Student Housing Development

Traffic Impact Study for the proposed Student Housing Development City of Oneonta Otsego County, New York Project No. 3259 December 212 Revised February 13, 212 Prepared For: Newman Development Group, LLC 1737 Union Street #226 Schenectady, NY 1239 ATTN: Jeffrey R. Smetana, CPA, Vice President Prepared By: 3495 Winton Place Building E, Suite 11 Rochester, New York 14623

Traffic Impact Study Proposed Student Housing Development City of Oneonta, NY TABLE OF CONTENTS LIST OF TABLES... ii LIST OF FIGURES... ii LIST OF APPENDICES... ii LIST OF REFERENCES... iii EXECUTIVE SUMMARY... iv I. INTRODUCTION... 1 II. LOCATION... 1 III. EXISTING HIGHWAY SYSTEM... 1 IV. EXISTING TRAFFIC CONDITIONS... 2 A. Peak Intervals for Analysis... 2 B. Existing Traffic Volume Data... 2 V. FUTURE AREA DEVELOPMENT AND LOCAL GROWTH... 2 VI. PROPOSED DEVELOPMENT... 3 A. Description... 3 B. Site Traffic Generation... 3 C. Determination of Alternative Travel Modes (Transit/Pedestrian/Bicycle Trips)... 4 D. Site Traffic Distribution... 5 VII. FULL DEVELOPMENT VOLUMES... 5 VIII. CAPACITY ANALYSIS... 5 IX. CONCLUSIONS... 7 X. FIGURES... 7 i December 212 Revised February 13, 212

Traffic Impact Study Proposed Student Housing Development City of Oneonta, NY LIST OF TABLES TABLE I SITE GENERATED TRIPS...4 TABLE II TRIP REDUCTION AND PRIMARY TRIPS...4 TABLE III CAPACITY ANALYSIS RESULTS...6 LIST OF FIGURES FIGURE 1 FIGURE 2 FIGURE 3 FIGURE 4 FIGURE 5 FIGURE 6 FIGURE 7 FIGURE 8 SITE LOCATION & STUDY AREA LANE GEOMETRY & AVERAGE DAILY TRAFFIC PEAK HOUR VOLUMES 212 EXISTING CONDITIONS PEAK HOUR VOLUMES 214 BACKGROUND CONDITIONS PROPOSED SITE PLAN TRIP DISTRIBUTION SITE GENERATED TRIPS PEAK HOUR VOLUMES FULL DEVELOPMENT CONDITIONS LIST OF APPENDICES A1. COLLECTED TRAFFIC VOLUME DATA A2. MISCELLANEOUS TRAFFIC DATA AND CALCULATIONS A3. LOS CRITERIA/DEFINITIONS A4. LEVEL OF SERVICE CALCULATIONS EXISTING CONDITIONS A5. LEVEL OF SERVICE CALCULATIONS BACKGROUND CONDITIONS A6. LEVEL OF SERVICE CALCULATIONS FULL BUILD CONDITIONS ii December 212 Revised February 13, 212

Traffic Impact Study Proposed Student Housing Development City of Oneonta, NY LIST OF REFERENCES 1. Special Report 29: Highway Capacity Manual. Transportation Research Board. National Research Council, Washington, DC. 2. 2. Trip Generation, Eighth Edition. Institute of Transportation Engineers. Washington D.C. 28. 3. Traffic Volume Report. NYSDOT. Albany, New York. 211. 4. New York State Department of Transportation Traffic Data Viewer. 212. Retrieved from https://www.dot.ny.gov/tdv iii December 212 Revised February 13, 212

Traffic Impact Study Proposed Student Housing Development City of Oneonta, NY EXECUTIVE SUMMARY OVERVIEW The purpose of this report is to identify and evaluate the potential traffic impacts that the proposed Student Housing Development may have on the adjacent highway network. The proposed development includes 114 (33 beds) apartment-style student housing units. Additionally, four three-bedroom townhouse units are proposed along the entrance road to the development. The report investigates the existing traffic volumes and projects the future weekday AM and afternoon peak hour travel conditions at the intersections of: (1) East Street/ and (2) Blodgett Drive/. The proposed development site is located at the northern terminus of Blodgett Drive in the City of Oneonta, Otsego County, New York. The proposed site development area is bounded by forest land to the north and east, Farone Drive to the south, and athletic fields to the west. Peak hour traffic counts were obtained at the study intersections during peak hours. Construction of the proposed development is anticipated to reach full build-out in two years. City of Oneonta officials were contacted to discuss projects within the study area that are under construction and/or approved. There are no projects identified within the immediate study area. To account for normal increases in background traffic growth, including any unforeseen developments in the project study area, a growth rate of.5% per year has been applied to the existing traffic volumes, based upon historical traffic growth and NYSDOT projections for the area, for the two year build-out period. The operating characteristics of the access driveways and impacts to the adjacent roadway network are identified and mitigating measures, if any, are provided to minimize any capacity or safety concerns. CONCLUSIONS & RECOMMENDATIONS This study evaluates the potential traffic impacts resulting from the projected traffic volumes from the proposed student housing development. Based upon our comprehensive analysis, the results indicate that the proposed project will not have significant adverse traffic impacts to the existing roadway network. The following sets forth conclusions based upon the results of the analyses: 1. The proposed student housing units are expected to generate approximately 35 trips during the AM peak hour and 49 trips during the afternoon peak hour. iv December 212 Revised February 13, 212

Traffic Impact Study Proposed Student Housing Development City of Oneonta, NY 2. The design of the proposed development along with the proximity of the project site to SUNY Oneonta s campus and the availability of Oneonta Public Transit will encourage use of transit, walking and bicycling. 3. There are no significant, adverse traffic impacts to the surrounding roadway network based upon full development conditions. v December 212 Revised February 13, 212

