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WALMART-LOWES 440, 460, 462, 488 HIGHLAND AVE - PLANNING
Lowe ' s/Walmart Traffic Study 1 1 y GPIGreenman = Pedersen, Inc. Engineering and Construction Services RECEIVED JAN 12 2010 SERAFINI, SERAFINI, DARLING & CORRENTI, LEPT,RF KANNING& COMMUNITY DEVELOPMENT ATTORNEYS AT LAW 63 FEDERAL STREET SALEM, MASSACHUSETTS 01970 JOHN R. SERAFINI. SR. TELEPHONE JOHN R. SERAFINI. JR. 978-744-0212 JOHN E. DARLING 781-581-2743 JOSEPH C. CORRENTI TELECOPIER 978-741-4683 January 12, 2010 VIA HAND DELIVERY Lynn Goonin Duncan, AICP, Director , City of Salem Department of Planning and Community Development 120 Washington Street Salem, Massachusetts 01970 Re: Lowes/WalMart Planned Unit Development Highland Avenue Dear Ms. Duncan: In connection with the above matter, enclosed please find two Traffic Impact and Access Studies for purposes of commencing peer review for this project. If you require any further information, please do not hesitate to contact me. Very truly yours, 0 J seph C. orrenti /enclosures cc: client i C 1 Full-sized approved plans are located in the map drawers ' t TRAFFIC IMPACT AND:ACCESS STUDY FOR SUBMISSION.WITH L. ' EXPANDED,ENVIRONMENTAL NOTIFICATION FORM s WAL' MART AND`MEINEKE EXPANSIONS AND" - Z LLI .. LOWE'S'H.OME IMPROVEMENT WAREHOUSE ", W ,S4EM; 'MASSACHUSETTS - a C N y t 4 61 SPIT BROOK ROAD; SUITE 110 ..y O f '1 NASHUA, NEW HAMPSHIRE 03060(603) 891-2213zi .� cn i C PREPARED FOR: � a ; LOWE'StHOME CENTERS, INC •,; (q ° r„ 1000 LowE'S BOULEVARD MOORESVILLE, FORTH CAROLINA,28115 'a L" WAL=MART STORES, INC Q - '-0 Q 702 SW 8T"STREET a I ' y BENTONVILLE, ARKANSAS. 72716 _ . r f Au MEINEM CAR FCARE CENTER ,462 HIGHLAND AVENUE ' a' _:' ` SALEM,'MASSACHUSETTS 0197,0 ,Q s x - __ r x r •r „u � e � � � : V ,p "E DECEMBER 2009 N ,O �' a � cf TRAFFIC IMPACT AND ACCESS STUDY FOR SUBMISSION WITH EXPANDED ' ENVIRONMENTAL NOTIFICATION FORM (EENF) Walmart and Meineke Expansions and Lowe 's Home Improvement Warehouse Salem, Massachusetts Preparedfor: Lowe's Home Centers, Inc. 1605 Curtis Bridge Road, REEC Dock Wilkesboro,NC 28697 Walmart Stores, Inc. 702 SW 8th Street Bentonville, Arkansas 72716-8611 Meineke Car Care Center 462 Highland Avenue Salem, Massachusetts 01970-1765 December 2009 �- GPI Greenman-Pedersen, Inc. EXECUTIW TOWER ♦ 61 SPIT BROOK ROAD ♦ SUITE 110 NASHUA,NH 03060-5614 I PHONE:(603)891-2213 FACSIMIL :(603)891-6449 TRAFFIC IMPACT AND ACCESS STUDY Wahnart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts r i TABLE OF CONTENTS EXECUTIVESUMMARY..............................................................................................................4 EXISTINGCONDITIONS..............................................................................................................8 Introduction..................................................................................................................................8 Geometrics and Traffic Control...................................................................................................9 TrafficVolumes.........................................................................................................................13 TrafficAccidents .......................................................................................................................14 VehicleSpeeds...........................................................................................................................17 SightDistance............................................................................................................................18 PublicTransportation.................................................................................................................20 FUTURECONDITIONS...............................................................................................................21 TrafficGrowth...........................................................................................................................21 Planned Roadway Improvements...............................................................................................23 TripGeneration..........................................................................................................................24 Project Environmental Review (MEPA) Thresholds.................................................................27 TripDistribution........................................................................................................................28 SiteAccess.................................................................................................................................29 TrafficIncreases.........................................................................................................................29 ANALYSIS....................................................................................................................................30 ' Capacity Analysis Methodology................................................................................................30 Queue Analysis Methodology....................................................................................................32 Capacity and Queue Analysis Results........................................................................................33 �1 MITIGATION................................................................................................................................48 Highland Avenue at the Site Driveways....................................................................................48 Western Avenue at Fays Avenue...............................................................................................49 Analysis Results with Mitigation...............................................................................................50 Transportation Demand Management Measures .......................................................................54 CorridorEmmissions.................................................................................................................55 APPENDIX 08371 TIAs¢1109 doc Page 1 TRAFFIC IMPACT AND ACCESS STUDY Walman and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts r LIST OF TABLES No. Title I Roadway Classification and Jurisdictional Responsibility 2 Existing Traffic-Volume Summary 3 Accident Summary 4 Observed Travel Speeds 5 Sight Distance Summary 6 Peak-Hour Trip-Generation Summary 7 New Vs. Pass-By Trips 8 Trip-Generation Summary—MEPA Transportation Thresholds 9 Trip-Distribution Summary 10 Level-of-Service Criteria for Intersections 11 Level-of-Service Analysis Summary 12 Queue Analysis Summary 13 Intersection Capacity Analysis Summary—With Mitigation I� 085]1 TIAS 122209 doc Page 2 �. i TRAFFIC IMPACT AND ACCESS STUDY Walmarl and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts r LIST OF FIGURES No. Title 1 Site Location Map 2 2009 Existing AM Peak Hour Traffic Volumes 3 2009 Existing PM Peak Hour Traffic Volumes 4 2009 Existing Saturday Midday Peak Hour Traffic Volumes 5 2014 No-Build Weekday AM Peak Hour Traffic Volumes 6 2014 No-Build Weekday PM Peak Hour Traffic Volumes 7 2014 No-Build Saturday Midday Peak Hour Traffic Volumes 8 Additional Site-Generated Weekday AM Peak Hour Traffic Volumes 9 Additional Site-Generated Weekday PM Peak Hour Traffic Volumes 10 Additional Site-Generated Saturday Midday Peak Hour Traffic Volumes 11 2014 Build Weekday AM Peak Hour Traffic Volumes 12 2014 Build Weekday PM Peak Hour Traffic Volumes 13 2014 Build Saturday Midday Peak Hour Traffic Volumes 14 Conceptual Improvement Plan 1' 08571 T S 1222N.doc Page 3 r TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts EXECUTIVE SUMMARY Greenman-Pedersen, Inc. (GPI) has prepared this Traffic Impact and Access Study (TIAS) to analyze the traffic impacts of a proposed expansion to an existing Walmart and Meineke Car Care Center (Meineke) as well as the construction of a Lowe's Home Improvement Warehouse to be located at 440 Highland Avenue (Route 107) in Salem, Massachusetts. The project site is located on the west side of Highland Avenue and contains a 109,500± square foot Walmart store and a 3,084± square foot Meineke. The proposed project consists of expanding the existing Walmart building to 152,192± square feet, constructing a 153,063± square foot Lowe's Home Improvement Warehouse (including a 31,204± square foot garden center), and expanding the Meineke Car Care Center up to 6,084± square feet. As part of the project, the existing Camp Lion's facility will be demolished and preliminary site work will be constructed for future finished site development by others. The changes to the Camp Lion's facility are to provide additional and improved accommodations for the existing users. Concurrently with the project, the City of Salem is expected to build a new water storage tower. Access to the water storage tower will be provided by way of a common access drive through the project site. Neither the Camp Lion's improvement nor the water storage tower is anticipated to result in a traffic impact. The project site is bounded by Highland Avenue to the east, retail uses to the north and south, and undeveloped land to the west and south. Access to and egress from the Walmart portion of the site is currently provided via a signalized driveway on Highland Avenue and two right- , in/right-out driveways. An internal cross connection is also provided with the adjacent retail parcel to the north. Access to and egress from the Meineke is currently provided through an open curb cut along Highland Avenue allowing right-turns in and right-tums out only. As proposed, the existing signalized driveway to Walmart will be closed and relocated further south on Highland Avenue to the location of the existing southerly right-in/right-out driveway. The existing right-in/right-out driveway on the northern end of the property will be reconstructed to provide better accessibility and meet current state design standards. The existing internal cross connection with the retail parcel to the north will be maintained as part of the project and a right- in/right-out cross connection will be provided for the Meineke along the proposed site driveway. 08571 TIAS 1222M .c Page 4 �� TRAFFIC IMPACT AND ACCESS STUDY Walmarl and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts 1 The existing driveways to the Meineke will be modified as part of the roadway improvements but continue to provide right-turns in and right-turns out. The proposed project will also improve the existing Camp Lion site driveway located just south of the project site. The project will require the issuance of a Highway Access Permit from the Massachusetts Department of Transportation (MassDOT) as well as the filing an Environmental Notification Form (ENF) and an Environmental Impact Report (EIR) through the Massachusetts Environmental Policy Act (MEPA) office of the Executive Office of Energy and Environmental Affairs (EOEEA). EXISTING CONDITIONS The study area consists of six intersections within the City of Salem as well as one intersection in the City of Lynn, which are all located along Route 107 (Highland Avenue in Salem and Western Avenue in Lynn). In Salem, three of the study locations are signalized and include the intersections with Ravenna Avenue and Barnes Road, Olde Village Drive, and the Walmart main site driveway. The other three Salem intersections are unsignalized allowing right-turns movements only and include the Highland Avenue intersections with Clark Street and the north Walmart site driveway, the south Walmart site driveway, and the Meineke driveway. The study location in Lynn includes the signalized intersection of Western Avenue (Route 107) and Fays Avenue. Existing conditions within the study area were developed by conducting traffic counts in May and June 2008; comparing the traffic-count data to average-month condition traffic volumes; researching accident history; inventorying roadways, intersections, and traffic controls; evaluating vehicle speeds and sight distances; and assessing the availability of public transportation. Traffic counts were collected during the weekday AM peak period (7:00 to 9:00 AM), the weekday PM peak period (4:00 to 6:00 PM), and the Saturday midday peak period ' (11:00 AM to 2:00 PM) at each of the study area locations. FUTURE CONDITIONS rFuture conditions were derived by projecting existing volumes to the year 2014, representing a five-year design horizon consistent with MassDOT and EOEEA guidelines. The future No-Build peak-hour traffic volumes were developed by applying a 1.0 percent compounded annual growth rate to the existing volumes and by adding traffic associated with six specific development projects that are planned to be constructed within the five-year design horizon. 08571 nns 1222Wdoc Page 5 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts M As proposed, the existing Walmart store will be expanded to 152,192± square feet, the existing Meineke will be expended up to 6,084± square feet, and a 121,859± square foot Lowe's Home Improvement Warehouse building with a 31,204± square foot garden center will be constructed. Access to the Walmart and Lowe's portion of the site will be provided via two driveways on Highland Avenue; a right-in/right-out driveway on the north side of the property and a full access/egress signalized driveway on the south side. The internal cross connection with the parcel to the north will also be maintained and a right-in/right-out cross connection will be provided for the Meineke along the proposed site driveway, The existing Meineke and Camp Lion facility driveways along Highland Avenue will also be improved to meet current state design standards The proposed redevelopment project is expected to generate an additional 5,960 total vehicle trips (2,980 entering and 2,980 exiting) on a weekday. During the critical peak hours, the proposed development is expected to generate 118 additional vehicle trips (72 entering and 46 exiting) during the weekday AM peak hour, 583 additional vehicle trips (286 entering and 297 exiting) during the weekday PM peak hour, and 752 additional vehicle trips (391 entering and 361 exiting) during the Saturday midday peak hour. Due to the effect of pass-by traffic (traffic that is already on the adjacent roadway), the development will increase new vehicles trips on roadways leading beyond the study area during the weekday AM, weekday PM, and Saturday midday peak hours, respectively. The most significant increases will occur along Highland Avenue in the range of 38 to 282 vehicles per hour, which represents on average, one to five additional vehicles every minute during the peak hours. Smaller increases are expected during all other times. ANALYSIS Capacity and queue analyses were conducted at the site driveways as well as at the study area intersections under 2009 Existing, 2014 No-Build, and 2014 Build traffic-volume conditions. The impact of traffic expected to be generated as a result of the development of the proposed project can be measured by comparing 2014 No-Build conditions to 2014 Build conditions. The capacity analysis methodology is based on the concepts and procedures in the Highway Capacity Manual (HCM). The concept of level of service (LOS) is defined as a qualitative measure describing operational conditions within a traffic stream and their perception by motorists and/or passengers. 