURS (Axle Factored, Mon 6AM to Fri Noon) ADT 59 35 20 12 17 38 110 191 320 365 395 467 519 554 552 566 568 564 440 404 333 266 165 99 7059 HOURS Counted WEEKDAYS Counted WEEKDAY Hours AVERAGE WEEKDAY High Hour % of day Axle Adj. Factor Seasonal/Weekday Adjustment Factor ESTIMATED (one way) AADT 8 167 5 101 568 8% 1.000 1.064

New York State Department of Transportation Classification Count Average Weekday Data Report ROUTE #: NY 417 ROAD NAME: YEAR: 2004 STATION: 510084 COUNTY NAME: Cattaraugus MONTH: August REGION CODE: 5 FROM: CR 19 FIVE MILE RD DIRECTION TO: OLEAN W CITY LN REF-MARKER: 17 51023145 END MILEPOINT: 0121520 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 6826 13845 3.91% 26.12% 0.99 West 7059 14290 5.03% 29.13% 0.99 TOTAL 13885 28135 4.48% 27.65% 0.99 VEHICLE CLASS F1 F2 F3 F4 F5 F6 F7 F8 F9 F10 F11 F12 F13 TOTAL NO. OF AXLES 2 2 2 2.5 2 3 4 3.5 5 6 5 6 8.75 ENDING HOUR DIRECTION East 1:00 0 53 7 0 1 0 0 0 0 0 0 0 0 61 2:00 0 28 6 0 0 0 0 0 1 0 0 0 0 35 3:00 0 16 4 0 0 0 0 0 0 0 0 0 0 20 4:00 0 6 4 0 0 0 0 0 0 0 0 0 0 10 5:00 0 10 5 0 0 0 0 0 1 0 0 0 0 16 6:00 0 18 10 0 1 1 0 1 2 0 0 0 0 33 7:00 0 65 39 0 5 2 0 1 1 0 0 0 0 113 8:00 1 123 52 1 9 0 0 3 2 0 1 0 0 192 9:00 1 206 81 1 16 2 0 2 3 0 0 0 0 312 10:00 1 229 81 3 14 1 0 2 3 0 0 0 0 334 11:00 1 273 97 2 12 1 0 1 3 0 0 0 0 390 12:00 2 332 108 2 14 2 0 4 2 0 0 0 0 466 13:00 1 414 130 3 14 1 2 4 2 0 0 0 0 571 14:00 2 408 136 1 13 1 0 2 2 0 0 0 0 565 15:00 1 397 127 1 15 1 0 2 3 0 0 0 0 547 16:00 2 423 124 2 12 0 0 3 1 0 0 0 0 567 17:00 2 408 115 2 6 1 1 3 2 0 0 0 0 540 18:00 3 417 100 1 9 0 0 2 2 0 0 0 0 534 19:00 3 330 87 0 6 0 0 2 0 0 1 0 0 429 20:00 4 303 82 0 4 0 0 2 2 0 0 0 0 397 21:00 2 237 55 0 4 0 0 1 1 0 0 0 0 300 22:00 1 152 34 1 2 0 0 0 1 0 0 0 0 191 23:00 1 100 20 0 2 0 0 0 0 0 0 0 0 123 24:00 0 67 12 0 0 0 0 0 1 0 0 0 0 80 TOTAL VEHICLES TOTAL AXLES 28 56 5015 10030 1516 3032 20 50 159 318 13 39 3 12 35 122 35 175 0 0 2 10 0 0 0 0 6826 13845 ENDING HOUR DIRECTION West 1:00 0 46 12 0 0 0 0 0 0 0 0 0 0 58 2:00 0 28 6 0 0 0 0 0 0 0 0 0 0 34 3:00 0 14 4 0 1 0 0 0 1 0 0 0 0 20 4:00 0 8 2 0 0 0 0 0 0 0 0 0 0 10 5:00 0 10 4 0 2 0 0 0 1 0 0 0 0 17 6:00 0 22 10 0 6 0 0 0 0 0 0 0 0 38 7:00 0 66 35 1 6 1 0 1 1 0 0 0 0 111 8:00 0 124 48 2 12 1 0 1 2 0 0 0 0 190 9:00 0 218 78 2 16 1 0 3 2 0 0 0 0 320 10:00 0 244 93 4 18 1 0 4 1 0 0 0 0 365 11:00 0 260 105 2 19 1 0 5 2 0 1 0 0 395 12:00 0 324 112 4 17 1 0 5 3 0 0 0 0 466 13:00 0 370 131 3 17 1 0 6 2 0 0 0 0 530 14:00 1 396 129 3 16 0 0 5 2 0 0 0 0 552 15:00 0 406 123 2 17 0 0 2 2 0 0 0 0 552 16:00 0 404 140 1 16 1 0 4 0 0 0 0 0 566 17:00 0 400 145 2 16 1 0 3 1 0 0 0 0 568 18:00 0 412 132 1 16 0 0 3 1 0 0 0 0 565 19:00 0 325 98 0 14 0 0 1 1 0 0 0 0 439 20:00 0 281 107 0 14 1 0 0 0 0 0 0 0 403 21:00 0 242 75 1 12 0 0 1 0 0 2 0 0 333 22:00 0 200 57 0 6 0 0 1 0 0 0 0 0 264 23:00 0 125 35 0 3 0 0 1 1 0 0 0 0 165 24:00 0 77 20 0 0 0 0 1 0 0 0 0 0 98 TOTAL VEHICLES TOTAL AXLES GRAND TOTAL VEHICLES GRAND TOTAL AXLES 1 2 29 58 5002 10004 10017 20034 1701 3402 3217 6434 28 70 48 120 244 488 403 806 10 30 23 69 0 0 47 164 23 115 0 0 3 82 58 0 12 287 290 0 VEHICLE CLASSIFICATION CODES: 3 15 5 25 0 0 0 0 0 0 0 0 7059 14290 13885 28135 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 13 571 A.M. 12 932 West 17 568 P.M. 16 1133 01 02 02 06 07 08 09 11 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