Traffic Impact Study Proposed Student Housing Development City of Oneonta, NY I. INTRODUCTION The proposed development includes 114 (33 beds) apartment-style student housing units. Additionally, four three-bedroom townhouse units are proposed along the entrance road to the development. This report investigates the existing traffic volumes and projects the future weekday AM and afternoon peak hour travel conditions at the intersections affected by the development: (1) East Street/ and (2) Blodgett Drive/. 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 the proposed development. The operating characteristics of the study intersection and impacts to the adjacent roadway network are identified and mitigating measures, if any, are provided to minimize any capacity or safety concerns. II. LOCATION The proposed development site is located at the northern terminus of Blodgett Drive in the City of Oneonta, Otsego County, New York. The site location and study area are shown in Figure 1 Site Location and Study Area (all Figures are included at the end of this report). The proposed site development area is bounded by forest land to the north and east, Farone Drive to the south, and athletic fields to the west. III. EXISTING HIGHWAY SYSTEM East Street is functionally classified as an urban minor arterial roadway, under the jurisdiction of the City of Oneonta. Within the study area, motorists travel north and south with one travel lane in each direction. Annual Average Daily Traffic (AADT) on East Street was approximately 4,152 vehicles per day (vpd) in 28. This figure is based on the most recent traffic counts collected by the New York State Department of Transportation (NYSDOT). The posted speed limit on East Street is 45 miles per hour (MPH) north of. South of, the speed limit is posted as an area-wide 25 MPH. is a local roadway. Within the study area, it travels east/west and provides one travel lane in each direction. Average Daily Traffic (ADT) on is approximately 2,91 vpd based on turning moving count data collected by SRF & Associates (SRF) in 212. The posted speed limit is 25 MPH. 1 December 212 Revised February 13, 212

Traffic Impact Study Proposed Student Housing Development City of Oneonta, NY Blodgett Drive is a local roadway. Within the study area, it travels north/south with one travel lane in each direction. The ADT on Blodgett Drive is approximately 55 vpd based on turning moving count data collected by SRF in 212. The area-wide speed limit is 25 MPH. Existing AADT information was obtained from the NYSDOT Traffic Volume Report 211 and NYSDOT Traffic Data Viewer Website. Figure 2 illustrates the lane geometry at each of the study intersections and the ADT volumes on the study roadways. IV. EXISTING TRAFFIC CONDITIONS A. Peak Intervals for Analysis Given the functional characteristics of the land uses proposed for the site (student housing), the peak hours selected for analysis are the weekday morning commuter and afternoon school peaks. The combination of site traffic and adjacent through traffic produces the greatest demand during these time periods. B. Existing Traffic Volume Data Weekday AM (6:45-8:15 AM) and afternoon (1:45-3:15 PM) peak hour volumes were collected by SRF at the intersections of: East Street/ and /Blodgett Drive. Data collection was conducted between Tuesday, November 27 th 212 and Wednesday, November 28 th, 212. The peak hour traffic periods generally occurred between 7:-8:AM and 2:-3:PM for the study intersections. The weekday AM and afternoon existing condition peak hour volumes are reflected in Figure 3. V. FUTURE AREA DEVELOPMENT AND LOCAL GROWTH Construction of the proposed development is anticipated to reach full build-out in two years. City of Oneonta officials were contacted to discuss projects within the study area that are under construction and/or approved. There are no projects identified within the immediate study area. To account for normal increases in background traffic growth, including any unforeseen developments in the project study area, a growth rate of.5% per year has been applied to the existing traffic volumes, based upon historical traffic growth and NYSDOT projections for the area, for the two year build-out period. The background traffic volumes are depicted in Figure 4. 2 December 212 Revised February 13, 212

Traffic Impact Study Proposed Student Housing Development City of Oneonta, NY VI. PROPOSED DEVELOPMENT A. Description The proposed development includes 114 (33 beds) apartment-style student housing units. Additionally, four three-bedroom townhouse units are proposed along the entrance road to the development. Access to the proposed housing units will be provided through the existing Blodgett Drive and Farone Drive roadways. All site generated traffic will ultimately use Blodgett Drive as the main roadway for all entering and exiting traffic. See Figure 5 for the proposed site plan. 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. The volume of traffic generated by a site is dependent on the intended land use and size of the development. Trip generation is an estimate of the number of trips generated by a specific building or land use. These trips represent the volume of traffic entering and exiting the development. Trip Generation, 8 th Edition 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 weekday AM and afternoon commuter peaks, represent a more critical volume when analyzing the capacity of the system; those intervals will provide the basis of this analysis. ITE does not have corresponding Land Use Codes for University Student Housing Apartments and Townhomes. However, this report uses the ITE Land Use Code of Low-Rise Apartments (ITE #221), as it is most comparable to student housing as determined from data collected by SRF at other similar sites. Table I summarizes the volume of projected trips for the weekday AM and afternoon peak hours. All trip generation calculations are included in Appendices of this report. 3 December 212 Revised February 13, 212

Traffic Impact Study Proposed Student Housing Development City of Oneonta, NY TABLE I: SITE GENERATED TRIPS AFTERNOON AM PEAK DESCRIPTION SIZE PEAK ENTER EXIT ENTER EXIT Student Housing Apartments 118 Units* 14 52 53 29 * Total number of units including apartments and townhouses C. Determination of Alternative Travel Modes (Transit/Pedestrian/Bicycle Trips) The proposed development intends to create a walkable housing development centered around transit, pedestrian and bicycle facilities. The design of this development encourages students to use alternative modes of transportation and give a higher quality of life without complete dependence on a vehicle for mobility. As such, the anticipated volume of pedestrian/bicycle and transit trips is quantified to provide a reduction in the expected vehicular trips generated by the proposed housing development. Based on the proximity of the project site to SUNY Oneonta s campus and the availability of Oneonta Public Transit, the following assumptions are used in this analysis: Transit usage 1% Pedestrian/Bicycle trips 2% Table II shows the various trip percentage reductions described above that are applied to the site generated volumes and resulting new traffic that will be added to the existing highway system for the weekday AM and afternoon peak periods under full development conditions. TABLE II: TRIP REDUCTION AND PRIMARY TRIPS AFTERNOON AM PEAK DESCRIPTION SIZE PEAK ENTER EXIT ENTER EXIT Student Housing Apartments 118 Units 12 42 45 24 Transit (1%) -1-4 -5-2 Pedestrian/Bicycle (2%) -2-8 -9-5 Sub-Total of Reductions -4-15 -14-7 Total Site Generated Traffic 8 27 32 17 4 December 212 Revised February 13, 212