08571 nns 1:2205 mc Page 6 , ' TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts Most study intersections operate at acceptable levels with vehicle queue lengths that do not ' exceed the available storage. At the intersection of Western Avenue and Fays Avenue, deficiencies exist under the No-Build condition without the development of the proposed project. At the intersection of Highland Avenue and the main signalized site driveway, the redevelopment of the site is expected to result in queue lengths that exceed the available storage lengths. As part of this project, mitigation measures are proposed at these locations to address the traffic related impacts of the project as well as the deficiencies that are expected independent of the project. MITIGATION The final component of the traffic study is the identification of "mitigation" measures that are expected to be effective in eliminating or improving anticipated deficiencies resulting from the li combination of existing, background, and project-generated traffic. As part of the proposed site redevelopment, mitigation measures are proposed at the main site driveway intersection with Highland Avenue as well as at the Western Avenue intersection with Fays Avenue. The main signalized site driveway will be relocated further south to the location of the existing southerly right-tum in/right-turn out driveway. The existing main site driveway will be closed, reducing the number of curb cuts along Highland Avenue. The proposed intersection will be widened to include additional turn lanes, provide signalized control to existing uses along Highland Avenue, and provide an additional location for Highland Avenue southbound traffic to U-turn to travel northbound. The existing northerly rigbt-in/right-out driveway will be modified to meet current state design standards. The southbound travel lanes along Highland Avenue past the main site driveway will be realigned to improve the existing merge area from two lanes to one. Additional signage will be added along Highland Avenue to better define the intersection geometry as well as indentify the merge area. With the implementation of the improvements described, the intersection and merge area are expected to operate at acceptable levels and vehicle queue lengths are not expected to exceed the available storage lengths. Under No-Build conditions, deficiencies are expected at the intersection of Western Avenue and Fays Avenue during the weekday PM peak hour independent of the proposed project. To mitigate the project's traffic impact at this location and address existing operational deficiencies, an exclusive right-tum lane is proposed on the Western Avenue southbound approach to Fays Avenue. In addition, the existing traffic signal equipment will be upgraded and traffic signal timing changes are proposed to increase the amount of "green time" provided to the Western Avenue approaches during each signal cycle. The combination of these measures will mitigate the traffic impact of the project and improve the intersection operations over the No-Build condition. 08571 TMS 1212M.duo Page 7 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts t� EXISTING CONDITIONS INTRODUCTION 4� Greenman-Pedersen, Inc. (GPI) has prepared this Traffic Impact and Access Study (TIAS) to , analyze the traffic impacts of a proposed expansion to an existing Walmart store and Meineke Car Care Center (Meineke) as well as the construction of a Lowe's Home Improvement Warehouse to be located along Highland Avenue (Route 107) in Salem, Massachusetts. This study identifies traffic mitigation measures necessary to minimize those impacts. The project site is located on the west side of Highland Avenue just north of the Lynn City line. The existing site contains a 109,438± square foot Walmart store and a 3,084± square foot Meineke Car Care Center. The proposed project consists of expanding the existing Walmart building to 152,192± square feet, expanding the existing Meineke up to 6,084± square feet, and constructing a 153,063± square foot Lowe's Home Improvement Warehouse (including a 31,204± square foot garden center). As part of the project, the existing Camp Lion's facility will be demolished and preliminary site work (e.g. rough grading, stubbed utilities, and a new access drive) will be constructed for future finished site development (e.g. paved parking, buildings, etc.) by others. The changes to the Camp Lion's facility ity are t•provide ie adlrtt•nal and improved accommodations for the existing users. Concurrently with the project, the City of Salem is expected to build a new water storage tower. Access to the water storage tower will be provided by way of a common access drive through the project site. Neither the Camp Lion's improvement nor the water storage tower is anticipated to result in a traffic impact. The project site is bounded by Highland Avenue to the east, undeveloped land to the south and west, and a retail development to the north. Access to and egress from the Walmart portion of the site is currently provided via a signalized driveway on Highland Avenue and two right- in/right-out driveways. An internal cross connection is also provided with the adjacent retail parcel to the north. Aright-in/right-out driveway along Highland Avenue is provided for 0 Meineke. As proposed, the signalized site driveway will be closed and relocated further south on Highland Avenue to the location of the existing souther] right-in/right-out site drivewa . The g g YY existing right-in/right-out driveway on the northern end of the property will be reconstructed to provide better accessibility and meet current state design standards. Current access to the Meineke and the Camp Lion site along Highland Avenue to the south of the site will be 08571 TIAs 122209doc Page 8 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts maintained and improved to meet current state design standards. The existing internal cross connection with the parcel to the north will be maintained as part of the project. A right-turn in and right-tum out only cross connection will also be provided to the existing Meineke located along the proposed main site driveway. The site location in relation to the surrounding roadways 'i is shown on the map on Figure 1. Since the project is located on Highland Avenue (Route 107), a state-maintained roadway, the project will require the issuance of a Highway Access Permit from the Massachusetts Department of Transportation (MassDOT). The proposed project is expected to generate more than 3,000 total vehicle trips per day (including both inbound trips and outbound trips) and, accordingly, requires the filing of an Environmental Notification Form (ENF) and an Environmental Impact Report (EIR) through the Massachusetts Environmental Policy Act (MEPA) office of the Executive Office of Energy and Environmental Affairs (EOEEA). GEOMETRICS AND TRAFFIC CONTROL Evaluation of the traffic impacts associated with the proposed Walmart and Meineke expansion and the Lowe's Home Improvement Warehouse development involves the description and quantification of existing roadway and traffic conditions in the area. In preparing this study for T� the proposed development, the following intersections have been analyzed and evaluated: • Highland Avenue (Route 107) at Ravenna Avenue and Barnes Road —City of Salem • Highland Avenue at Olde Village Drive—City of Salem • Highland Avenue at Walmart north driveway and Clark Street—City of Salem • Highland Avenue at Walmart main (signalized) driveway— City of Salem '� • Highland Avenue at Walmart south driveway— City of Salem • Highland Avenue at Meineke driveway(462 Highland Avenue)—City of Salem • Western Avenue (Route 107) at Fays Avenue—City of Lynn A description of each roadway and the geometric and traffic control characteristics of each of these intersections are provided below, followed by quantification of existing traffic volumes, accident history, vehicle speeds, and sight distance. Study Area Roadways The jurisdictional responsibility and classification of each study area roadway is listed in Table 1. As shown, Highland Avenue is under MassDOT jurisdiction while Western Avenue, Ravenna Avenue, Barnes Road, Olde Village Drive, Clark Street, and Fays Avenue are under local Jurisdiction. 08571`nAS,23109doc Page 9 I I cot, 1� '\� '`I���,♦�'w �,+1c r . + I1 L8 1!i/�r\It � ��'�i y� .K.�.���9 ��' "'� `��. A��av dam► 3'\��`��`` `�'►n`�i)� KLA •r ��w MM 'am a Sij �i�v .�• IMM.(1 � ' 'hti� •ltl�r r %� • r.sL`�'+v� ♦ 1MOM •� 60 EN -�t!,,�' J�►as ��iii• ,r ♦ `�� . 1J, 'tig� �q��8.' K,,c�L� � �� �7�f.�'1�1L'! *1114 ,I 6w!Y. Cyt was '��t�jI -gZ KIM Al -94 lit c fry�//�i►�n�.��,y '� {i� �"�C M12�rcf llYi�Ol�rR 6''1 � r1� � f�'` Awli�!�Vna'�' Rf� �t`+ taQ,.--1, ' ERf<•r�' �' ®,� . �>'v try {.'�- •\A vgl ffR— •y ! {�`�``'r tr;�,I` tai ti}1a '^\ 'M `�F.. MOM • I �i` n� fl f!;y .4Y'T.ty e'� 1,p{���� ,� � tom`' el .t6 .cam i!'i � �t�l�p,�" � �jrygo. rTi(�'���u, :?c��Pe� � jl�,� ���1y�''�'l S✓�'�}�-Y � M �\ '!T E' 1 '��. IiA FIi`� �►�� � �-� 0,a��__sv��°�V�wig�' � — •Q i d )`l �+- �, �dS✓`�'t'�,+`,�,. 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TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts Table 1 ROADWAY CLASSIFICATION AND JURISDICTIONAL RESPONSIBILITY Roadway Roadway Classification Responsible Agency Highland Avenue(Route 107) Urban Principal Arterial MassDOT Western Avenue(Route 107) Urban Principal Arterial Local Jurisdiction(City of Lynn) Ravenna Avenue Local Road Local Jurisdiction(City of Salem) Barnes Road Local Road Local Jurisdiction(City of Salem) Olde Village Drive Local Road Local Jurisdiction(City of Salem) Clark Street Local Road Local Jurisdiction(City of Salem) Fays Avenue Local Road Local Jurisdiction(City of Lynn) Study Area Intersections Highland Avenue at Ravenna Avenue and Barnes Road Highland Avenue, Ravenna Avenue, and Barnes Road intersect to form a four-way intersection under actuated signal control. The Highland Avenue northbound and southbound approaches each consist of a 12-foot wide exclusive left-tum lane, a 13-foot wide through lane, and a 12-foot wide shared through/right-turn lane. Directional travel on Highland Avenue is separated by a raised median with guardrail. The Ravenna Avenue eastbound approach consists of a 16-foot wide general-purpose travel lane with no pavement markings separating directional flow. The Barnes Road westbound approach consists of a 12-foot wide general-purpose travel lane with no pavement markings separating directional flow. The posted speed limit on Highland Avenue is 45 miles per hour (mph) at this intersection. Sidewalks are provided along the east side of Highland Avenue and a crosswalk is striped across the Highland Avenue southern leg. Land use in the vicinity of the intersection consists of residential homes. Highland Avenue at Olde Village Drive Olde Village Drive intersects Highland Avenue from the west to form a three-way intersection under actuated signal control. The Highland Avenue northbound approach consists of a 13-foot wide exclusive left-turn lane and two 12-foot wide through lanes. The Highland Avenue southbound approach consists of a 12-foot wide through lane and a 12-foot wide shared through/right-tum lane. Directional travel on Highland Avenue is separated by a raised median with guardrail. The Olde Village Drive eastbound approach consists of 30-foot wide general- 08571 TMS azzov.m, Page 10 r TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts purpose travel lane. Directional travel on Olde Village Drive is separated by a raised median island at the intersection. The posted speed limit on Highland Avenue is 45 mph. Sidewalks are provided along both sides of Highland Avenue and along the south side of Olde Village Drive. There are no crosswalks provided in the vicinity of the intersection. Land use in the vicinity of the intersection consists of a retail plaza (400 Highland Place), a self storage facility, residential homes, and vacant land. Highland Avenue at Walmart North Driveway and Clark Street Highland Avenue is intersected by the Walmart north driveway from the west and Clark Street from the east to form two unsignalized T-type intersections separated along Highland Avenue by ' a raised median with guardrail. The Highland Avenue northbound and southbound approaches each consist of a 12-foot wide through lane and a 12-foot wide shared through/right-turn lane. The Walmart north driveway consists of a 20-foot wide right-in/right-out driveway under STOP- sign control. There are no pavement markings separating directional travel on the Walmart north driveway. The Clark Street westbound approach consists of a 19-foot wide travel lane and only allows right turns to and from the side street roadway. Directional flow on Clark Street is separated by a faded double yellow centerline. The posted speed limit on Highland Avenue is 35 mph in the northbound direction and 45 mph in the southbound direction. Sidewalks are present along the east side of Highland Avenue and no crosswalks are provided in the vicinity of the intersection. Land use in the vicinity of the intersection consists of Walmart, Dunkin' Donuts, a retail plaza (400 Highland Place), and residential homes. Highland Avenue at Walmart Main (Signalized) Driveway The Walmart main driveway intersects Highland Avenue from the west to form a T-type intersection under actuated signal control. The Highland Avenue northbound approach consists ' of a 12-foot wide exclusive lefl-turn lane and two 12-foot wide through lanes. The Highland Avenue southbound approach consists of two 12-foot wide through lanes and an 1l-foot wide exclusive right-turn lane. Directional travel on Highland Avenue is separated by a median with guardrail. The Walmart main driveway eastbound approach consists of a 27-foot wide lane that is used as an exclusive left-turn lane and an exclusive right-turn lane. Directional travel on the Walmart main driveway eastbound approach is separated by a raised median island at the intersection. The posted speed limit on Highland Avenue is 35 mph in the northbound direction and 45 mph in the southbound direction. Sidewalks are present along the east side of Highland Avenue. Land use in the vicinity of the intersection consists of Walmart and Uncle Bob's Self- Storage facility. 