New York State Department of Transportation Page 1 of 2 Speed Count Average Weekday Report Date: 11/10/2004 1:00 0 0 1 19 29 11 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 36.3 36.8 41.0 60 2:00 0 0 0 11 17 6 1 0 0 0 0 0 0 2.9 0.0 0.0 0.0 0.0 36.7 37.0 41.5 35 3:00 0 0 0 6 11 3 1 0 0 0 0 0 0 4.8 0.0 0.0 0.0 0.0 36.9 37.1 41.5 21 4:00 0 0 0 2 8 2 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 37.3 37.6 40.6 12 5:00 0 0 0 3 9 5 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 37.8 38.1 42.5 17 6:00 0 0 0 9 18 5 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 36.6 37.0 40.2 32 7:00 1 0 2 20 70 18 2 0 0 0 0 0 0 1.8 0.0 0.0 0.0 0.0 36.5 37.4 40.9 113 8:00 0 1 3 33 102 47 5 1 0 0 0 0 0 3.1 0.5 0.0 0.0 0.0 37.5 37.9 42.6 192 9:00 1 1 5 84 158 59 5 0 0 0 0 0 0 1.6 0.0 0.0 0.0 0.0 36.4 37.1 41.5 313 10:00 1 0 14 112 164 39 4 0 0 0 0 0 0 1.2 0.0 0.0 0.0 0.0 35.5 36.3 39.8 334 11:00 2 3 19 125 187 51 4 1 0 0 0 0 0 1.3 0.3 0.0 0.0 0.0 35.3 36.3 40.0 392 12:00 2 2 28 154 215 60 5 0 0 0 0 0 0 1.1 0.0 0.0 0.0 0.0 35.2 36.1 39.9 466 13:00 4 12 52 220 226 52 4 1 0 0 0 0 0 0.9 0.2 0.0 0.0 0.0 33.9 35.0 39.4 571 14:00 0 8 40 213 234 62 7 1 0 0 0 0 0 1.4 0.2 0.0 0.0 0.0 34.8 35.5 39.7 565 15:00 2 6 55 190 232 56 6 0 0 0 0 0 0 1.1 0.0 0.0 0.0 0.0 34.4 35.5 39.6 547 16:00 1 3 26 204 268 61 4 1 0 0 0 0 0 0.9 0.2 0.0 0.0 0.0 35.2 36.0 39.7 568 17:00 0 1 24 196 250 63 6 0 0 0 0 0 0 1.1 0.0 0.0 0.0 0.0 35.5 36.0 39.8 540 18:00 3 2 32 179 256 56 6 0 0 0 0 0 0 1.1 0.0 0.0 0.0 0.0 35.0 36.0 39.7 534 19:00 0 0 11 128 218 68 4 1 0 0 0 0 0 1.2 0.2 0.0 0.0 0.0 36.3 36.8 40.7 430 20:00 1 1 13 132 196 49 4 0 0 0 0 0 0 1.0 0.0 0.0 0.0 0.0 35.6 36.4 39.9 396 21:00 0 0 6 91 161 38 2 0 0 0 0 0 0 0.7 0.0 0.0 0.0 0.0 36.1 36.7 39.9 298 22:00 0 1 6 56 98 27 3 1 0 0 0 0 0 2.1 0.5 0.0 0.0 0.0 36.1 36.7 40.5 192 23:00 0 0 2 42 61 16 1 0 0 0 0 0 0 0.8 0.0 0.0 0.0 0.0 36.0 36.4 39.9 122 24:00 0 0 0 24 38 16 2 0 0 0 0 0 0 2.5 0.0 0.0 0.0 0.0 36.9 37.2 41.9 80 Station: 510084 Start date: Wed 08/18/2004 16:00 Count duration: 167 hours Route #: NY 417 Road name: End date: Wed 08/25/2004 14:45 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 0.0-20.1-25.1-30.1-35.1-40.1-45.1-50.1-55.1-60.1-65.1-70.1-75.1- % Exc % Exc % Exc % Exc % Exc Hour 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 75.0 95.0 45.0 50.0 55.0 60.0 65.0 Avg 50th% 85th% Total Avg. Daily Total 18 41 339 2253 3226 870 76 7 0 0 0 0 0 1.2 0.1 0.0 0.0 0.0 35.4 36.2 39.9 6830 Percent Cum. Percent Average hour 0.3% 0.3% 1 0.6% 0.9% 2 5.0% 5.8% 14 33.0% 38.8% 94 47.2% 86.0% 134 12.7% 98.8% 36 1.1% 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% 0 285 Avg. Speed 50th% Speed 85th% Speed East 35.4 36.2 39.9 West 35.6 36.5 40.7 --- East Peak Hour Data Direction Hour Count 2-way Hour Count East 13 571 A.M. 12 936 West 17 570 P.M. 16 1136 - - West