Traffic Impact Study Proposed Student Housing Development City of Oneonta, NY D. 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: Employment centers; Existing highway network; Proximity to the City of Oneonta; Existing traffic patterns; and Existing traffic conditions and controls Figure 6 shows the anticipated trip distribution pattern percentages for full build-out of the proposed student housing development. Figure 7 shows the resulting total site generated traffic as assigned to the site driveways and study area intersections for the weekday AM and afternoon peak hour periods under full build-out conditions. VII. FULL DEVELOPMENT VOLUMES The projected design hour traffic volumes were developed for the weekday AM and afternoon peak hours by combining the future background traffic conditions (Figure 4), and projected site generated volumes for full build-out of the proposed apartments (Figure 7) to yield the total traffic conditions expected at full development. Figure 8 shows the total weekday AM and afternoon peak hour volumes anticipated for the proposed development under full build-out conditions. It is noted that the analysis are based upon a greater number of units, and thus a slightly higher volume of site generated trips, than are currently proposed. Therefore, the results discussed below are slightly worse than can actually be expected. VIII. CAPACITY ANALYSIS Capacity analysis is a technique used for determining a measure of effectiveness for a section of roadway and/or intersection based on the number of vehicles during a specific time period. The measure of effectiveness used for the capacity analysis is referred to as a Level of Service (LOS). Levels of Service are calculated to provide an indication of the amount of delay that a motorist experiences while traveling along a roadway or through an intersection. Since the most amount of delay to motorists usually occurs at intersections, capacity analysis typically focuses on intersections, as opposed to highway segments. 5 December 212 Revised February 13, 212

Traffic Impact Study Proposed Student Housing Development City of Oneonta, NY 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 worst. Suggested ranges of service capacity and an explanation of Levels of Service are included in the Appendix. The standard procedure for capacity analysis of signalized and un-signalized intersections is outlined in the Highway Capacity Manual (HCM 2) published by the Transportation Research Board. Traffic analysis software, Synchro 7, which is based on procedures and methodologies contained in the HCM 2, was used to analyze operating conditions at study area intersections. The procedure yields a Level of Service (LOS) based on the HCM 2 as an indicator of how well intersections operate. Existing operating conditions during the peak study periods are evaluated to determine a basis for comparison with the projected background and future conditions. The future traffic conditions generated by the development were analyzed to assess the operations of the intersections in the study area. Capacity results for existing, background, and full development conditions are listed in Table III, below. The discussion following the table summarizes capacity conditions. All capacity analysis calculations are included in the Appendices. TABLE III: CAPACITY ANALYSIS RESULTS INTERSECTION EXISTING CONDITIONS AM AFTER- NOON BACKGROUND CONDITIONS AM AFTER- NOON FULL DEVELOPMENT CONDITIONS AM AFTER- NOON East Street / / Meadowbrook Lane Eastbound A (9.4) B (1.1) A (9.4) B (1.1) A (9.6) B (1.4) Westbound Meadowbrook Lane C (15.5) C (15.9) C (15.6) C (16.) C (16.6) C (18.1) Northbound East Street A (6.2) A (5.8) A (6.2) A (5.8) A (6.3) A (6.1) Blodgett Drive / Eastbound A (1.) A (.4) A (.9) A (.4) A (1.2) A (.9) Southbound Blodgett Drive B (1.9) B (1.5) B (11.) B (1.5) B (11.8) B (11.1) East Street / / Meadowbrook Lane The intersection of East Street with -Meadowbrook Lane currently operates at LOS C or better on all approaches. No changes in levels of service are anticipated as a result of the proposed housing development. Therefore, no improvements are warranted or recommended for this intersection. Blodgett Drive / The Blodgett Drive/ intersection operates at LOS B or better on all approaches under existing, background, and full development conditions. No changes in LOS are anticipated and no improvements are warranted or recommended for this intersection. 6 December 212 Revised February 13, 212

Traffic Impact Study Proposed Student Housing Development City of Oneonta, NY IX. CONCLUSIONS & RECOMMENDATIONS This study evaluates the potential traffic impacts resulting from the projected traffic volumes from the proposed student housing development. Based upon our comprehensive analysis, the results indicate that the proposed project will not have significant adverse traffic impacts to the existing roadway network. The following sets forth conclusions based upon the results of the analyses: 1. The proposed student housing units are expected to generate approximately 35 two-way vehicular trips during the morning peak hour and 49 two-way trips during the afternoon peak hour. 2. The design of the proposed development along with the proximity of the project site to SUNY Oneonta s campus and the availability of Oneonta Public Transit will encourage use of transit, walking and bicycling. 3. There are no significant, adverse traffic impacts to the surrounding roadway network based upon full development conditions. X. FIGURES Figures 1 through 8 are included on the following pages. 7 December 212 Revised February 13, 212

FIGURE 1 - SITE LOCATION AND STUDY AREA Lower Reservoir Rd PROPOSED STUDENT HOUSING Farone Dr Birchwood Dr East St Deerfield Dr W Dormitory Rd Blodgett Dr Carson Rd Bugbee Rd Brigham Rd! 2 College Park Dr E Dormitory Rd Bugbee Rd Spur Crestmont Ter Woodside Ave! 1 Meadowbrook Ln Legend! Study Intersection Study Site Study Area PROPOSED STUDENT HOUSING CITY OF ONEONTA, NY Feet 25 5 1,

DETENTIONN FARONE DRIVE BLODGETT DRIVE No. Project Date Scale NT General Notes Revision/Issue 1"=4'-" SP-1 Date TUE, FEB 5, 213 2:45 P J.SMITH G:\ALL PROJECT FILES\ONEO ONTA, NY - STUDENT HOUSING\DRAWINGS\213-2-5 ONEONTA, NY - SIT TE PLAN.DWG FIGURE 5 - CONCEPT SITE PLAN PROPOSED DEVELOPMEN STUDE ENT HOUSING ON NEONTA, NY PROPOSED FOUR STORY STUDENT HOUSING 114 UNITS - 33 BEDS STUDENTS ONLY TOWNHOUSES Newman Development Group, L.L.C. 311 Shippers Road P.O. Box 678 Vestal, New York 13851 Phone: (67) 77-155 Fax: (67) 777-9464 www.newmandevelopment.com THIS DRAWING IS THE EXCLUSIVE PROPERTY OF THE NEWMAN DEVELOPMENT GROUP, L.L.C., ALL RIGHTS RESERVED. ANY USE OR REPRODUCTION IN WHOLE OR IN PART IS PROHIBITED WITHOUT THE EXPRESS WRITTEN CONSENT OF THE NEWMAN DEVELOPMENT GROUP, L.L.C. THIS DRAWING IS FOR ILLUSTRATIVE PURPOSES ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION PURPOSES. FEBRUARY 5, 213