08571 TIAs 122209.doc Page 11 � TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Highland Avenue at Walmart South Driveway . Highland Avenue is intersected by the Walmart south driveway from the west to form an unsignalized T-type intersection. The Highland Avenue northbound approach consists of two 12-foot wide through lanes. The Highland Avenue southbound approach consists of a 12-foot wide through lane and a 12-foot wide shared through/right-turn lane. Directional flow along Highland Avenue is separated by a raised median with guardrail. The Walmart south driveway ' consists of a 30-foot wide right-in/right-out driveway under STOP-sign control. There are no pavement markings separating directional travel on the Walmart south driveway. The posted speed limit on Highland Avenue is 35 mph in the northbound direction and 45 mph in the southbound direction. Sidewalks are present along the east side of Highland Avenue and no crosswalks are provided in the vicinity of the intersection. Land use in the vicinity of the intersection consists of Walmart, commercial businesses, and the Meineke Car Care Center. MHighland Avenue at Meineke Driveway (462 Highland Avenue) Highland Avenue is intersected by the Meineke driveway from the west to form an unsignalized T-type intersection. The Highland Avenue northbound approach consists of two 12-foot wide through lanes. The Highland Avenue southbound approach consists of a 12-foot wide through lane and a 12-foot wide shared through/right-turn lane. Directional flow along Highland Avenue is separated by a raised median with guardrail. The Meineke driveway is 26 feet wide and is under STOP control. There are no pavement markings separating directional travel on the Meineke driveway. The posted speed limit on Highland Avenue is 35 mph in the northbound direction and 45 mph in the southbound direction. Sidewalks are present along the east side of Highland Avenue and no crosswalks are provided in the vicinity of the intersection. Land use in the vicinity of the intersection consists of Walmart, commercial business, and the Meineke Car Care Center. Western Avenue at Fays Avenue ' Fays Avenue intersects Western Avenue from the west to form a T-type intersection under actuated signal control. The Western Avenue northbound approach consists of a 12-foot wide exclusive left-turn lane and an 11-foot wide through lane. The Western Avenue southbound approach consists of a 16-foot wide general-purpose travel lane. Directional travel on Western Avenue is separated by a painted median and a double yellow centerline. The Fays Avenue eastbound approach consists of a 15-foot wide general-purpose travel lane. There are no pavement markings separating directional travel on Fays Avenue. The posted speed limit on Western Avenue is 35 mph. Sidewalks are provided along both sides of Western Avenue and Fays Avenue. Crosswalks are striped across the Western Avenue north leg and Fays Avenue. Land use in the vicinity of the intersection consists of residential homes. 08571 TIAs 1222W.dov Page 12 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts i TRAFFIC VOLUMES n Base traffic conditions within the study area were developed by conducting manual turning movement counts (TMCs), vehicle classification counts, and automatic traffic recorder (ATR) counts in May and June 2008. The TMCs and vehicle classification counts were performed at the study area intersection locations during the weekday AM peak period (7:00 to 9:00 AM), the weekday PM peak period (4:00 to 6:00 PM), and the Saturday midday peak period (11:00 AM to 2:00 PM). The ATR counts were conducted along g J Highland Avenue adjacent to the site to collect both weekday and Saturday daily traffic volumes as well as vehicle speed measurements. Since historical traffic volume data along roadways in the vicinity of the site have shown a slight decrease in traffic volumes over the past few years the counts collected are used in the study to represent current existing traffic volumes. All traffic-count data are provided in the Appendix. Traffic on a given roadway typically fluctuates throughout the year depending on the area and the type of roadway. To determine if the traffic-count data needed to be adjusted to account for this fluctuation, seasonal and historical traffic-volume data were reviewed from nearby MassDOT Permanent Count Stations.' This information revealed that May traffic volumes are approximately 3 to 4 percent higher than annual average-month conditions and June traffic volumes are approximately 3 to 12 percent higher than annual average-month conditions. Therefore, the May and June traffic counts were used as collected to provide a conservative (higher than average) analytical framework. This further supports the use of the collected traffic ' volumes to represent existing 2009 traffic conditions. The MassDOT seasonal adjustment data are provided in the Appendix. Table 2 summarizes the existing daily and peak-hour traffic volumes along Highland Avenue. Figures 2 through 4 graphically depict the 2009 Existing weekday AM, weekday PM, and Saturday midday peak-hour traffic flow networks, respectively. ' I IfJassDOT 2006 Traffic Volumes;Permanent Count Station 35 located on Route 128,north of Brimbal Avenue in Beverly;and Permanent Count Station 550 located on Route 1,north of Lowell Street in Peabody. 08571 TIAs 122209.doc Page 13 = 'M mW4: .M a m m mw �MI M I° M .O IMAM \ _ t � k = 2 � � 7 ; � | r \ ( \ \ $ /� � § f G ( 2 \ \ \ � § � c _ } § - � ! � 7 / » / \ « 7m > - < ME ; _ � { /\ Ey a Er g p# ra = E, 3t pt x,2 c�` \ a ae: a �e, vv —a= v �8 & % �EEvi % y! g ; � a m, — m:— a n\ � r 2 -'- r/ /� ° 15 3 e» — 1136— ue ! ° a ƒ HIGHLAND AVEwE ; CD QCD Z _ ; $ / \ / ` \/ (} ( ) < / � � } TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts 107 �0d N 22 0 RAVENNA J 1 l'� ` 2 BARNES AVENUE 28 -� �.l } 1. ROAD 0 , 9 -WOO r7 a r� OLDE VILLAGE '� + DRIVE 85 14 Onr- 0 N ' un 0 Wal-Mart 'J + L 33 CLARK SITE North Driveway 0 --j �. STREET Wal-Mart/Meineke rnro In 177 0= Out 207 ro Total 3840 Coo. ro- � Wal-Mart 'j ! 4- 0 Uncle Bob's Main Driveway 82 -� 1. Self Storage Driveway 3800 N��o 0 N� Wal-Mart South Driveway 79 --j i w ' a � � r7 z I Meineke 'J + o Driveway 8 x o = o u0m * =illegal movement FAYS i AVENUE 47 28 Note: Intersections do not balance rn due to curb cuts and NOT TO SCALE 107 side streets not shown. Figure 3 GPIGreenrnan-Pedersen, Inc. 2009 Existing Weekday PM Engineers, Architects, Planners, Construction Engineers & Inspectors Peak Hour Traffic Volumes ,� TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts 107 cc 1 o non X20 .� 1 �. 0 RAVENNA 4 BARNES - 1 AVENUE 24 , ROAD 13 � aNn ro rn� mo OLDE VILLAGE '� + DRIVE 80 7 °N O ' - O Wal—Mart 1 52 CLARK SITE North Driveway 0 I �. STREET Wal—Mari/Meineke mm In 347 O Total319 Total 666 '"`N° rnn Wal—Mart J 1 4— 1 Uncle Bob's Main Driveway 164 , } �. Self Storage Driveway 25 -� nivtNl N ry lfl Wal—Mart South Driveway 116 —� 1 0 cc w M o �o z mo � � jMeineke o Driveway 14 I J O CD 00 = O UD M N M FAYS + AVENUE 59 36 0 Note: Intersections do not balance -)m due to curb cuts and 107 side streets not shown. NOT TO SCALE ' Figure 4 GPIGreenman-Pedersen, Inc. 2009 Existing Saturday Midday Engineers, Architects, Planners, Construction Engineers & Inspectors Peak Hour Traffic Volumes TRAFFIC IMPACT AND ACCESS STUDY Walmarn and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts Table 2 EXISTING TRAFFIC-VOLUME SUMMARY Daily Volume Peak-Hour Directional ' Location/Time Period (vpd)' Volume(vph)" K Factor' Distribution d Highland Avenue adjacent to the site: Weekday 26,360 2,062 7.8 51%S13 Saturday 25,310 2,031 8.0 53%NB 'Vehicles per day. 'Vehicles per hour. , `Percent of average daily traffic occurring during the peak hour. d SB=southbound;NB=northbound. TRAFFIC ACCIDENTS Accident data for the study area intersections were obtained from MassDOT for the most recent three-year period available (between 2004 and 2006). These data were supplemented with accident data from the Salem Police Department (between 2005 and 2007) to verify the accuracy of the MassDOT data. Based on a review of the available accident data, the MassDOT data ' appears to be consistent with the Salem Police Department data. A summary of the accident data at the study area intersections is provided in Table 3. In addition to the accident summary, incident occurrence should be compared to the volume of traffic through a particular intersection to determine any significance. Accordingly, the accident rates were calculated for each study area intersection and compared with the statewide and district-wide (MassDOT District 4) averages. An intersection accident rate is a measure of the , frequency of accidents compared to the volume of traffic through an intersection and is presented in accidents per million entering vehicles (acc/mev). For unsignalized intersections, the statewide average is 0.66 acc/mev and the district-wide average is 0.63 acc/mev. For signalized intersections, the statewide average is 0.87 acc/mev and the district-wide average is 0.88 acc/mev. A comparison of the calculated accident rate to these averages can be used to establish the significance of accident occurrence and whether or not potential safety problems exist. All crash rate worksheets are provided in the Appendix. r 08571 nAS 122209 d.c Page 14 M '01 r MW M W M r ver M M M, ar TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts Table 3 ACCIDENT SUMMARY Number of Accidents Severity Accident Type" Percent During Average Accident Commuter Wet/ley Location Total per Year Rate` PD PI F CM RE HO FO Ped Other Peak d Conditions Highland Avenue at Ravenna Avenue and Barnes Road 7 2.3 0.21 5 2 0 2 1 0 2 0 2 43% 57% Highland Avenue at Olde Village Drive 18 6.0 0.55 11 7 0 1 6 0 2 0 9 17% 39% Highland Avenue at and Clark Street 2 0.7 0.06 1 1 0 1 1 0 0 0 0 0% 50% Highland Avenue at Walmart driveways' 24 8.0 0.77 18 5 1 4 7 0 2 0 11 42% 25% Highland Avenue at Meineke driveway 0 0.0 0.00 0 0 0 0 0 0 0 0 0 0% 0% Western Avenue at Fays Avenue 10 3.3 0.33 6 4 0 4 6 0 0 0 0 30% 30% Source: Salem Police Department and MassDOT Traffic Operations Safety Management System for the Western Avenue and Fays Avenue intersection. 'PD=property damage only;PI=personal injury;F=fatality. CM=cross movement/angle; RE=rear end;HO=head on;FO=fixed object;Ped=pedestrian. `Measured in accidents per million entering vehicles. d Percent of vehicle incidents that occurred during the weekday AM and weekday PM commuter peak periods. `Accident data did not distinguish between the Walmart north,main,and south driveways. 08571 TIAS 122209.d.c Page 15 TRAFFIC IMPACT AND ACCESS STUDY Walman and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts The intersection of Highland Avenue at Olde Village Road has experienced, on average, six accidents per year, of which, approximately 61 percent (11 of 18) resulted in property damage only. Approximately 33 percent (6 of 18) of the reported accidents involved rear-end-type collisions, and approximately II percent (2 of 18) involved a collision with a fixed object. Approximately 17 percent (3 of 18) of the reported accidents occurred during the weekday , commuter peak period, and approximately 38 percent (7 of 18) occurred under wet/icy roadway conditions. This intersection has experienced an accident rate of 0.55, which is lower than the district-wide and statewide averages for signalized intersections. There were no fatalities reported at this intersection during the times periods studied. Based on the accident history data, there does not appear to be a safety concern at this location. The intersections of Highland Avenue and the Walmart driveways have experienced, on average, , eight accidents per year; however, the accident data did not distinguish between the three existing Walmart driveways. Approximately 75 percent (18 of 24) of the reported accidents resulted in ' property damage only and approximately 29 percent (7 of 24) involved rear-end-type collisions. Approximately 42 percent (10 of 24) of the reported accidents occurred during the weekday commuter peak period, and approximately 25 percent (6 of 24) occurred under wet/icy roadway conditions. Although the Walmart driveway intersections with Highland Avenue were considered as one location, the data revealed an accident rate of 0.77 which is lower than the district-wide and statewide averages for signalized intersections. There was one fatality on Highland Avenue at the Walmart main driveway on June 13, 2007. The accident occurred when a vehicle traveling in the Highland Avenue southbound right-turn only lane continued to travel southbound on Highland Avenue and collided with another vehicle in the southbound through lane. Accordingly, additional signage is proposed as part of the development project to provide advance lane use signs to better define the intersection geometry. This will inform drivers prior to the intersection on which lane to travel. ' The remaining study area intersections have experienced, on average, three accidents or less per year. No fatalities were reported at these intersections during the time periods studied, and the accident rates are lower than the district-wide and state-wide averages. Based on the accident history data, there does not appear to be a safety concern at these locations. 