New York State Department of Transportation Page 2 of 2 Speed Count Average Weekday Report Date: 11/10/2004 1:00 0 0 1 14 30 12 2 0 0 0 0 0 0 3.4 0.0 0.0 0.0 0.0 37.1 37.5 42.2 59 2:00 0 0 0 8 19 6 1 0 0 0 0 0 0 2.9 0.0 0.0 0.0 0.0 37.2 37.4 41.6 34 3:00 0 0 0 6 11 1 1 0 0 0 0 0 0 5.3 0.0 0.0 0.0 0.0 36.4 36.6 39.7 19 4:00 0 0 0 2 5 2 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 37.2 37.6 41.7 9 5:00 0 0 1 5 7 3 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 35.8 36.5 41.0 16 6:00 0 2 0 10 16 8 1 0 0 0 0 0 0 2.7 0.0 0.0 0.0 0.0 35.8 37.1 42.2 37 7:00 0 1 3 22 55 26 3 0 0 0 0 0 0 2.7 0.0 0.0 0.0 0.0 37.0 37.7 42.5 110 8:00 0 2 9 33 93 49 4 0 0 0 0 0 0 2.1 0.0 0.0 0.0 0.0 36.9 37.8 42.6 190 9:00 0 2 13 69 160 70 9 0 0 0 0 0 0 2.8 0.0 0.0 0.0 0.0 36.8 37.5 42.2 323 10:00 0 3 22 104 167 64 7 0 0 0 0 0 0 1.9 0.0 0.0 0.0 0.0 35.8 36.7 41.3 367 11:00 0 2 18 115 190 64 7 0 0 0 0 0 0 1.8 0.0 0.0 0.0 0.0 36.0 36.7 41.0 396 12:00 0 7 25 141 224 66 7 0 0 0 0 0 0 1.5 0.0 0.0 0.0 0.0 35.5 36.4 40.2 470 13:00 0 10 42 186 223 64 8 0 0 0 0 0 0 1.5 0.0 0.0 0.0 0.0 34.8 35.7 39.9 533 14:00 0 14 52 178 236 69 7 1 0 0 0 0 0 1.4 0.2 0.0 0.0 0.0 34.7 35.8 39.9 557 15:00 0 11 44 198 229 64 9 1 0 0 0 0 0 1.8 0.2 0.0 0.0 0.0 34.7 35.6 39.8 556 16:00 0 13 57 179 241 72 5 1 0 0 0 0 0 1.1 0.2 0.0 0.0 0.0 34.6 35.8 39.9 568 17:00 0 11 50 168 251 84 6 0 0 0 0 0 0 1.1 0.0 0.0 0.0 0.0 35.0 36.2 40.3 570 18:00 0 7 36 174 255 86 11 0 0 0 0 0 0 1.9 0.0 0.0 0.0 0.0 35.5 36.4 40.7 569 19:00 0 1 20 108 220 83 11 0 0 0 0 0 0 2.5 0.0 0.0 0.0 0.0 36.5 37.2 41.7 443 20:00 0 2 20 100 210 65 8 1 0 0 0 0 0 2.2 0.2 0.0 0.0 0.0 36.2 37.0 41.1 406 21:00 0 1 12 101 170 45 6 0 0 0 0 0 0 1.8 0.0 0.0 0.0 0.0 36.0 36.6 40.1 335 22:00 0 0 12 81 132 38 4 0 0 0 0 0 0 1.5 0.0 0.0 0.0 0.0 35.9 36.6 40.3 267 23:00 0 0 6 46 85 26 2 0 0 0 0 0 0 1.2 0.0 0.0 0.0 0.0 36.2 36.8 40.7 165 24:00 0 0 2 25 48 19 2 1 0 0 0 0 0 3.1 1.0 0.0 0.0 0.0 36.9 37.3 42.0 97 Station: 510084 Start date: Wed 08/18/2004 16:00 Count duration: 167 hours Route #: NY 417 Road name: End date: Wed 08/25/2004 14:45 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 0.0-20.1-25.1-30.1-35.1-40.1-45.1-50.1-55.1-60.1-65.1-70.1-75.1- % Exc % Exc % Exc % Exc % Exc Hour 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 75.0 95.0 45.0 50.0 55.0 60.0 65.0 Avg 50th% 85th% Total Avg. Daily Total 0 89 445 2073 3277 1086 121 5 0 0 0 0 0 1.8 0.1 0.0 0.0 0.0 35.6 36.5 40.7 7096 Percent Cum. Percent Average hour 0.0% 0.0% 0 1.3% 1.3% 4 6.3% 7.5% 19 29.2% 36.7% 86 46.2% 82.9% 137 15.3% 98.2% 45 1.7% 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% 0 296 Avg. Speed 50th% Speed 85th% Speed East 35.4 36.2 39.9 West 35.6 36.5 40.7 --- East Peak Hour Data Direction Hour Count 2-way Hour Count East 13 571 A.M. 12 936 West 17 570 P.M. 16 1136 - - West