APPENDICES

A1 Collected Traffic Volume Data

SRF & Associates 3495 Winton Place, Building E, Suite 11 Rochester, NY 14623 File Name : Blodgett.Bugbee.AM.Peak Site Code : 11281211 Start Date : 11/28/212 Page No : 1 Blodgett Drive Southbound Groups Printed- Unshifted - Bank 1 - Bank 2 Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 7: AM 9 9 4 13 1 17 4 57 7:15 AM 1 7 2 29 14 1 1 55 7:3 AM 3 7 4 32 1 17 64 7:45 AM 5 5 9 64 2 14 3 1 13 Total 18 28 19 138 4 62 8 2 279 8: AM 7 5 5 26 1 9 9 1 63 Grand Total 25 33 24 164 5 71 17 3 342 Apprch % 43.1 56.9 12.4 85 2.6 78 18.7 3.3 Total % 7.3 9.6 7 48 1.5 2.8 5.9 Unshifted 25 33 24 164 5 71 17 3 342 % Unshifted 1 1 1 1 1 1 1 1 1 Bank 1 % Bank 1 Bank 2 % Bank 2 Out In Total 156 72 228 156 72 228 19 19 Right 251 251 Out In Total 9 161 9 161 138 138 Thru Left Peds 4 4 SRF & Associates 3495 Winton Place, Building E, Suite 11 Rochester, NY 14623 File Name : Blodgett.Bugbee.AM.Peak Site Code : 11281211 Start Date : 11/28/212 Page No : 2 Blodgett Drive Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM 9 9 18 4 13 1 18 17 4 21 57 7:15 AM 1 7 8 2 29 31 14 1 1 7:3 AM 3 7 1 4 32 1 37 17 17 64 7:45 AM 5 5 1 9 64 2 75 14 3 1 18 13 Total Volume 18 28 46 19 138 4 161 62 8 2 72 279 % App. Total 39.1 6.9 11.8 85.7 2.5 86.1 11.1 2.8 PHF.5..778..639.528.539..5.537.......912.5.5.857.677 Unshifted 18 28 46 19 138 4 161 62 8 2 72 279 % Unshifted Bank 1 % Bank 1 Bank 2 % Bank 2 Blodgett Drive Out In Total 27 46 73 27 46 73 18 18 Right Thru 28 28 Left Peds Left Thru Right Peds Out In Total 2 2 62 62 8 8 Peds Right Thru Left Peak Hour Data North Peak Hour Begins at 7: AM Unshifted Bank 1 Bank 2

SRF & Associates 3495 Winton Place, Building E, Suite 11 Rochester, NY 14623 File Name : Blodgett.Bugbee.Afternoon.Peak Site Code : 122712 Start Date : 11/27/212 Page No : 1 Blodgett Drive Southbound Groups Printed- Unshifted - Bank 1 - Bank 2 Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 1:45 PM 2 2 4 32 26 2 1 69 Total 2 2 4 32 26 2 1 69 2: PM 1 5 6 17 1 19 1 1 51 2:15 PM 2 4 3 53 4 1 1 14 2:3 PM 3 4 12 41 3 42 2 1 18 2:45 PM 3 2 4 17 3 2 1 59 Total 9 15 25 128 4 131 6 4 322 3: PM 6 5 15 19 1 46 Grand Total 11 23 34 175 4 176 9 5 437 Apprch % 32.4 67.6 16 82.2 1.9 92.6 4.7 2.6 Total % 2.5 5.3 7.8 4.9 4.3 2.1 1.1 Unshifted 11 23 34 175 4 176 9 5 437 % Unshifted 1 1 1 1 1 1 1 1 1 Bank 1 % Bank 1 Bank 2 % Bank 2 Out In Total 137 141 278 137 141 278 25 25 Right Out In Total 146 157 33 146 157 33 128 128 Thru Left Peds 4 4 SRF & Associates 3495 Winton Place, Building E, Suite 11 Rochester, NY 14623 File Name : Blodgett.Bugbee.Afternoon.Peak Site Code : 122712 Start Date : 11/27/212 Page No : 2 Blodgett Drive Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 2: PM to 2:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 2: PM 2: PM 1 5 1 2:15 PM 2 4 6 3 53 56 4 1 1 42 14 2:3 PM 3 7 12 3 42 2 45 18 2:45 PM 3 2 5 4 17 21 3 2 1 33 59 Total Volume 9 15 24 25 128 4 157 131 6 4 141 322 % App. Total 37.5 62.5 15.9 81.5 2.5 92.9 4.3 2.8 PHF.75..75..857.521.64..333.71.......78.75 1..783.745 Unshifted 9 15 24 25 128 4 157 131 6 4 141 322 % Unshifted Bank 1 % Bank 1 Bank 2 % Bank 2 Blodgett Drive Out In Total 31 24 55 31 24 55 9 9 Right Thru 15 15 Left Peds Left Thru Right Peds Out In Total 4 4 131 131 6 6 Peds Right Thru Left Peak Hour Data North Peak Hour Begins at 2: PM Unshifted Bank 1 Bank 2

SRF & Associates 3495 Winton Place, Building E, Suite 11 Rochester, NY 14623 File Name : East.Bugbee.AM.Peak Site Code : 1127212 Start Date : 11/28/212 Page No : 1 East Street Southbound Groups Printed- Unshifted - Bank 1 - Bank 2 Meadowbrook Lane Westbound East Street Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 6:45 AM 1 8 1 1 3 19 8 41 Total 1 8 1 1 3 19 8 41 7: AM 3 17 4 14 25 1 64 7:15 AM 3 23 1 1 17 28 25 98 7:3 AM 8 19 1 2 11 39 16 1 97 7:45 AM 8 14 2 1 7 54 15 1 12 Total 22 73 1 3 3 1 39 135 81 2 1 361 8: AM 5 17 6 22 7 57 Grand Total 28 98 1 3 4 2 48 176 96 2 1 459 Apprch % 22 77.2.8 42.9 57.1.9 21.2 77.9 97 2 1 Total % 6.1 21.4.2.7.9.4 1.5 38.3 2.9.4.2 Unshifted 28 98 1 3 4 2 48 173 93 2 1 453 % Unshifted 1 1 1 1 1 1 1 98.3 96.9 1 1 98.7 Bank 1 3 3 6 % Bank 1 1.7 3.1 1.3 Bank 2 % Bank 2 Out In Total 158 82 24 2 2 4 16 84 244 SRF & Associates 3495 Winton Place, Building E, Suite 11 Rochester, NY 14623 File Name : East.Bugbee.AM.Peak Site Code : 1127212 Start Date : 11/28/212 Page No : 2 East Street Southbound Meadowbrook Lane Westbound East Street Northbound Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 6:45 AM to 8: AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM 3 17 2 4 14 18 25 1 26 64 7:15 AM 3 23 1 27 1 17 28 46 25 25 98 7:3 AM 8 2 3 11 39 5 16 1 7:45 AM 8 14 22 2 1 3 7 54 61 15 1 16 12 Total Volume 22 73 1 96 3 3 6 1 39 135 175 81 2 1 84 361 % App. Total 22.9 76 1 5 5.6 22.3 77.1 96.4 2.4 1.2 PHF.688.793..25.889..375.375..5.25.574.625..717.81.5.25..88.885 Unshifted 22 73 1 96 3 3 6 1 39 133 173 79 2 1 82 357 % Unshifted 98.5 98.9 97.5 1 1 97.6 98.9 Bank 1 2 2 2 2 4 % Bank 1 1.5 1.1 2.5 2.4 1.1 Bank 2 % Bank 2 East Street Out In Total 4 96 136 4 96 136 22 22 Right 73 73 Thru Left 1 1 Peds Left 133 2 135 Thru 39 39 Right 1 1 Peds 155 173 328 2 2 4 157 175 332 Out In Total East Street Right Meadowbrook Lane Out In Total 3 6 9 3 6 9 Thru 3 3 Left 3 3 Peds 79 2 81 2 2 1 1 Peds Right Thru Left Peak Hour Data North Peak Hour Begins at 7: AM Unshifted Bank 1 Bank 2