08571 TIAS 122209 doc Page 16 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts VEHICLE SPEEDS Speed measurements were conducted along Highland Avenue by measuring the elapsed time for vehicles traveling a short, pre-measured distance between two checkpoints. The travel time is recorded using ATRs over a 24-hour period, thereby also recording travel speeds during non- peak hours when vehicle speeds are not affected by platooning. Dividing the elapsed time by the measured distance between checkpoints derives the speed. The results of the speed measurements are summarized in Table 4. Table 4 OBSERVED TRAVEL SPEEDS ' Posted Median 85"Percentile Location/Direction Speed Limit Speed Speed Highland Avenue adjacent to the site: - Northbound 35 40 46 Southbound 45 31 41 'In miles per hour(mph). 1 "Speed at,or below which 85 percent of all observed vehicles travel. As shown, the median speeds on Highland Avenue were found to be 40 and 31 mph with 85di percentile speeds of 46 and 41 mph for northbound and southbound travel, respectively. Speeds in the southbound direction were observed to be below the posted speed limit of 45 mph for Highland Avenue. However, vehicles traveling northbound on Highland Avenue were observed to be traveling at speeds in excess of the posted speed limit of 35 mph. 08571 TIAS 1222W d.c Page 17 TRAFFIC IMPACT AND ACCESS STUDY Walmarl and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts SIGHT DISTANCE To identify potential safety concerns associated with site access and egress, sight distances have been evaluated at the proposed site driveway locations to determine if the available sight distances for vehicles exiting the site meet or exceed the minimum distances required for approaching vehicles to safely stop. The available sight distances were compared with minimum requirements, as established by the American Association of State Highway and Transportation Officials (AASHTO).z AASHTO is the national standard by which vehicle sight distance is calculated, measured, and reported. The Massachusetts Executive Office of Transportation (EOT) and the EOEEA require the use of AASHTO sight distance standards when preparing , traffic impact assessments and studies, as stated in their guidelines for traffic impact assessments. Sight distance is the length of roadway ahead that is visible to the driver. Stopping Sight Distance ' (SSD) is the minimum distance required for a vehicle traveling at a certain speed to safely stop before reaching a stationary object in its path. The values are based on a driver perception and reaction time of 2.5 seconds and a braking distance calculated for wet, level pavements. When the roadway is on either an upgrade or downgrade, grade correction factors are applied. Stopping sight distance is measured from an eye height of 3.5 feet to an object height of 2 feet above street level, equivalent to the taillight height of a passenger car. The SSD is measured along the centerline of the traveled way of the major road. Intersection sight distance (ISD) is provided on minor street approaches to allow the drivers of , stopped vehicles a sufficient view of the major roadway to decide when to enter the major roadway. By definition, ISD is the minimum distance required for a motorist exiting a minor street to turn onto the major street, without being overtaken by an approaching vehicle reducing its speed from the design speed to 70 percent of the design speed. ISD is measured from an eye height of 3.5 feet to an object height of 3.5 feet above street level. The use of an object height equal to the driver eye height makes intersection sight distances reciprocal (i.e., if one driver can see another vehicle, then the driver of that vehicle can also see the first vehicle). When the minor street is on an upgrade that exceeds 3 percent, grade correction factors are applied. r r 2A Policy on Geometric Design of Highways and Streets; American Association of State Highway and Transportation Officials , (AASHTO);2004. 08571 TAS 122209&& Page 18 Ir TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts SSD is generally more important as it represents the minimum distance required for safe stopping ' while ISD is based only upon acceptable speed reductions to the approaching traffic stream. However, the ISD must be equal to or greater than the minimum required SSD in order to provide safe operations at the intersection. In accordance with the AASHTO manual, "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. However, in some cases, this may require a major-road vehicle to stop or slow to accommodate the maneuver by a minor-road vehicle. To enhance traffic operations, intersection sight distances that exceed stopping sight distances are desirable along the major road. " Accordingly, ISD should be at least equal to the distance required to allow a driver approaching the minor road to safely stop. For signalized intersections, the first vehicle stopped on one approach should be visible to the driver of the first vehicle stopped on each of the other approaches. However, both proposed site driveways were evaluated as unsignalized intersections to provide a conservative (worst case) comparison. For sight distance to traffic signals, all efforts should be made to meet the minimum sight distance recommendations based on the 85h percentile speeds. The available SSD and ISD at the proposed site driveway locations were measured and compared to minimum requirements as established by AASHTO. Since the distance required to stop a vehicle is dependent on the speed of that vehicle, speed studies were conducted as presented in the Vehicle Speeds section. Based on the posted speed limit and the observed speeds, the SSD and ISD requirements at the two proposed site driveways were calculated. The required minimum sight distances for each speed are compared to the available distances, as shown in Table 5. As indicated in Table 5, available sight distances at the proposed site driveways exceed the minimum and desirable SSD and ISD requirements for safe operation based on both the posted and desirable travel speeds. To ensure the safe and efficient flow of traffic to and from the site, it is recommended that any proposed plantings, vegetation, landscaping, and signing along the site frontage be kept low to the ground or set back sufficiently from the edge of the roadways so as not to inhibit the available sight lines. 08571 TIAS 122209d Page 19 1 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem;Massachusetts Table 5 SIGHT DISTANCE SUMMARY S i Stopping Sight Distance(feet) Intersection Sight Distance(feet) -� Minimum Minimum Location/Direction Measured Required' Measured Required° Desirable` Highland Avenue at North Site Driveway: North of intersection 570 395 600 395 430 Highland Avenue at Main Site Driveway: North of intersection 570 360 600+ 360 465 South of intersection 600 375 600+ 375 465 Highland Avenue at Meineke Driveway: North of intersection 500+ 360 500+ 360 465 'Values based on AASHTO requirements for posted speed limit of 45 mph in the southbound direction and the observed 85" percentile speed(46 mph)in the northbound direction. 'Values based on AASHTO requirements for SSD. `Values based on AASHTO ISD guidelines for posted speed limit of 35 mph northbound and 45 mph southbound on Highland Avenue. PUBLIC TRANSPORTATION , The Massachusetts Bay Transportation Authority (MBTA) provides bus service in the study area via Bus Routes 450 and 456. Bus Route 450 begins at the Salem Depot, travels south along Route 107, and ends at Haymarket Station and/or Wonderland Station. Bus Route 450 runs between 4:50 AM and 1:27 AM on weekdays, between 6:05 AM and 12:49 AM on Saturdays, and between 7:45 AM and 12:15 AM on Sundays. Bus Route 456 begins at the Salem Depot, travels south along Route 107 and Route 129, and ends at Central Square in Lynn. Bus , Route 456 runs between 7:00 AM and 4:16 PM on weekdays. Both Bus Routes 450 and 456 stop at the existing Walmart site. The public transportation information is provided in the Appendix. 08571 TIAs inmv.euc Page 20 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts FUTURE CONDITIONS To estimate the impact of site-generated traffic within the study area, existing traffic volumes were projected to the year 2014. This represents a five-year design horizon in accordance with EOEEA/EOT traffic impact assessment guidelines. Traffic volumes on the roadway network at that time will include existing traffic, new traffic due to normal traffic growth, and traffic related to any significant development by others expected to be completed within the area by 2014. Consideration of these factors resulted in the development of 2014 No-Build traffic volumes, which assume that the proposed development is not built. The incremental impacts of the proposed retail development may then be determined by adding site-generated traffic volumes (Build conditions) and making comparisons to the No-Build conditions. TRAFFIC GROWTH To develop the 2014 No-Build forecast volumes, two components of traffic growth were considered. First, an annual average traffic-growth percentage was determined based on MassDOT historical traffic-volume data. These data revealed that there has been a 1.32 percent decrease in traffic between 1997 and 2004 in the vicinity of the site. However, such a decline in traffic may not continue. Therefore, to provide a conservative (worse than expected) basis for the analysis, a 1.0 percent compounded annual growth rate was assumed to account for general population growth and the traffic generated by smaller area developments. �I 08571 rus inmv.doc Page 21 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts Second, any traffic that may be generated by planned developments that could add substantial volumes of traffic through the study area within the next five years was considered. Based on discussions with officials from the City of Salem, there are six projects in the area that could add significant traffic volumes to the adjacent roadways since the time of the traffic counts. The first project is Saint Jean's Credit Union located at 370 Highland Avenue, which opened on May 27, 2008. This development consists of a 7,200 square foot bank with office space and three drive-up windows. At the time of the May 2008 weekday AM and weekday PM traffic counts, the development was not yet opened. Therefore, to estimate the volume of traffic to be generated by the Saint Jean's Credit Union during the weekday AM and weekday PM peak hours, traffic volumes were obtained from the traffic study conducted for the project.3 The second project is a retail development to be located at 262-272 Highland Avenue at the intersection with Marlborough Road. The proposed development will consist of a 12,900 square foot CVS Pharmacy with two drive-through windows and a 10,400± square foot building containing Tri-City Sales and Dunkin' Donuts. The project was under construction at the time of the traffic counts. Therefore, to estimate the volume of traffic to be generated by the retail development, traffic volumes were obtained from the traffic study conducted for the project.4 The third project is Osborne Hills, which consists of 131 single-family residences to be located on Marlborough Road. This project is proposed to be constructed in phases, of which, Phase One (11 single-family homes) has been constructed and occupied. Therefore, to estimate the volume of traffic to be generated by the remaining 120 homes, traffic volumes were obtained from a technical memorandum prepared for the project and compared with trip-generation data published in the Institute of Transportation Engineers (ITE) Trip Generation manual for Land Use Code (LUC) 210 (Single-Family Detached Housing) for 120 units.5'6 The fourth project is Chapel Hill, which consists of 26-single family residences to be located on Clark Street. At the time of this study, this residential project has been approved by the Salem Planning Board but has not been constructed. To estimate the volume of traffic to be generated by the Chapel Hill development, traffic volumes for the weekday AM and weekday PM peak hours were obtained from the traffic study prepared for the project.? Traffic volumes for the Saturday midday peak hour were estimated using ITE LUC 210 (Single-Family Detached Housing) for 26 units. 3 Traffic Impact Assessment; Proposed Commercial Development; 376 Highland Avenue; Salem, MA; Abend Associates; June 13,2006. 4 Traffic Impact and Access Study; Proposed Tri-City Sales & CVS Pharmacy Development; 271 Highland Avenue; V anasse Hangen Brustlin,Inc.;November 2006. 5 Response to Trak Peer Review Comments; Osborne Hills Residential Subdivision Salem,MA;Abend Associates; 10/13/06. 6Trip Generation;71°Edition;Institute of Transportation Engineers;Washington,DC;2003. 7 Trak Impact Assessment; Chapel Hill Residential Subdivision. Salem,Massachusetts;Abend Associates;August 21,2006, 08571 TIAs 1222N Page 22 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts The fifth project is the Witch Hill residential development located on Durkin Road. Roadway construction has begun, however, no homes have been constructed at the time of this study. Therefore, to estimate the volume of traffic to be generated by the residential development, traffic volumes for the weekday AM and weekday PM peak hours were obtained from the traffic study prepared for the project.8 Traffic volumes for the Saturday midday peak hour were estimated using ITE LUC 210 (Single-Family Detached Housing) for 28 units. The sixth project is the expansion of an existing transfer station located on Swampscott Road. This project has been approved by the Salem Planning Board and is currently under construction. The transfer station development is not expected to generate a significant amount of traffic 1 within the study area and will be accounted for within the annual background growth rate for the area. The 2014 No-Build peak-hour traffic volumes were accordingly developed by applying a 1.0 percent per year traffic growth rate (5.1 percent compounded over five years) to the 2009 Existing volumes and by adding the traffic associated with the Saint Jean's Credit Union, Tri-City retail development, and the Osborne Hills, Chapel Hill, and Witch Hill residential developments. The 2014 No-Build traffic volumes are shown graphically on Figures 5 through 7 for the weekday AM, weekday PM, and Saturday midday peak hours, respectively. PLANNED ROADWAY IMPROVEMENTS Based on discussions with officials from the City of Salem and MassDOT, there is a State roadway improvement project nearing completion in the vicinity of the site. The MassDOT project (#602186) included traffic signal equipment and coordination improvements at seven locations on Highland Avenue. This project has upgraded the existing traffic signal equipment at these intersections so that travel delays and vehicle emissions will be reduced, and traffic flow and pedestrian safety will be enhanced. The seven locations along Highland Avenue are split into two separate coordinated signal systems. The first system includes the existing Walmart site driveway, Olde Village Drive, and Ravenna Avenue/Barnes Road. The second system includes Swampscott Road, Marlborough Road/Traders Way, Hawthorne Plaza Drive, and Cherry Hill Avenue/Wilson Street. 