A2 Miscellaneous Traffic Data and Calculations

COR Center - Allegany, NY Documentation of Ambient Traffic Volume Growth Roadway Segment 1991 1993 1997 1998 2001 2002 Annual Growth Route 417 CR 19 to Olean W City Line 11500 12300 11200 11300 0.89% Olean W City Line to N 12th St Jct. 15400 16200 16800 16900 1.04%

UNIVERSITY COMMONS, TOWN OF ALLEGANY, NY TRIP GENERATION TABLE DESCRIPTION PM PEAK SAT PEAK ENTER EXIT ENTER EXIT Office (54,900 s.f.) 24 116 12 10 Multi Use trips - 11%(7%) -3-13 -1-1 Sub total Driveway Trips 21 103 11 9 Retail (126,460 s.f.) 351 380 524 484 Restaurants (4 @ 6,000 s.f. each) 160 104 304 176 Multi Use trips 11%(7%) -56-53 -58-46 Sub total Driveway Trips 455 431 770 614 Pass-by Trips 30% (20%) -136-129 -154-123 Resulting Primary Trips (Retail & Restaurant) Total Site Generated Driveway Trips Total Site Generated Primary (New) Trips 318 476 340 302 534 405 616 781 627 491 623 500 Apartments (20 units) 19 10 9 18

UNIVERSITY COMMONS Summary of Multi-Use Trip Generation Average Weekday Driveway Volumes 5-Jul-05 24 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. 841 102 14 24 116 Shopping Center 126.46 T.G.L.A. 7911 110 70 351 380 High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft. 763 36 33 40 26 High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft. 763 36 33 40 26 High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft. 763 36 33 40 26 High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft. 763 36 33 40 26 Apartments 20 Dwelling Units 134 2 8 8 4 Total 11938 358 224 543 604 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. 136 12 10 43 5 4 Shopping Center 126.46 T.G.L.A. 10712 524 484 6191 0 0 High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft. 950 76 44 791 61 50 High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft. 950 76 44 791 61 50 High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft. 950 76 44 791 61 50 High Turnover (Sit-Down) Restaurant 6 Th.Gr.Sq.Ft. 950 76 44 791 61 50 Apartments 20 Dwelling Units 128 8 4 117 0 0 Total 14776 848 674 9515 249 204 TRIP GENERATION BY MICROTRANS