SRF & Associates 3495 Winton Place, Building E, Suite 11 Rochester, NY 14623 File Name : East.Bugbee.Afternoon.Peak Site Code : 1127212 Start Date : 11/27/212 Page No : 1 East Street Southbound Groups Printed- Unshifted - Bank 1 - Bank 2 Meadowbrook Lane Westbound East Street Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 1:45 PM 5 1 8 28 22 2 1 67 Total 5 1 8 28 22 2 1 67 2: PM 2 6 1 2 1 19 19 5 64 2:15 PM 4 6 1 1 1 9 51 47 2 122 2:3 PM 2 8 1 1 1 14 36 45 6 1 115 2:45 PM 3 8 14 21 23 4 2 75 Total 11 28 1 2 3 2 1 47 127 134 17 3 376 3: PM 1 2 1 8 21 2 1 2 1 57 Grand Total 12 35 1 2 4 2 2 63 176 176 3 2 4 5 Apprch % 25 72.9 2.1 25 5 25.8 26.1 73 86.7 1.5 9.9 2 Total % 2.4 7.2.4.8.4.4 12.6 35.2 35.2.6 4.8 Unshifted 12 35 1 2 4 2 2 63 17 17 3 2 4 488 % Unshifted 1 1 1 1 1 1 1 1 96.6 96.6 1 1 1 97.6 Bank 1 6 6 12 % Bank 1 3.4 3.4 2.4 Bank 2 % Bank 2 Out In Total 136 15 286 4 4 8 14 154 294 SRF & Associates 3495 Winton Place, Building E, Suite 11 Rochester, NY 14623 File Name : East.Bugbee.Afternoon.Peak Site Code : 1127212 Start Date : 11/27/212 Page No : 2 East Street Southbound Meadowbrook Lane Westbound East Street Northbound Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 1:45 PM to 3: PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 2: PM 2: PM 2 6 8 1 2 3 1 19 29 19 5 24 64 2:15 PM 4 1 1 51 61 47 122 2:3 PM 2 8 1 11 1 1 2 14 36 5 45 6 52 115 2:45 PM 3 8 11 14 21 35 23 4 2 Total Volume 11 28 1 4 2 3 2 7 1 47 127 175 134 17 3 154 376 % App. Total 27.5 7 2.5 28.6 42.9 28.6.6 26.9 72.6 87 11 1.9 PHF.688.875..25.99..5.375.5.583.25.839.623..717.713..78.375.74.77 Unshifted 11 28 1 4 2 3 2 7 1 47 123 171 13 17 3 15 368 % Unshifted 96.9 97.7 97. 1 1 97.4 97.9 Bank 1 4 4 4 4 8 % Bank 1 3.1 2.3 3. 2.6 2.1 Bank 2 % Bank 2 East Street Out In Total 64 4 14 64 4 14 11 11 Right 28 28 Thru Left 1 1 Peds Left 123 4 127 Thru 47 47 Right 1 1 Peds 161 171 332 4 4 8 165 175 34 Out In Total East Street Right Meadowbrook Lane Out In Total 1 7 8 1 7 8 Thru 2 2 Left 3 3 Peds 2 2 3 3 13 4 134 17 17 Peds Right Thru Left Peak Hour Data North Peak Hour Begins at 2: PM Unshifted Bank 1 Bank 2

A2 Miscellaneous Traffic Data and Calculations

Proposed Student Housing Development Summary of Trip Generation Calculation 2/13/213 Estimated Trips based on ITE Rates * Trips Reduction Rates AM Peak Hour PM Peak Hour Transit 1% Enter Exit Enter Exit Pedestrian/ 12 42 45 24 Bicycle 2% Transit trip reductions -1-4 -5-2 Pedestrian/Bicycle trip reductions -2-8 -9-5 -4-15 -14-7 Total Reduction of Trips Generated 8 27 32 17 Total Resulting Trips Generated Total Site Generated Trips Description Student Housing AM Peak Hour PM Peak Hour Size Enter Exit Enter Exit 124 Units 8 27 32 17 * Rates for Low-Rise Apartments (Land Use Code 221)

PROPOSED STUDENT HOUSING, ONEONTA, NY AM PEAK Num of yrs 2 Bkgd Proposed Student Housing Total Full LOCATION Existing INTERSECTION DESCRIPTION Volume Enter Exit Trips IN Trips OUT Site Build NUMBER Volume.5% Dist. % Dist. % 8 27 Trips Volumes 1 East Street / SR 22 22 2% 22 ST 73 74 74 SL WR WT 3 3 3 WL 3 3 3 NR 1 1 1 NT 39 39 39 NL 135 136 73% 6 6 142 ER 81 82 68% 18 18 1 ET 2 2 2 EL 1 1 2% 1 1 2 2 Blodgett Drive / SR 18 18 3% 8 8 26 ST SL 28 28 7% 19 19 47 WR 19 19 75% 6 6 25 WT 138 139 139 WL NR NT NL ER ET 62 63 63 EL 8 8 25% 2 2 1