8 Traffic Impact Assessment, Witch Hill Residential Subdivision,Salem,Massachusetts;Abend Associates;October 7,2004. 08571 TIAS 1272W.ho Page 23 TRAFFIC IMPACT AND ACCESS STUDY Walmarl and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts 107 an 23 �maro _ 7 RAVENNA 'l i L l! i- 8 BARNES AVENUE 26 -, �� �. ROAD , 4 � au7a o orn n oIo OLDE VILLAGE 'l + DRIVE 49 19 Nero N 0 Wol—Mort 'l 1 4— 40 CLARK SITE North Driveway 0 } r. STREET Wal-Mart/Meineke �I r- 98 Out 64 Total 1620 ar `t co Wal-Mart J i L 0 Uncle Bob's Main Driveway 33 ., �.l } �. Self Storage Driveway 5 mmnN nn Lo m golf Wal-Mart • � South Driveway 22co i co w z z -ro > I a Meineke 'l + o } z Driveway 4 J M CD ro = n ,OJ N NSI FAYS + AVENUE 55 36 �N Note: Intersections do not balance due to curb cuts and side streets not shown. NOT TO SCALE 107 Figure 5 GPIGreenman-Pedersenl Inc. 2014 No-Build Weekday AM Engineers, Architects, Planners, Construction Engineers & Inspectors Peak Flour Traffic Volumes TRAFFIC IMPACT AND ACCESS STUDY ' Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts TO -44f— N �t aa25 RAVENNA .l 1 i. — 3 BA RNES AVENUE 4i , �� } �. ROAD 9 "��of N r� OLDE VILLAGE '1 + DRIVE 85 14 oa rN o N N Wal—Mart '1 + 41 CLARK SITE North Driveway 0 1 �. STREET Wal—Mari/Meineke oa In 177 0 Out 207 ro Total 384 �N CO— Wal–Mart Wal—Mart ) L L 0 Uncle Bob's Main Driveway 82 , } r. Self Storage Driveway 38 N� Iron Don o CD r N� Wal—Mart r South Driveway 79 i u M w un z N W Q Meineke o z Driveway 8 � � a J illegal movement FAYS J + ' AVENUE 49 27 i 't m Note: Intersections do not balance 0o due to curb cuts and 107 side streets not shown. NOT TO SCALE ' Figure 6 GPIGreenman-Pedersen5 Inc. 2014 No-Build Weekday PM Engineers, Architects, Planners, Construction Engineers & Inspectors Peak Flour Traffic Volumes TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem;Massachusetts , 107 n n��� � 22 0 RAVENNA 'J + l'� ` 5 BARNES AVENUE 24 —� �.l �. ROAD ' 2 13 c0 aOrn N N O ' a (a- GLIDE VILLAGE 'J + DRIVE 80 , 7 �NU 0 O O N Wal—Mart -J 1 �— 60 CLARK SITE North Driveway 0 �. STREET Wal—Mort/Meineke �o In 347 a Out 319 Total 666 mO Wal—Mart 'J 1 1 Uncle Bob's Main Driveway 164 �.l } �. Self Storage Driveway 25 "nn" d N O O Wal—Mart South Driveway 116 i co m w C0 z ' un Z I Q Meineke z Driveway 14 J It CD oD =. o QDNo FAYS r i AVENUE 62 -l1 38 �n00 Note: Intersections do not balance o due to curb cuts and NOT TO SCALE 107 — side streets not shown. , Figure 7 , GPIGreenman-Pedersen, Inc. 2014 No-Build Saturday Midday Engineers, Architects, Planners, Construction Engineers & Inspectors Peak Hour Traffic Volumes II TRAFFIC IMPACT AND ACCESS STUDY ' Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts The project also includes the installation of an Emergency Vehicle Preemption System, which provides safer access for emergency vehicles along the Highland Avenue corridor. Traffic signal equipment has been installed and the traffic signal timing changes implemented. There are still changes being made to the northern coordinated traffic signal changes but not additional changes are proposed to the southerly coordinated system which includes the Walmart signal. Since the project is nearing completion, these improvements were assumed to be in place in the design horizon and are included in the 2014 No-Build and 2014 Build conditions. TRIP GENERATION The proposed retail development consists of modifying and expanding the existing Walmart store from 109,438± square feet to 152,192± square feet, expanding the existing Meineke Car Care Center from 3,084± square feet up to 6,084± square feet, and constructing a 121,859± square foot Lowe's Home Improvement Warehouse with a 31,204± square foot garden center. To estimate the volume of traffic to be generated by the proposed retail development, a comparison was made between trip-generation rates published in the ITE Trip Generation manual for the full build-out of the site as a shopping center as well as the generation of the individual land uses. To estimate the volume of traffic to be generated by the proposed retail development, LUC 820 (Shopping Center) for the total build-out of the site (rounded up to 281,000 square feet) was used and compared to the generation of the existing Walmart store (109,438 square feet) and the Meineke Car Care Center (3,084 square feet) using the same methodology. The full-build out of the site does not include the size of the Lowe's garden center which will be located outside the principal faces of the exterior building walls, to be consistent with ITE trip generation methodologies. The difference between the existing and full build-out trip generation estimates provides the total additional site traffic due to the proposed retail expansion and development. As a comparison, the trip generation of the individual land uses was calculated. To estimate the volume of traffic to be generated by the proposed Walmart expansion component of the proposed retail development, the actual driveway traffic counts were subtracted from LUC 813 (Free- Standing Discount Superstore) for 152,192 square feet. For the Meineke expansion, LUC 942 (Automobile Care Center) was used for the potential addition of up to 3,000 square feet. To estimate the volume of traffic to be generated by the proposed home improvement store component of the proposed development, LUC 862 (Home Improvement Superstore) was used for the 121,859 square foot retail store. The building size does not include the Lowe's garden center which will be located outside the principal faces of the exterior building walls, to be consistent with ITE trip generation methodologies. r08571 TIAS 122209 doc. Page 24 TRAFFIC IMPACT AND ACCESS STUDY , Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts The sum of these components (LUC 813 for 152,192 square feet minus the actual driveway counts, LUC 942 for 3,000 square feet, and LUC 862 for 121,859 square feet) provides a lower ' generation of the proposed development during the critical peak hours being analyzed. Therefore, the trip generation of the proposed retail development was calculated using LUC 820 for the full build-out of the site to provide a conservative (worst case) scenario. All trip- generation data are provided in the Appendix. As discussed in the Introduction section of this study, an internal cross connection is provided , with the adjacent retail parcel to the north. The existing internal cross connection will be maintained as part of the project. Existing traffic counts shown that these trips represent 24 vehicle trips (13 entering and I1 exiting) during the weekday AM peak hour, 47 vehicle trips ' (29 entering and 18 exiting) during the weekday PM peak hour, and 84 vehicle trips (48 entering and 36 exiting) during the Saturday midday peak hour. Since it is expected that these trips will not change in the future, they were not included in the existing external trip generation of the site as shown in Table 6. It is also assumed that the changes to the Camp Lion site will maintain existing traffic volumes in the study area. All additional site generated traffic as part of the project is assumed to use the Highland Avenue site driveways providing a conservative (worse- case) analysis condition. Table 6 PEAK-HOUR TRIP-GENERATION SUMMARY Time Period/Direction Existing TripsAdditional Trips b Total Trips` Weekday AM Peak Hour: Enter 98 72 170 Exit 64 46 110 , Total 162 118 280 Weekday PM Peak Hour: Enter 177 286 463 Exit 207 297 504 Total 384 583 967 Saturday Midday Peak Hour. Enter 347 391 738 Exit 319 361 680 Total 666 752 1,418 'Traffic counts conducted at the site driveways on May 21,2008,May 22,2008,and May 31,2008. ' 'ITE LUC 820(Shopping Center)for 281,000 sf minus ITE LUC 820 for 112,522 sf. `Existing Trips plus Additional Trips equals the Total Trips accommodated at the site driveways. 08571 T1A5 122209A., Page 25 ' TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Not all of the vehicle trips expected to be generated by the retail development represent new trips on the study area roadway system. Based on data presented in the ITE Trip Generation Handbook, the average pass-by trip percentage for a shopping center is 34 percent during the weekday PM peak hour and 26 percent during the Saturday midday peak hour.9 However, in order to be consistent with state guidelines for the preparation of traffic impact studies and to provide a conservative (worse than expected) basis for the analysis, only 25 percent of the site- generated traffic was considered pass-by traffic. Table 7 summarizes the expected peak-hour trip-generation characteristics of the proposed retail project. Table 7 NEW VS. PASS-BY TRIPS Additional Site Trips Total Time Period/Direction Additional Trips" Pass-By Trips n New Trips' Weekday AM Peak Hour: Enter 72 15 57 Exit 46 15 31 Total 118 30 88 Weekday PM Peak Hour: Enter 286 73 213 Exit 297 73 224 Total 583 146 437 Saturday Midday Peak Hour: Enter 391 94 297 Exit 361 94 267 Total 752 188 564 "From Table 6,Additional Trips t25 percent of Total Additional Trips. `Total Additional Trips minus Pass-By Trips. 1 As shown in Table 7, the proposed project is expected to generate 88 new vehicle trips (57 entering and 31 exiting) during the weekday AM peak hour, 437 new vehicle trips (213 entering and 224 exiting) during the weekday PM peak hour, and 564 new vehicle trips (297 entering and 267 exiting) during the Saturday midday peak hour. 1 9 Trip Generation Handbook;2nd Edition;Institute of Transportation Engineers;Washington,DC;2004. 08571 TIAs 1222W.ft� Page 26 TRAFFIC IMPACT AND ACCESS STUDY , Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts PROJECT ENVIRONMENTAL REVIEW (MEPA) THRESHOLDS The trip generation of the proposed retail development was assessed to determine if the proposed project would meet or exceed any thresholds that would require formal MEPA environmental , review with respect to traffic. One of the thresholds for MEPA environmental review is the total volume of daily traffic generated by a project. If a proposed development project requires a state permit and generates a total of more than 3,000 new daily vehicle trips or the construction of 1,000 total parking spaces, then both an ENF and an EIR must be prepared and filed with the MEPA office. These documents must then be subject to both governmental agency and public review and comment, and the primary government entity responsible for reviewing the proposed ' project plans and issuing the permits and approvals that are required to allow for the construction of the proposed project (in this case, the City of Salem) must take the comments made by other government agencies and the public on these documents into consideration as part of its decision- making process on the proposed project. The proposed project site is currently occupied by a 109,438± square foot Walmart store and a 3,084± square foot Meineke Car Care Center, which results in the generation of a certain volume of total vehicles trips per day. To determine the daily trip generation of this existing uses within the property, the ITE Trip Generation manual trip rates for LUC 820 (Shopping Center) were used. Based on the existing and proposed trip generation of the site, the additional daily vehicle trips associated with the proposed project are summarized in Table 8. Table 8 TRIP-GENERATION SUMMARY - MEPA Transportation Thresholds Full Build-Out Existing Additional Time Period/Direction Trips' Trips° Trips Weekday Daily: Enter 6,646 3,666 2,980 , Exit 6646 3 666 2980 Total 13,292 7,332 5,960 'ITE LUC 820(Shopping Center)for 281,000 square feet. "ITE LUC 820(Shopping Center)for 112,522 square feet. 1 08571 nA5122209 d.c Page 27 ' TRAFFIC IMPACT AND ACCESS STUDY Walman and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts As shown in Table 8, the net increase in daily traffic as a result of the proposed project is estimated to be 5,960 trips. As a result, the project is expected to exceed the MEPA Transportation review thresholds set forth in 301 CMR 11.10(6)(a) for the preparation of an ENF and an EIR. I TRIP DISTRIBUTION After project-generated vehicle trips have been estimated, the next step in the TIAS is to determine the distribution of project traffic and assign these trips to the local roadway network. The directional distribution of new site traffic is dependent on the combination of a number of factors, including: existing travel patterns, site access routes, area demographics, and competing shopping opportunities. The directional distribution of pass-by traffic is expected to follow the existing travel patterns. The trip distribution for the expected additional new traffic for the proposed project is shown in Table 9 for the proposed retail development. Table 9 TRIP-DISTRIBUTION SUMMARY Direction Percent New Roadway To/From Site Traffic Highland Avenue North 50 Highland Avenue South 45 Fays Avenue South 5 TOTAL 100 Based on the traffic generation and distribution estimates for the proposed retail development, the traffic volumes associated with the proposed project were assigned to the local roadway network. The additional project-generated traffic volumes are shown on Figures 8 through 10 for the weekday AM, weekday PM, and Saturday midday peak hours, respectively. The project- generated traffic volumes were assigned to the roadway network and combined with the 2014 No-Build traffic volumes to develop the 2014 Build peak-hour traffic-volume networks. The 2014 Build weekday AM, weekday PM, and Saturday midday traffic volumes are illustrated on Figures 11 though 13,respectively. 