PROPOSED STUDENT HOUSING, ONEONTA, NY AFTERNOON PEAK Num of yrs 2 Bkgd Proposed Student Housing Total Full LOCATION Existing INTERSECTION DESCRIPTION Volume Enter Exit Trips IN Trips OUT Site Build NUMBER Volume.5% Dist. % Dist. % 32 17 Trips Volumes 1 East Street / SR 11 11 2% 1 1 12 ST 28 28 28 SL WR WT 2 2 2 WL 3 3 3 NR 1 1 1 NT 47 47 47 NL 127 128 73% 23 23 151 ER 134 135 68% 12 12 147 ET EL 17 17 2% 17 2 Blodgett Drive / SR 9 9 3% 5 5 14 ST SL 15 15 7% 12 12 27 WR 25 25 75% 24 24 49 WT 128 129 129 WL NR NT NL ER ET 131 132 132 EL 6 6 25% 8 8 14

A3 Level of Service: Criteria and Definitions

Level of Service Criteria Highway Capacity Manual 2 SIGNALIZED INTERSECTIONS Level of Service is a qualitative measure describing operational conditions within a traffic stream, based on service measures such as speed and travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. Level of Service for signalized intersections is defined in terms of delay specifically, average total delay per vehicle for a 15 minute analysis period. The ranges are as follows: Level of Service Control Delay per vehicle (seconds) A < 1 B 1 2 C 2 35 D 35 55 E 55 8 F >8 UNSIGNALIZED INTERSECTIONS Level of Service for unsignalized intersections is also defined in terms of delay. However, the delay criteria are different from a signalized intersection. The primary reason for this is driver expectation that a signalized intersection is designed to carry higher volumes than an unsignalized intersection. The total delay threshold for any given Level of Service is less for an unsignalized intersection than for a signalized intersection. The ranges are as follows: Level of Service Control Delay per vehicle (seconds) A < 1 B 1 15 C 15 25 D 25 35 E 35-5 F >5

A4 Level of Service Calculations: Existing Conditions

Proposed Student Housing Existing Conditions - AM Peak Hour 1: & East Street 12/11/212 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Volume (veh/h) 1 2 81 3 3 135 39 1 73 22 Sign Control Stop Stop Free Grade % % % Peak Hour Factor.81.81.81.5.5.5.72.72.72.89.89 Hourly flow rate (vph) 1 2 1 6 6 188 54 82 22 Median type None vc, conflicting volume 526 524 93 624 534 55 14 56 vcu, unblocked vol 526 524 93 624 534 55 14 56 tc, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 tc, 2 stage (s) tf (s) p queue free % 1 cm capacity (veh/h) 413 41 964 321 395 112 1488 vc2, stage 2 conf vol vc1, stage 1 conf vol px, platoon unblocked Upstream signal (ft) Median storage veh) Right turn flare (veh) Percent Blockage Walking Speed (ft/s) Lane Width (ft) Pedestrians Lane Configurations 1549 1 99 9 98 98 1 87 2.2 3.5 4. 3.3 3.5 4. 3.3 2.2 4.1 % None Free 1 1. SBR Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 14 12 243 14 Volume Left 1 6 188 Volume Right 1 1 22 csh 919 354 1488 1549 Volume to Capacity.11.3.13. Queue Length 95th (ft) 1 3 11 Control Delay (s) 9.4 15.5 6.2. Lane LOS A C A Approach Delay (s) 9.4 15.5 6.2. Approach LOS A C Intersection Summary Average Delay 5.8 Intersection Capacity Utilization 28.1% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report SRF & Associates Page 1 Proposed Student Housing Existing Conditions - AM Peak Hour 2: & Blodgett Drive 12/11/212 Movement EBL EBT WBT SBL SBR Volume (veh/h) 8 62 138 19 28 18 Sign Control Free Free Grade % % % Peak Hour Factor.86.86.54.64.64 Hourly flow rate (vph) 9 72 256 35 44 28 Median type None vc, conflicting volume 291 364 vcu, unblocked vol 291 364 tc, single (s) 4.1 6.4 tc, 2 stage (s) tf (s) p queue free % 96 cm capacity (veh/h) 1271 631 vc2, stage 2 conf vol vc1, stage 1 conf vol px, platoon unblocked Upstream signal (ft) Median storage veh) Right turn flare (veh) Percent Blockage Walking Speed (ft/s) Lane Width (ft) Pedestrians Lane Configurations None Stop 766 273 273 99 93 3.3 2.2 3.5 6.2.54 WBR Direction, Lane # EB 1 WB 1 SB 1 Volume Total 81 291 72 Volume Left 9 44 Volume Right 35 28 csh 1271 17 678 Volume to Capacity.1.17.11 Queue Length 95th (ft) 1 9 Control Delay (s) 1.. 1.9 Lane LOS A B Approach Delay (s) 1.. 1.9 Approach LOS B Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 2.% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report SRF & Associates Page 2

Proposed Student Housing Existing Conditions - Afternoon Peak Hour 1: & East Street 12/11/212 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Volume (veh/h) 17 134 3 2 127 47 1 28 11 Sign Control Stop Stop Free Grade % % % Peak Hour Factor.74.74.74.58.58.58.72.72.72.91.91 Hourly flow rate (vph) 23 181 5 3 176 65 31 12 Median type None vc, conflicting volume 457 456 37 637 462 66 43 67 vcu, unblocked vol 457 456 37 637 462 66 43 67 tc, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 tc, 2 stage (s) tf (s) p queue free % 1 cm capacity (veh/h) 467 444 135 294 441 998 1566 vc2, stage 2 conf vol vc1, stage 1 conf vol px, platoon unblocked Upstream signal (ft) Median storage veh) Right turn flare (veh) Percent Blockage Walking Speed (ft/s) Lane Width (ft) Pedestrians Lane Configurations 1535 95 1 83 98 99 1 89 2.2 3.5 4. 3.3 3.5 4. 3.3 2.2 4.1 % None Free 1.91 SBR Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 24 9 243 43 Volume Left 23 5 176 Volume Right 181 1 12 csh 911 339 1566 1535 Volume to Capacity.22.3.11. Queue Length 95th (ft) 21 2 1 Control Delay (s) 1.1 15.9 5.8. Lane LOS B C A Approach Delay (s) 1.1 15.9 5.8. Approach LOS B C Intersection Summary Average Delay 7.2 Intersection Capacity Utilization 32.% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report SRF & Associates Page 1 Proposed Student Housing Existing Conditions - Afternoon Peak Hour 2: & Blodgett Drive 12/11/212 Movement EBL EBT WBT SBL SBR Volume (veh/h) 6 131 128 25 15 9 Sign Control Free Free Grade % % % Peak Hour Factor.78.78.7.86.86 Hourly flow rate (vph) 8 168 183 36 17 1 Median type None vc, conflicting volume 219 384 vcu, unblocked vol 219 384 tc, single (s) 4.1 6.4 tc, 2 stage (s) tf (s) p queue free % 99 cm capacity (veh/h) 1351 615 vc2, stage 2 conf vol vc1, stage 1 conf vol px, platoon unblocked Upstream signal (ft) Median storage veh) Right turn flare (veh) Percent Blockage Walking Speed (ft/s) Lane Width (ft) Pedestrians Lane Configurations None Stop 84 21 21 99 97 3.3 2.2 3.5 6.2.7 WBR Direction, Lane # EB 1 WB 1 SB 1 Volume Total 176 219 28 Volume Left 8 17 Volume Right 36 1 csh 1351 17 684 Volume to Capacity.1.13.4 Queue Length 95th (ft) 3 Control Delay (s).4. 1.5 Lane LOS A B Approach Delay (s).4. 1.5 Approach LOS B Intersection Summary Average Delay.9 Intersection Capacity Utilization 21.8% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report SRF & Associates Page 2