08571 TIAs 122209 doc Page 28 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts ' 0 50/o m N RAVENNA + BARNES AVENUE } ROAD ' N GLIDE VILLAGE + DRIVE M Lo �U u N 'N DJ NI Wal—Mart ') ! CLARK North Driveway [7](2)4 -� STREET ' N rp Lo I M .� I SITE New Pass—B] Wal—Mart Uncle Bob's Out 31 (15) Main Driveway (8)76 —4 .] Self Self Storage Driveway 1 Total 88 (30) [15](5)11 ro � N ro � N I u� Wal—Mart South Driveway [_22] co N w z , z N Q Meineke + z a Driveway = CD m = N , N IM FAYS i AVENUE , 1 3 5% N [XX] =Redistributed Existing Site Traffic ,NOT TO SCALE 45% Figure 8 GPIGreenman-Pedersenl Inc. Additional Site Generated Weekday AM Engineers, Architects, Planners, Construction Engineers & Inspectors - Peak Hour Traffic Volumes TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts 50% 0 0 RAVENNA j BARNES AVENUE ROAD N O OLDE VILLAGE + DRIVE 1 ' Lo N N N i N d M r Wal—Mart J + CLARK North Driveway [29](12)34 } STREET d r N t0 N u Ln N it SITE New Pass—Bv Wal—Mart ') Uncle Bob's In 213 r Out 224 (73) Main Driveway (36)112 , •� 1 Self Storage Driveway Total 437 (146) [50](25)78 o LD N N .Mi Wal—Mart J V South Driveway [_79] } o w z N > Q Meineke j o I a Driveway � r z ii 0 LAYS + i5% AVENUE 11 } an [XX] =Redistributed Existing Site Traffic 1 NOT TO SCALE 45% Figure 9 ' GPIGreenman-Pedersenl Inc. Additional Site Generated Weekday PM Engineers, Architects, Planners, Construction Engineers & Inspectors Peak Hour Traffic Volumes TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem;Massachusetts 50% i RAVENNA + BARNES AVENUE } ROAD an r a OLDE VILLAGE + DRIVE I M � u � Io Wal—Mart 'J + CLARK North Driveway [35](14)40 -� 1 STREET L✓u SITE New Pass—Bv o , In 297 (94) ,J Out 267 (94 Wal—Mart V Uncle Bob's Total 564 (188) Main Driveway (47)133 , 1 Self Storage Driveway [81](33)94 ca � a Qo a v Wal—Mart South Driveway [_116] 1 D ' z Go v a n o z 'Meineke + a x Driveway } I = o CC) SIN � FNUAys + AVEE 5% 15 " [XX] =Redistributed Existing Site Traffic r7 NOT TO SCALE 45% ' Figure 10 GPIGreenrnan-Pedersen5 Inc. Additional Site Generated i Saturday Midday Engineers, Architects, Plonners, Construction Engineers & Inspectors Peak Hour Traffic Volumes I , TRAFFIC IMPACT AND ACCESS STUDY I ' Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts 107 NO) X23 r`rn� n f— 7 RAVENNA ! l' 8 BARNES AVENUE 26 J ROAD 14 n N O m OLDE VILLAGE '� + DRIVE 49 , ilk 1 19 a na N�N (00) Wal—Mart '1 + 40 CLARK ' North Driveway 13 f- STREET til a� I LTotol " ke ' 0 omo .— 0 Wal—Mart 'j ! 0 Uncle Bob's Main Driveway 57 �� f �. Self Storage Driveway 0 nunnN 36 �N a w N z an W J Meineke a Driveway 4 a T r T iv = o on no) FAYS r I AVENUE 58 I 36 o Note: Intersections do not balance due to curb cuts and 1107 f side streets not shown. NOT TO SCALE Figure I GPI[ Greenman-Pedersen) Inc. 2014 Build Weekday AM Engineers, Architects, Planners, Construction Engineers & Inspectors Peak }lour Traffic Volumes TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts ' 107 aC\jDo , X 25 .— 0 RAVENNA 'J 1 l' 3 BARNES AVENUE 45 , �� �. ROAD 1 , 9 � Naam d� �N OLDE VILLAGE 'J + DRIVE 85 , 14 ocNn M M N ' Wal—Mart ') + 41 CLARK North Driveway 73 } STREET ' Na �N SITE Wal—Mari/Meineke Lowe's In 463 Out 504 ' Total 967 _N`D0 � 0 . j 1. � ° Wal—Mart 0 Uncle Bob's Main Driveway 230 --# Self Storage Driveway 0 191 NONO "O "0 uo tow Z ri w Meineke Q o Driveway g --j } a a = a � N = O illegal movement FAYS r + AVENUE 60 , 1 27 - Note: Intersections do not balance due to curb cuts and NOT TO SCALE 107 side streets not shown. ' Figure 12 GPIGreenman-Pedersen, Inc. 2014 Build Weekday PM Engineers, Architects, Planners, Construction Engineers & Inspectors heal( Hour Traffic Volumes ' TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts 107 N Ponca 22 .1 j �.1, 0 RAVENNA 5 BARNES AVENUE 24 ROAD 2 13 `a�� � n m mro OLDE VILLAGE 'j + DRIVE 80 , - 7 ono No ON NSI Wal—Mart '1 + 60 CLARK North Driveway 89 f f- STREET 00 ro, SITE " Wol—Mart/Meineke Lowe's In 738 ' Out 680 Un Total 1,418 moo !- 1 Wal—Martr 1 0 Uncle Bob's Main Driveway 344 , yl-) i r Self Storage Driveway 0 233 NoroN on oni N W N Z rn� w Meineke a L Driveway 14 a0 N = M � M = O O,� CQ FAYS + AVENUE 77 , 38 Note: Intersections do not balance due to curb cuts and 107 side streets not shown. NOT TO SCALE Figure 13 GPIGreenman-Pedersen) Inc. 2014 Build Saturday Midday Engineers, Architects, Planners, Construction Engineers & Inspectors Peak Hour Traffic Volumes TRAFFIC IMPACT AND ACCESS STUDY , Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts 1 SITE ACCESS Access to and egress from the Walmart portion of the site is currently provided via a signalized main driveway on Highland Avenue with two right-in/right-out driveways located on either side of the main site driveway. An internal cross connection to the retail parcel to the north is also provided for site access and egress. A right-in/right-out driveway along Highland Avenue is provided for Meineke. As proposed, the signalized site driveway will be closed and relocated ' further south on Highland Avenue to the location of the existing southerly right-in/right-out site driveway. The existing right-in/right-out driveway on the northern end of the property will be reconstructed to provide better accessibility and meet current state design standards. Current , access to the Meineke and the Camp Lion site along Highland Avenue to the south of the site will be maintained and improved to meet current state design standards. The existing internal cross connection with the parcel to the north will be maintained as part of the project. A right- tum in and right-turn out only cross connection will also be provided to the existing Meineke located along the proposed main site driveway. All driveways will be designed in accordance with current local and state standards. The proposed relocated signalized main site driveway will consist of an exclusive left-turn lane, a ' shared left-/through lane, and a right-tum lane exiting the site. The Highland Avenue northbound approach will be modified to include two exclusive left-tum lanes, a through travel lane, and a shared through/right-turn lane. The Highland Avenue southbound approach will ' consist of a shared left/U-turn lane, two through travel lanes, and an exclusive right-turn lane. Due to the relocation of the signalized driveway, the existing commercial property located opposite the southerly site driveway will gain access through the signal, which will improve safety for vehicles using the commercial facility as well as Highland Avenue. The addition of the Highland Avenue southbound left-tum lane will also provide for U-turn movements which currently are not permitted at the existing Walmart site driveway signalized intersection. ' TRAFFIC INCREASES Development of the proposed project will result in increases in traffic on study area roadways. ' As shown on Figures 8 through 10, the traffic-volume increases beyond the study area are expected to be in the range of 38 to 282 vehicles on Highland Avenue during the peak hours. , These increases represent, on average, one to five additional vehicles every minute during the peak hours. It is important to note that these projected increases in traffic are based on a conservative pass-by rate of 25 percent, as required by MEPA. In reality, traffic-volume ' increases beyond the study area will be lower as the number of pass-by trips will be greater than estimated in this study. 08571 TIAS 122209 doc Page 29 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts ANALYSIS I Capacity and queue analyses were conducted at the site driveways and at the study area intersections. These analyses were conducted under 2009 Existing, 2014 No-Build, and 2014 Build traffic-volume conditions. The impact of traffic expected to be generated as a result of the development of the proposed project can be measured by comparing 2014 No-Build conditions to 2014 Build conditions. CAPACITY ANALYSIS METHODOLOGY The primary function of capacity analysis is to assign levels of service within specific roadway areas and at specific intersections under various traffic flow conditions. The capacity analysis methodology is based on the concepts and procedures in the Highway Capacity Manual (HCM).10 The concept of level of service (LOS) is defined as a qualitative measure describing operational conditions within a traffic stream and their perception by motorists and/or passengers. A level-of-service definition provides an index to quality of traffic flow in terms of ' such factors as speed, travel time, freedom to maneuver, traffic interruptions, comfort, convenience, and safety. Six levels of service are defined for any given roadway segment or intersection. Levels of Service are given letter designations from A to F, with LOS A representing the best operating conditions and LOS F the worst. Since the level of service of a roadway segment or intersection is a function ' of the traffic flows placed upon it, such a roadway segment or intersection may operate at a wide range of levels of service, which vary depending on the time of day, day of week, or season of year. A description of the operating condition under each level of service is provided below: 101lighway CapaciryManua12000,Transportation Research Board;Washington,D.C.;2000. 08571 TIAs 122209eoc Page 30 TRAFFIC IMPACT AND ACCESS STUDY , Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts • LOS describes conditions with little to no delay to motorists. • LOS B represents a desirable level with relatively low delay to motorists. ' • LOS C describes conditions with average delays to motorists. , • LOS D describes operations where the influence of congestion becomes more noticeable. Delays are still within an acceptable range. , • LOS E represents operating conditions with high delay values. This level is considered by many agencies to be the limit of acceptable delay. • LOS F is considered to be unacceptable to most drivers with high delay values that often , occur,when arrival flow rates exceed the capacity of the intersection. i Unsignalized Intersections Levels of service for unsignalized intersections are calculated using the operational analysis , methodology of the HCM. The procedure accounts for lane configuration on both the minor and major street approaches, conflicting traffic stream volumes, and the type of intersection control ' (STOP, YIELD, or all-way STOP control). The definition of level of service for unsignalized intersections is a function of average control delay. Control delay includes initial deceleration ' delay, queue move-up time, stopped delay, and final acceleration delay. The level-of-service criteria for unsignalized intersections are shown in Table 10. For unsignalized intersections, this delay criterion may be applied in assigning level-of-service designations to individual lane groups or to individual intersection approaches. Signalized Intersections ' Levels of service for signalized intersections are also calculated using the operational analysis ' methodology of the HCM. The methodology for signalized intersections assesses the effects of signal type, timing, phasing, and progression; vehicle mix; and geometrics on average control delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and , final acceleration delay. Table 10 summarizes the relationship between level of service and average control delay. For signalized intersections, this delay criterion may be applied in assigning level-of-service , designations to individual lane groups, to individual intersection approaches, or to the entire intersection. For unsignalized intersections, this delay criterion may be applied in assigning level- of-service designations to individual lane groups or to individual intersection approaches. 08571 TIAs 12220.aoc Page 31 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts Table 10 LEVEL-OF-SERVICE CRITERIA FOR INTERSECTIONS Unsignalized Intersection Criteria Signalized Intersection Criteria Level of Average Control Delay Average Control Delay Service (Seconds per Vehicle) (Seconds per Vehicle) A 510 90 B >10and<_15 >10and<_20 C >15 and 525 >20 and<_35 D >25 and<_35 >35 and<55 E >35 and 5550 >55 and<80 F >50 >80 ' Source: Highway Capacity Manual 2000,Transportation Research Board;Washington,D.C.;2000. Pages 10-16 and 17-2. QUEUE ANALYSIS METHODOLOGY ' The maximum "back of queue" during a typical (average) signal cycle and a 95th percentile signal cycle was calculated for each lane group during the peak periods studied in this analysis. The "back of queue" is the length of a backup of vehicles from the stop line of a signalized intersection to the last vehicle in the queue that is required to stop, regardless of the signal indication. The length of this queue depends on a number of factors including signal timing, vehicle arrival patterns,and the saturation flow rate. For unsignalized intersections, the 95th percentile queue represents the length of queue of the critical minor-street movement that is not expected to be exceeded 95 percent of the time during the analysis period (typically one hour). In this case, the queue length is a function of the capacity of the movement and the movement's degree of saturation. 