A5 Level of Service Calculations: Background Conditions

Proposed Student Housing Background Conditions - AM Peak Hour 1: & East Street 12/17/212 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Volume (veh/h) 1 2 82 3 3 136 39 1 74 22 Sign Control Stop Stop Free Grade % % % Peak Hour Factor.81.81.81.5.5.5.72.72.72.89.89 Hourly flow rate (vph) 1 2 11 6 6 189 54 83 22 Median type None vc, conflicting volume 53 527 94 629 538 55 15 56 vcu, unblocked vol 53 527 94 629 538 55 15 56 tc, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 tc, 2 stage (s) tf (s) p queue free % 1 cm capacity (veh/h) 41 398 963 317 393 112 1486 vc2, stage 2 conf vol vc1, stage 1 conf vol px, platoon unblocked Upstream signal (ft) Median storage veh) Right turn flare (veh) Percent Blockage Walking Speed (ft/s) Lane Width (ft) Pedestrians Lane Configurations 1549 1 99 89 98 98 1 87 2.2 3.5 4. 3.3 3.5 4. 3.3 2.2 4.1 % None Free 1 1. SBR Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 15 12 244 15 Volume Left 1 6 189 Volume Right 11 1 22 csh 918 351 1486 1549 Volume to Capacity.11.3.13. Queue Length 95th (ft) 1 3 11 Control Delay (s) 9.4 15.6 6.2. Lane LOS A C A Approach Delay (s) 9.4 15.6 6.2. Approach LOS A C Intersection Summary Average Delay 5.8 Intersection Capacity Utilization 28.2% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report SRF & Associates Page 1 Proposed Student Housing Background Conditions - AM Peak Hour 2: & Blodgett Drive 12/17/212 Movement EBL EBT WBT SBL SBR Volume (veh/h) 8 63 139 19 28 18 Sign Control Free Free Grade % % % Peak Hour Factor.86.86.54.64.64 Hourly flow rate (vph) 9 73 257 35 44 28 Median type None vc, conflicting volume 293 367 vcu, unblocked vol 293 367 tc, single (s) 4.1 6.4 tc, 2 stage (s) tf (s) p queue free % 96 cm capacity (veh/h) 1269 628 vc2, stage 2 conf vol vc1, stage 1 conf vol px, platoon unblocked Upstream signal (ft) Median storage veh) Right turn flare (veh) Percent Blockage Walking Speed (ft/s) Lane Width (ft) Pedestrians Lane Configurations None Stop 764 275 275 99 93 3.3 2.2 3.5 6.2.54 WBR Direction, Lane # EB 1 WB 1 SB 1 Volume Total 83 293 72 Volume Left 9 44 Volume Right 35 28 csh 1269 17 675 Volume to Capacity.1.17.11 Queue Length 95th (ft) 1 9 Control Delay (s).9. 11. Lane LOS A B Approach Delay (s).9. 11. Approach LOS B Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 2.% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report SRF & Associates Page 2

Proposed Student Housing Background Conditions - Afternoon Peak Hour 1: & East Street 12/17/212 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Volume (veh/h) 17 135 3 2 128 47 1 28 11 Sign Control Stop Stop Free Grade % % % Peak Hour Factor.74.74.74.58.58.58.72.72.72.91.91 Hourly flow rate (vph) 23 182 5 3 178 65 31 12 Median type None vc, conflicting volume 46 459 37 641 464 66 43 67 vcu, unblocked vol 46 459 37 641 464 66 43 67 tc, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 tc, 2 stage (s) tf (s) p queue free % 1 cm capacity (veh/h) 464 442 135 292 439 998 1566 vc2, stage 2 conf vol vc1, stage 1 conf vol px, platoon unblocked Upstream signal (ft) Median storage veh) Right turn flare (veh) Percent Blockage Walking Speed (ft/s) Lane Width (ft) Pedestrians Lane Configurations 1535 95 1 82 98 99 1 89 2.2 3.5 4. 3.3 3.5 4. 3.3 2.2 4.1 % None Free 1.91 SBR Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 25 9 244 43 Volume Left 23 5 178 Volume Right 182 1 12 csh 91 337 1566 1535 Volume to Capacity.23.3.11. Queue Length 95th (ft) 22 2 1 Control Delay (s) 1.1 16. 5.8. Lane LOS B C A Approach Delay (s) 1.1 16. 5.8. Approach LOS B C Intersection Summary Average Delay 7.2 Intersection Capacity Utilization 32.2% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report SRF & Associates Page 1 Proposed Student Housing Background Conditions - Afternoon Peak Hour 2: & Blodgett Drive 12/17/212 Movement EBL EBT WBT SBL SBR Volume (veh/h) 6 132 129 25 15 9 Sign Control Free Free Grade % % % Peak Hour Factor.78.78.7.86.86 Hourly flow rate (vph) 8 169 184 36 17 1 Median type None vc, conflicting volume 22 387 vcu, unblocked vol 22 387 tc, single (s) 4.1 6.4 tc, 2 stage (s) tf (s) p queue free % 99 cm capacity (veh/h) 1349 613 vc2, stage 2 conf vol vc1, stage 1 conf vol px, platoon unblocked Upstream signal (ft) Median storage veh) Right turn flare (veh) Percent Blockage Walking Speed (ft/s) Lane Width (ft) Pedestrians Lane Configurations None Stop 839 22 22 99 97 3.3 2.2 3.5 6.2.7 WBR Direction, Lane # EB 1 WB 1 SB 1 Volume Total 177 22 28 Volume Left 8 17 Volume Right 36 1 csh 1349 17 682 Volume to Capacity.1.13.4 Queue Length 95th (ft) 3 Control Delay (s).4. 1.5 Lane LOS A B Approach Delay (s).4. 1.5 Approach LOS B Intersection Summary Average Delay.8 Intersection Capacity Utilization 21.8% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report SRF & Associates Page 2