1 08571 TIAs 12220eoc Page 32 TRAFFIC IMPACT AND ACCESS STUDY , Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts CAPACITY AND QUEUE ANALYSIS RESULTS The study area intersections and site driveways have been analyzed through application of the procedures described above. Capacity and queue analyses were conducted under 2009 Existing, 2014 No-Build, and 2014 Build conditions. The capacity results of the intersection analyses are discussed below and are summarized in Table 11. The results of the queue analyses are shown in Table 12. All analysis worksheets are provided in the Appendix. ' Highland Avenue at Ravenna Avenue and Barnes Road ' Under all analyzed conditions, the intersection of Highland Avenue with Ravenna Avenue and Barnes Road is expected to operate at LOS B or better with all lane groups operating at LOS D or , better. The project development will result in insignificant impact at this location as evident by no changes in LOS or increases in delay by more than 1.6 seconds on any movement over the ' No-Build condition. Although the 95`h percentile queue length may extend beyond the short storage lane for the Highland Avenue southbound left-tum movement, the duration would be short and exceeded by approximately one vehicle. This occurs under both the No-Build and , Build conditions (independent of the project). The average maximum back of queue length for all movements does not exceed the available storage lengths. Highland Avenue at Olde VWage Drive Under all analyzed conditions, the intersection of Highland Avenue with Olde Village Drive is , expected to operate at LOS A with all lane groups operating at LOS D or better. The project development will result in insignificant impact at this location as evident by no changes in LOS ' or increases in delay by more than 2.3 seconds on any movement over the No-Build condition. The average and 95`h percentile maximum back of queue lengths for all movements do not exceed the available storage lengths. , Highland Avenue at Walmart North Driveway and Clark Street ' Under all analyzed conditions, all movements at the intersection of Highland Avenue with the , north site driveway and Clark Street are expected to operate at LOS C or better. Ample capacity is available at this location as evident by low vehicle delays and low volume to capacity (v/c) ratios. The average and 95`h percentile maximum back of queue lengths for all movements do not exceed the available storage lengths. , 08571 TMS 12220 do, Page 33 , 1 1 ' TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Highland Avenue at the Main (Signalized) Site Driveway ' Under Existing and No-Build conditions, the main site driveway intersection with Highland Avenue operates at LOS B or better with all lane groups operating at LOS D or better during the analyzed peak hours. The average and 95th percentile maximum back of queue lengths for all movements do not exceed the available storage lengths during these conditions. Under the 2014 Build condition, the intersection is expected to operate at LOS C or better with all lane ' groups operating at LOS D or better with the exception of the Highland Avenue northbound left- turn lane which is expected to operate at LOS E during the Saturday midday peak hour. Although the average maximum back of queue length for all movements does not exceed the available storage lengths, the 95th percentile maximum back of queue is expected to exceed the available storage length for the Highland Avenue northbound left-turn lane as well as the main site driveway eastbound left-turn lane. Accordingly, mitigation measures are proposed at this ' location as described in the Mitigation section of this report that include roadway widening for additional tum lanes and lengthening the available queue storage lengths. Highland Avenue at South Site Driveway ' Under all analyzed conditions, all lane groups at the intersection of Highland Avenue with the south site driveway are expected to operate at LOS B or better. As part of the project development, however, the main signalized site driveway will be relocated to the current location of the south site driveway. The current curb cut at the location of the existing signalized site driveway will be closed reducing the number of curb cuts along Highland Avenue. Highland Avenue at Meineke Driveway Under all analyzed conditions, all lane groups at the intersection of Highland Avenue with the Meineke driveway are expected to operate at LOS B or better. Ample capacity remains available ' as evident by low vehicle delays and low We ratios. The average and 95th percentile maximum back of queue lengths for all lane groups do not exceed the available storage lengths. li 1 08571 TIAs 1222N.doa Page 34 r TRAFFIC IMPACT AND ACCESS STUDY ' Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts Western Avenue at Fats Avenue Under Existing traffic-volume conditions the intersection of Western Avenue and Fa s Avenue ' operates at LOS B with all lane groups operating at LOS C or better. Under the future 2014 No- Build condition, this intersection is expected to operate at LOS D or better. However, the ' Western Avenue southbound approach is expected at LOS E during the weekday PM peak hour. The 95`5 percentile maximum back of queue lengths for the Western Avenue southbound approach is expected to extend past the site driveway under the No-Build condition, independent PP P P , of the proposed project. Since the proposed project is expected to add traffic to this intersection, mitigation measures are proposed as described in the Mitigation section of this report that include roadway widening/restriping to provide an exclusive Western Avenue southbound right-tum lane ' and traffic signal timing changes to provide more "green time" for the southbound movements. 08571 TIAs izzzo,d.� Page 35 , TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Table 11 LEVEL-OF-SERVICE ANALYSIS SUMMARY 2009 Existing 2014 No-Build 2014 Build Intersection/Peak Hour/Lane Group V/C r Del. ° LOS` V/C Del. LOS V/C Del. LOS Highland Avenue at Ravenna Avenue and Barnes Road Weekday AM.- Ravenna Avenue EB approach 0.38 34.6 C 0.41 36.1 D 0.41 36.1 D Barnes Road WB approach 0.14 32.1 C 0.15 34.6 C 0.15 34.6 C Highland Avenue NB left-tums 0.31 35.1 D 0.21 31.2 C 0.21 31.0 C Highland Avenue NB throughs/right-turns 0.62 6.1 A 0.66 8.8 A 0.67 8.6 A Highland Avenue SB left-turns 0.58 42.0 D 0.45 36.3 D 0.45 36.3 D Highland Avenue SB throughs/right-turns 0.39 4.5 A 0.48 8.4 A 0.49 8.4 A Overall Intersection 0.59 7.5 A 0.64 10.6 B 0.64 10.4 B Weekday PM: Ravenna Avenue EB approach 0.46 35.0 D 0.35 39.4 D 0.52 39.8 D Barnes Road WB approach 0.05 31.0 C 0.06 38.0 D 0.06 36.6 D Highland Avenue NB left-tums 0.11 31.3 C 0.32 38.5 D 0.31 37.9 D Highland Avenue NB throughs/right-toms 0.50 5.5 A 0.55 7.5 A 0.62 8.8 A Highland Avenue SB left-tums 0.60 39.4 D 0.57 40.6 D 0.59 41.7 D Highland Avenue SB throughs/right-tums 0.50 5.5 A 0.54 7.5 A 0.61 9.1 A Overall Intersection 0.51 7.7 A 0.52 10.4 B 0.59 11.8 B Saturday Midday. Ravenna Avenue EB approach 0.29 32.5 C 0.31 36.1 D 0.31 36.1 D Barnes Road WB approach 0.07 30.6 C 0.09 35.0 D 0.09 35.0 D Highland Avenue NB left-turns 0.18 31.8 C 0.18 34.2 C 0.18 34.6 C Highland Avenue NB throughs/right-turns 0.50 5.5 A 0.55 7.0 A 0.61 7.9 A Highland Avenue SB left-turns 0.63 42.1 D 0.47 34.5 C 0.47 34.5 C Highland Avenue SB throughs/right-tums 0.49 5.4 A 0.51 6.0 A 0.57 6.7 A Overall Intersection 0.49 7.7 A 0.54 8.5 A 0.59 9.0 A "Volume-to-capacity ratio. "Average control delay in seconds per vehicle. `Level of service. 08571 TIAS 1222M&. - Page 36 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse -Salem,Massachusetts Table 11 (continued) LEVEL-OF-SERVICE ANALYSIS SUMMARY 2009 Existing 2014 No-Build 2014 Build Intersection/Peak Hour/Lane Group V/C" Del.b LOS` V/C Del. LOS V/C Del. LOS Highland Avenue at Olde Village Drive Weekday AM: Olde Village Drive EB left-turns 0.44 21.3 C 0.42 34.8 C 0.42 34.8 C Olde Village Drive EB right-turns 0.02 18.6 B 0.01 26.2 C 0.01 26.2 C Highland Avenue NB left-turns 0.25 19.5 B 0.25 34.5 C 0.25 34.8 C Highland Avenue NB throughs 0.52 2.8 A 0.51 2.9 A 0.51 2.8 A Highland Avenue SB throughs/right-turns 0.49 6.5 A 0.44 2.4 A 0.46 2.5 A Overall Intersection 0.51 5.3 A 0.50 4.3 A 0.50 4.3 A Weekday PM. Olde Village Drive EB left-turns 0.60 28.1 C 0.58 41.3 D 0.58 41.3 D Olde Village Drive EB right-turns 0.01 21.3 C 0.01 31.2 C 0.01 31.3 C Highland Avenue NB left-turns 0.15 19.5 B 0.39 45.0 D 0.40 45.9 D Highland Avenue NB throughs 0.45 2.7 A 0.46 2.7 A 0.51 2.5 A Highland Avenue SB throughs/right-turns 0.69 10.7 B 0.56 2.1 A 0.61 1.5 A Overall Intersection 0.64 8.0 A 0.56 4.7 A 0.61 4.2 A Saturday Midday. Olde Village Drive EB left-turns 0.44 21.1 C 0.55 35.2 D 0.55 35.2 D Olde Village Drive EB right-tums 0.01 18.7 B 0.00 26.9 C 0.00 26.9 C Highland Avenue NB left-tums 0.31 23.1 C 0.37 39.4 D 0.37 41.7 D Highland Avenue NB throughs 0.47 3.5 A 0.47 2.7 A 0.52 2.5 A Highland Avenue SB throughs/right-tums 0.62 8.5 A 0.54 3.1 A 0.61 3.4 A Overall Intersection 0.59 7.0 A 0.55 4.9 A 0.60 4.7 A 'Volume-to-capacity ratio. °Average control delay in seconds per vehicle. `Level of service. 09571 nAs 112209.doo Page 37 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse - Salem,Massachusetts Table 11 (continued) LEVEL-OF-SERVICE ANALYSIS SUMMARY 2009 Existing 2014 No-Build 2014 Build Intersection/Peak Hour/Lane Group V/C e Del. ° LOS` V/C Del. LOS V/C Del. LOS Highland Avenue at Walmart North Driveway and Clark Street Weekday AM: Walmart north driveway EB right-turns 0.00 0.0 A 0.00 0.0 A 0.02 11.0 B Clark Street WB right-turns 0.10 14.2 B 0.17 15.8 C 0.17 15.8 C Highland Avenue NB throughs/right-tums 0.27 0.0 A 0.29 0.0 A 0.30 0.0 A Highland Avenue SB throughs/right-turns 0.18 0.0 A 0.20 0.0 A 0.23 0.0 A Weekday PM: Walmart north driveway EB right-tums 0.00 0.0 A 0.00 0.0 A 0.17 13.7 B Clark Street WB right-turns 0.10 12.5 B 0.14 14.0 B 0.15 14.6 B Highland Avenue NB throughs/right-tums 0.23 0.0 A 0.26 0.0 A 0.28 0.0 A Highland Avenue SB throughs/right-tums 0.24 0.0 A 0.27 0.0 A 0.34 0.0 A Saturday Midday: Wahnart north driveway EB right-turns 0.00 0.0 A 0.00 0.0 A 0.19 13.7 B Clark Street WB right-turns 0.12 12.5 B 0.15 13.3 B 0.16 13.9 B Highland Avenue NB throughs/right-tums 0.22 0.0 A 0.25 0.0 A 0.27 0.0 A Highland Avenue SB throughs/right-turns 0.23 0.0 A 0.25 0.0 A 0.37 0.0 A Volume-to-capacity ratio. "Average control delay in seconds per vehicle. `Level of service. 09571 r S 122209&0 Page 38 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse - Salem,Massachusetts Table 11 (continued) LEVEL-OF-SERVICE ANALYSIS SUMMARY 2009 Existing 2014 No-Build 2014 Build Intersection/Peak Hour/Lane Group V/CDel. ° LOS` V/C Del. LOS V/C Del. LOS Highland Avenue at Walmart Main Driveway Weekday AM: Walmart main driveway EB left-tums 0.44 26.5 C 0.40 35.0 D 0.55 35.4 D Walmart main driveway EB right-tums 0.01 14.4 B 0.01 24.6 C 0.05 21.4 C Highland Avenue NB left-tums 0.30 22.7 C 0.48 36.4 D 0.54 35.0 C Highland Avenue NB throughs 0.46 2.3 A 0.48 3.0 A 0.49 3.6 A Highland Avenue SB throughs 0.44 6.7 A 0.41 1.8 A 0.44 2.6 A Highland Avenue SB right-tums 0.03 5.0 A 0.03 0.0 A 0.02 0.2 A Overall Intersection 0.46 5.3 A 0.47 4.1 A 0.50 6.1 A Weekday PM: Walmart main driveway EB left-rums 0.35 24.5 C 0.55 40.8 D 0.77 43.5 D Walmart main driveway EB right-tums 0.03 10.9 B 0.05 26.1 C 0.31 17.9 B Highland Avenue NB left-turns 0.30 21.4 C 0.56 40.7 D 0.80 47.6 D Highland Avenue NB throughs 0.38 3.3 A 0.38 2.6 A 0.41 5.4 A Highland Avenue SB throughs 0.68 14.1 B 0.52 2.6 A 0.73 11.7 B Highland Avenue SB right-turns 0.06 9.2 A 0.06 0.1 A 0.08 1.6 A Overall Intersection 0.56 10.2 B 0.53 5.7 A 0.75 15.1 B Saturday Midday: Walmart main driveway EB left-turns 0.81 40.8 D 0.64 34.8 C 0.83 39.5 D Walmart main driveway EB right-turns 0.02 11.9 B 0.02 16.0 B 0.29 10.5 B Highland Avenue NB left-tums 0.77 37.4 D 0.62 34.2 C 1.01 78.1 E Highland Avenue NB throughs 0.40 3.0 A 0.44 4.6 A 0.48 8.2 A Highland Avenue SB throughs 0.55 8.9 A 0.59 6.9 A 0.88 22.8 C Highland Avenue SB right-tums 0.13 6.6 A 0.12 2.4 A 0.15 4.3 A Overall Intersection 0.63 10.6 B 0.60 9.2 A 0.90 24.3 C 'Volume-to-capacity ratio. 'Average control delay in seconds per vehicle. `Level of service. 09571 TIAs 122209.doc Page 39 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts Table 11 (continued) LEVEL-OF-SERVICE ANALYSIS SUMMARY 2009 Existing 2014 No-Build 2014 Build Intersection/Peak Hour/Lane Group V/C' Del. ° LOS` V/C Del. LOS V/C Del. LOS Highland Avenue at Walmart South Driveway Weekday AM: Walmart south driveway EB right-turns 0.05 10.4 B 0.05 11.1 B Highland Avenue SB throughs/right-turns 0.18 0.0 A 0.20 0.0 A Weekday PM. Walmart south driveway EB right-turns 0.13 10.7 B 0.17 12.8 B Highland Avenue SB throughs/right-tums 0.22 0.0 A 0.25 0.0 A Saturday Midday: Walmart south driveway EB right-turns 0.18 1 L5 B 0.19 11.9 B Highland Avenue SB throughs/right-turns 0.21 0.0 A 0.23 0.0 A Highland Avenue at Meineke Driveway Weekday AM: Meineke driveway EB right-turns 0.01 10.4 B 0.01 11.0 B 0.01 10.8 B Highland Avenue SB throughs/right-turns 0.19 0.0 A 0.20 0.0 A 0.21 0.0 A Weekday PM. Meineke driveway EB right-tums 0.01 11.0 B 0.02 12.9 B 0.02 12.2 B Highland Avenue SB throughs/right-tums 0.25 0.0 A 0.27 0.0 A 0.30 0.0 A Saturday Midday. Meineke driveway EB right-tums 0.03 11.4 B 0.04 11.7 B 0.03 11.3 B Highland Avenue SB throughs/right-turns 0.24 0.0 A 0.26 0.0 A 0.29 0.0 A 'Volume-to-capacity ratio. 'Average control delay in seconds per vehicle. `Level of service. 08571 TIAs 122209.d.c Page 40 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts Table 11 (continued) LEVEL-OF-SERVICE ANALYSIS SUMMARY 2009 Existing 2014 No-Build 2014 Build Intersection/Peak Hour/Lane Group V/C' Del. b LOS ` V/C Del. LOS V/C Del. LOS Western Avenue at Fays Avenue Weekday AM: Fays Avenue EB approach 0.43 30.7 C 0.48 32.5 C 0.50 33.2 C Western Avenue NB left-turns 0.08 7.8 A 0.09 9.9 A 0.09 10.4 B Western Avenue NB throughs 0.85 9.7 A 0.91 13.7 B 0.92 15.9 B Western Avenue SB throughs/right-tums 0.91 25.0 C 0.96 32.4 C 0.96 33.9 C Overall Intersection 0.87 16.8 B 0.86 22.1 C 0.88 23.9 C Weekday PM: Fays Avenue EB approach 0.39 28.8 C 0.41 29.0 C 0.54 31.0 C Western Avenue NB left-turns 0.21 14.5 B 0.22 28.9 C 0.22 28.9 C Western Avenue NB throughs 0.69 4.9 A 0.78 6.7 A 0.85 9.5 A Western Avenue SB throughs/right-turns 0.98 31.6 C 1.08 64.1 E 1.19 106.1 F Overall Intersection 0.90 19.4 B 1.00 36.7 D 1.10 59.0 E Saturday Midday. Fays Avenue EB approach 0.45 29.3 C 0.48 30.7 C 0.63 36.1 D Western Avenue NB left-turns 0.18 11.4 B 0.20 15.2 B 0.20 27.9 C Western Avenue NB throughs 0.73 5.5 A 0.79 7.2 A 0.89 12.5 B Western Avenue SB throughs/right-turns 0.94 26.7 C 1.00 38.1 D 1.12 78.5 E Overall Intersection 0.87 16.6 B 0.93 22.7 C 1.06 44.4 D "Volume-to-capacity ratio. b Average control delay in seconds per vehicle. `Level of service. 