A6 Level of Service Calculations: Full Development Conditions

Proposed Student Housing Full Development Conditions - AM Peak Hour 1: & East Street 12/17/212 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Volume (veh/h) 1 2 17 3 3 143 39 1 74 22 Sign Control Stop Stop Free Grade % % % Peak Hour Factor.81.81.81.5.5.5.72.72.72.89.89 Hourly flow rate (vph) 1 2 132 6 6 199 54 83 22 Median type None vc, conflicting volume 549 547 94 68 557 55 15 56 vcu, unblocked vol 549 547 94 68 557 55 15 56 tc, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 tc, 2 stage (s) tf (s) p queue free % 1 cm capacity (veh/h) 396 385 963 281 38 112 1486 vc2, stage 2 conf vol vc1, stage 1 conf vol px, platoon unblocked Upstream signal (ft) Median storage veh) Right turn flare (veh) Percent Blockage Walking Speed (ft/s) Lane Width (ft) Pedestrians Lane Configurations 1549 1 99 86 98 98 1 87 2.2 3.5 4. 3.3 3.5 4. 3.3 2.2 4.1 % None Free 1 1. SBR Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 136 12 254 15 Volume Left 1 6 199 Volume Right 132 1 22 csh 925 323 1486 1549 Volume to Capacity.15.4.13. Queue Length 95th (ft) 13 3 12 Control Delay (s) 9.6 16.6 6.3. Lane LOS A C A Approach Delay (s) 9.6 16.6 6.3. Approach LOS A C Intersection Summary Average Delay 6.1 Intersection Capacity Utilization 3.1% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report SRF & Associates Page 1 Proposed Student Housing Full Development Conditions - AM Peak Hour 2: & Blodgett Drive 12/17/212 Movement EBL EBT WBT SBL SBR Volume (veh/h) 11 63 139 27 54 29 Sign Control Free Free Grade % % % Peak Hour Factor.86.86.54.64.64 Hourly flow rate (vph) 13 73 257 5 84 45 Median type None vc, conflicting volume 37 381 vcu, unblocked vol 37 381 tc, single (s) 4.1 6.4 tc, 2 stage (s) tf (s) p queue free % 94 cm capacity (veh/h) 1253 615 vc2, stage 2 conf vol vc1, stage 1 conf vol px, platoon unblocked Upstream signal (ft) Median storage veh) Right turn flare (veh) Percent Blockage Walking Speed (ft/s) Lane Width (ft) Pedestrians Lane Configurations None Stop 757 282 282 99 86 3.3 2.2 3.5 6.2.54 WBR Direction, Lane # EB 1 WB 1 SB 1 Volume Total 86 37 13 Volume Left 13 84 Volume Right 5 45 csh 1253 17 658 Volume to Capacity.1.18.2 Queue Length 95th (ft) 1 18 Control Delay (s) 1.2. 11.8 Lane LOS A B Approach Delay (s) 1.2. 11.8 Approach LOS B Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 24.1% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report SRF & Associates Page 2

Proposed Student Housing Full Development Conditions - Afternoon Peak Hour 1: & East Street 12/17/212 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Volume (veh/h) 17 149 3 2 155 47 1 28 12 Sign Control Stop Stop Free Grade % % % Peak Hour Factor.74.74.74.58.58.58.72.72.72.91.91 Hourly flow rate (vph) 23 21 5 3 215 65 31 13 Median type None vc, conflicting volume 536 535 37 735 54 66 44 67 vcu, unblocked vol 536 535 37 735 54 66 44 67 tc, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 tc, 2 stage (s) tf (s) p queue free % 1 cm capacity (veh/h) 45 39 135 241 387 998 1564 vc2, stage 2 conf vol vc1, stage 1 conf vol px, platoon unblocked Upstream signal (ft) Median storage veh) Right turn flare (veh) Percent Blockage Walking Speed (ft/s) Lane Width (ft) Pedestrians Lane Configurations 1535 94 1 81 98 99 1 86 2.2 3.5 4. 3.3 3.5 4. 3.3 2.2 4.1 % None Free 1.91 SBR Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 224 9 282 44 Volume Left 23 5 215 Volume Right 21 1 13 csh 893 284 1564 1535 Volume to Capacity.25.3.14. Queue Length 95th (ft) 25 2 12 Control Delay (s) 1.4 18.1 6.1. Lane LOS B C A Approach Delay (s) 1.4 18.1 6.1. Approach LOS B C Intersection Summary Average Delay 7.5 Intersection Capacity Utilization 34.5% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report SRF & Associates Page 1 Proposed Student Housing Full Development Conditions - Afternoon Peak Hour 2: & Blodgett Drive 12/17/212 Movement EBL EBT WBT SBL SBR Volume (veh/h) 15 132 129 53 29 15 Sign Control Free Free Grade % % % Peak Hour Factor.78.78.7.86.86 Hourly flow rate (vph) 19 169 184 76 34 17 Median type None vc, conflicting volume 26 43 vcu, unblocked vol 26 43 tc, single (s) 4.1 6.4 tc, 2 stage (s) tf (s) p queue free % 98 cm capacity (veh/h) 134 574 vc2, stage 2 conf vol vc1, stage 1 conf vol px, platoon unblocked Upstream signal (ft) Median storage veh) Right turn flare (veh) Percent Blockage Walking Speed (ft/s) Lane Width (ft) Pedestrians Lane Configurations None Stop 817 222 222 99 94 3.3 2.2 3.5 6.2.7 WBR Direction, Lane # EB 1 WB 1 SB 1 Volume Total 188 26 51 Volume Left 19 34 Volume Right 76 17 csh 134 17 639 Volume to Capacity.1.15.8 Queue Length 95th (ft) 1 7 Control Delay (s).9. 11.1 Lane LOS A B Approach Delay (s).9. 11.1 Approach LOS B Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 29.5% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report SRF & Associates Page 2