09571 TIAS 122209.6.c Page 41 TRAFFIC IMPACT AND ACCESS STUDY Wahnart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts Table 12 ' QUEUE ANALYSIS SUMMARY ' Maximum Back of Queue' Available 2009 2014 2014 Intersection/Peak Hour/Lane Group Storage a Existing No-Build Build Highland Avenue at Ravenna Avenue and Barnes Road Weekday AM: ' Ravenna Avenue EB approach 1,000+ 11/28 21/39 21/39 Barnes Road WB approach 1,000+ 5/25 8/33 8/33 Highland Avenue NB left-turns 125 9/25 22/47 22/47 Highland Avenue NB throughs/right-turns 470 176/185 342/361 348/331 Highland Avenue SB left-tums 80 18/46 28/60 28/60 Highland Avenue SB throughs/right-turns 1,000+ 86/120 192/214 196/222 Weekday PM: Ravenna Avenue EB approach 1,000+ 15/29 25/38 44/57 Barnes Road WB approach 1,000+ 1/12 3/15 3/14 Highland Avenue NB left-turns 125 5/18 26/59 27/55 ' Highland Avenue NB throughs/right-turns 470 135/190 60/391 201/465 Highland Avenue SB left-turns 80 26/61 61/107 61/110 Highland Avenue SB throughs/right-tums 1,000+ 135/190 195/325 242/393 Saturday Midday: Ravenna Avenue EB approach 1.000+ 9/32 14/40 15/41 Barnes Road WB approach 1,000+ 2/15 3/19 3/19 Highland Avenue NB left-turns 125 7/26 12/26 12/24 ' Highland Avenue NB throughs/right-tums 470 120/169 155/264 196/437 Highland Avenue SB left-turns 80 26/71 41/81 41/81 Highland Avenue SB throughs/right-turns 1,000+ 116/165 65/276 78/333 'Approximate length(feet per lane)of available storage.Represents either the length of an exclusive turn lane, or for through lanes the distance to the nearest upstream intersection. "Maximum queue length in feet per lane during an average/95ih percentile cycle. i ' 08571 TIAs 1222M Eoc Page 42 TRAFFIC IMPACT AND ACCESS STUDY ' Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts Table 12 (continued) QUEUE ANALYSIS SUMMARY ' Maximum Back of Queue' , Available 2009 2014 2014 Intersection/Peak Hour/Lane Group Storage a Existing No-Build Build Highland Avenue at Olde Village Drive Weekday AM: Olde Village Drive EB left-rums 500 19/38 32/53 32/53 ' Olde Village Drive EB right-turns 1,000+ 0/12 0/11 0/11 Highland Avenue NB left-turns 130 13/38 20/48 21/47 Highland Avenue NB throughs 725 66/97 83/136 81/134 , Highland Avenue SB throughs/right-turns 430 75/112 11/24 11/25 Weekday PM: Olde Village Drive EB left-turns 500 35/64 60/90 60/90 Olde Village Drive EB right-tums 1,000+ 0/12 0/12 0/12 ' Highland Avenue NB left-tums 130 13/37 24/58 25/54 Highland Avenue NB throughs 725 58/83 81/117 71/110 Highland Avenue SB throughs/right-tums 430 146/204 7/15 8/16 , Saturday Midday: Olde Village Drive EB left-tums 500 32/56 53/75 53/75 Olde Village Drive EB right-tums 1,000+ 0/8 0/7 0/7 Highland Avenue NB left-rums 130 14/38 23/51 23/43 ' Highland Avenue NB throughs 725 58/83 74/119 71/114 Highland Avenue SB throughs/right-turns 430 109/158 95/95 117/117 Approximate length (feet per lane)of available storage. Represents either the length of an exclusive turn lane, ' or for through lanes the distance to the nearest upstream intersection. "Maximum queue length in feet per lane during an average/951s percentile cycle. 08571 TIAs 122209.doc Page 43 , 1 I , TRAFFIC IMPACT AND ACCESS STUDY ' Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts Table 12 (continued) ' QUEUE ANALYSIS SUMMARY Maximum Back of Queue' Available 2009 2014 2014 Intersection/Peak Hour/Lane Group StorageExisting No-Build Build ' Highland Avenue at Walmart North Driveway and Clark Street ' Weekday AM. Walmart north driveway EB right-tums 120 --/0 --/0 42 Clark Street WB right-turns 500+ --/9 -415 -415 Highland Avenue NB throughs/right-turns 230 --/0 --/0 --/0 Highland Avenue SB throughs/right-turns 500 --/0 -40 -40 Weekday PM: Walmart north driveway EB right-turns 120 --/0 --/0 -415 ' Clark Street WB right-turns 500+ --/8 -412 -413 Highland Avenue NB throughs/rigbt-tums 230 --/0 --/0 --/0 Highland Avenue SB throughs/right-tums 500 --/0 --/0 --/0 Saturday Midday. ' Waltman north driveway EB right-turns 120 --/0 -40 --/18 Clark Street WB right-tums 500+ 410 413 --/14 Highland Avenue NB throughs/right-turns 230 --/0 --/0 -40 ' Highland Avenue SB throughs/right-turns 500 I -40 -40 0 a Approximate length (feet per lane)of available Storage.Represents either the length of an exclusive tum lane, ' or for through lanes the distance to the nearest upstream intersection. °Maximum queue length in feet per lane during an average/95's percentile cycle. 1 ' 08571 nAS 122209 ko Page 44 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts ' Table 12 (continued) QUEUE ANALYSIS SUMMARY ' Maximum Back of Queue' ' Available 2009 2014 2014 Intersection/Peak Hour/Lane Group StorageExisting No-Build Build Highland Avenue at Walmart Main Driveway Weekday AM: Walmart main driveway EB left-mors 200 18/30 27/38 46/55 ' Walmart main driveway EB right-mors 200 0/5 0/5 1/9 Highland Avenue NB left-turns 300 20/48 29/61 49/88 Highland Avenue NB throughs 1,000+ 60/81 77/125 90/154 Highland Avenue SB throughs 750 80/117 10/25 14/28 ' Highland Avenue SB right-mors 130 0/11 0/0 1/1 Weekday PM: Walmart main driveway EB left-mors 200 33/70 51/92 140/213 ' Walmart main driveway EB right-turns 200 0/16 5/26 64/114 Highland Avenue NB left-rams 300 38/78 56/102 133/265 Highland Avenue NB throughs 1,000+ 66/91 66/112 109/156 ' Highland Avenue SB throughs 750 172/235 24/40 321/321 Highland Avenue SB right-rams 130 0/21 0/0 3/3 Saturday Midday: Wahuart mans driveway EB lett-turns 200 63;159 87/141 183/368 , Walman main driveway EB right-turns 200 0/14 0/13 61/119 Highland Avenue NB left-mms 300 59/153 82/136 214/380 Highland Avenue NB throughs 1,000+ 45/64 93/154 131/144 ' Highland Avenue SB throughs 750 98/141 42/128 272/272 Highland Avenue SB right-turns 130 0/22 0/0 25/25 a Approximate length (feet per lane)of available storage.Represents either the length of an exclusive rum lane, ' or for through lanes the distance to the nearest upstream intersection. Maximum queue length in feet per lane during an average/95`n percentile cycle. 09571 TIAs 122209 d.c Page 45 , ' TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts 1 Table 12 (continued) QUEUE ANALYSIS SUMMARY ' Maximum Back of Queue n Available 2009 2014 2014 Intersection/Peak Hour/Lane Group Storage° Existing No-Build Build ' Highland Avenue at Walmart South Driveway ' - Weekday AM.- Walmart south driveway EB right-turns 150 --/4 --/4 Highland Avenue SB throughs/right-tums 275 --/0 --/0 Weekday PM: ' Walmart south driveway EB right-tutus 150 --/11 --/15 =_ Highland Avenue SB throughs/right-tums 275 --/0 --/0 Saturday Midday: Wahnart south driveway EB right-turns 150 417 --/18 =_ Highland Avenue SB throughs/right-turns 275 --/0 --/0 Highland Avenue at Meineke Driveway Weekday AM: Meineke driveway EB right-rams 100 --/1 --/1 --/1 Highland Avenue SB throughs/right-turns 420 --/0 --/0 --/0 ' Weekday PM: Meineke driveway EB right-turns 100 --/l --/1 --/1 Highland Avenue SB throughs/right-tums 420 -40 --/0 --/0 Saturday Midday. ' Meineke driveway EB right-turns 100 -43 --/3 --/3 Highland Avenue SB throughs/right-tums 420 --/0 --/0 --/0 °Approximate length(feet per lane) of available storage. Represents either the length of an exclusive turn lane,or for through lanes the distance to the nearest upstream intersection. "Maximum queue length in feet per lane during an average/951"percentile cycle. 1 08571 TIAs 122209 dou Page 46 TRAFFIC IMPACT AND ACCESS STUDY ' Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts Table 12 (continued) QUEUE ANALYSIS SUMMARY ' Maximum Back of Queue' ' Available 2009 2014 2014 Intersection/Peak Hour/Lane Group Storage° Existing No-Build Build Western Avenue at Fays Avenue` Weekday AM. Fays Avenue EB approach 1,000+ 53/99 50/93 48/80 ' Western Avenue NB left-turns 100 26/54 31/62 17/64 Western Avenue NB throughs 1,000+ 125/274 170/394 144/349 Western Avenue SB throughs/right-tums 1,600 268/586 404/661 370/694 Weekday PM. ' Fays Avenue EB approach 1,000+ 56/103 43/77 60/130 Western Avenue NB left-tums too 27/55 45/93 50/101 Western Avenue NB throughs 1,000+ 111/236 202/537 245/618 ' Western Avenue SB throughs/right-rums 11600 422/1;026 1,150/2,180 1,241/2;300 Saturday Midday: Fays Avenue EB approach 1,000+ 55/97 62/114 64/103 , Western Avenue NB left-turns 100 37/82 34/72 32/65 Western Avenue NB throughs 1,000+ 141/328 184/375 462/1;035 Western Avenue SB throughs/right-turns 17600 426/863 492/841 1;698/1;887 a Approximate length (feet per lane) of available storage. Represents either the length of an exclusive turn 1 lane,or for through lanes the distance to the nearest upstream intersection. Maximum queue length in feet per lane during an average/951"percentile cycle. ' ` Since volume to capacity ratios are at or exceed 1.0 at this location,the SimTraffic modeling program was used to determine queue lengths. 1 08571 TMS 122209.doc Page 47 ' ' TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts I 1 ' MITIGATION �I ' The final component of a traffic impact and access study is the identification of "mitigation" measures that are expected to be effective in eliminating or improving anticipated deficiencies resulting from the combination of existing, background, and project-generated traffic. Mitigation ' measures considered desirable to improve roadway system deficiencies are proposed and discussed below as they relate to the impacts of the proposed project and other developments within the study area. A description of the proposed mitigation measures is provided below along ' with capacity and queue analyses to document the effects of the mitigation measures. ' HIGHLAND AVENUE AT THE SITE DRIVEWAYS 1 As part of the proposed site redevelopment, the existing main signalized site driveway will be relocated further south to the location of the existing southerly right-turn in/right-turn out driveway. The curb cut at the location of the existing main site driveway will be closed, thereby reducing the number of curb cuts along Highland Avenue. Although acceptable service levels are expected at the main site driveway under the Build (without improvements) condition during the analyzed peak hours, the Highland Avenue ' northbound left-tum lane is expected to operate at LOS E during the Saturday midday peak hour with queue lengths extended beyond the available storage length. In addition, the expected queue length for vehicles turning left out of the main site driveway onto Highland Avenue is also ' expected to extend beyond the available storage length without improvements. Accordingly, to address these issues, the proposed signalized site driveway intersection with Highland Avenue will be widened to include additional turn lanes. 1 08571 TIAS 1222N doc Page 48 1 1 TRAFFIC IMPACT AND ACCESS STUDY ' Wahnart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts The relocated driveway will be located opposite an existing commercial driveway providing signalized access/egress to this use which is currently not provided. A Highland Avenue ' exclusive southbound left-tum lane will be constructed providing access into the commercial site as well as allow U-turn movements which are currently not allowed at the existing signalized site ' driveway location. With a high percentage of truck traffic using the storage facility along Highland Avenue, the inclusion of this U-turn movement into the signal control will provide increased safety to the corridor. ' On the Highland Avenue northbound approach to the proposed signalized site driveway location, the roadway will be widened to provide two exclusive left-turn lanes into the site. The storage length for this movement will also be extended as part of the project. The site driveway approach will be modified to provide an exclusive left-turn lane, a shared left-turn/through lane, and an exclusive right-tum lane. The storage length of the main site driveway approach will also ' be extended as part of the proposed project. All left turns at this intersection will be protected movements only, which will allow these movements to be made without conflicting traffic. The Highland Avenue southbound travel lanes beyond the site driveway will be realigned to improve ' the weave area from two lanes to one. Additional signage will be installed to better define the lane usage on Highland Avenue and site driveway approaches as well as the southbound merge. Current access to the Meineke and the Camp Lion site along Highland Avenue to the south of the site will be maintained and improved to meet current state design standards. A right-turn in and right-turn out only cross connection will also be provided to the existing Meineke located along ' the proposed main site driveway. All driveways will be designed in accordance with current local and state standards. A conceptual improvement plan illustrating these changes is shown on Figure 14. ' WESTERN AVENUE AT FAYS AVENUE ' Under No-Build conditions, the intersection of Western Avenue at Fays Avenue is expected to ' operate at capacity during the weekday PM peak hour with the Western Avenue southbound approach operating at LOS E. Deficiencies are expected to continue with the addition of site ' traffic without intersection improvements. To mitigate the project's traffic impact at this location and address existing operational deficiencies, an exclusive right-turn lane is proposed on the ' Western Avenue southbound approach to Fays Avenue. In addition, the existing traffic signal equipment will be replaced and traffic signal timing changes are proposed to increase the amount of "green time" provided to the Western Avenue approaches during each signal cycle. The ' combination of these measures will mitigate the traffic impact of the project and improve the intersection operations over the No-Build condition. 08571 TMS 122209.doc Page 49 ' 1 NOTES:1. THIS MANS FOR RENEW PI-IRPOSES ONLY AND S NOT INTENDED FOR CONSTSTRUOICTW.ON. - 2. EMSTWG CLNDITIONS WCAMATIfff TMEN FRL1M ' SIGN SUMMARY FIELD SORKY. PWDtDMK MAW �GYBL���P,I.[�ryry ICE RI-1 • R3-3R R6-1R ❑ 0T d 06 62 R 06 02 & @5 Cg 09 D8 - ONLY ✓a [z �" ez t J�L �n r • r N R3-2 R3-7DL OM1-1 3 •? ONLY9NLT '=•e6 .=.'6 IIPW PAsnaAx ..Ii,. 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RI ] LAND SWM iD / 'R] 3 j ASEYFNi x �R 1 WI EASIWC RD - O 1 1 YASSDOT u _ /Atlx TO RBNNN REYAw u." -2__ i��� -_ _ '-9�r�. s� S �.. �V—_ e'L S. �=_ C= �^� _ E$. fl6-1w RI R3-51- OYI I RJ 3L — s YCpIFY EAIST CMIP IICN DR YE WAY .� .a EAUG ' I.RQRRdtOMAY[ .a MISTMISi.-p0�— )NPRO`4➢[INE EROE LEfT-T1RN 71MMO DWL R LANES RE-WC TED TRAIT, PflOPOSED r �_ CONTROL&G.AL LCR-TURN LANE ( DRSL ROW HIGHLAND AVENUE (MASSDOT - ROUTE 107) I 1 I I i I I r ''PROJECT_ -No- RENSION DATE IRRw(Wuw Or: , CONCEPTUAL IMPROVEMENT PLAN ':. PROPOSED WAL-MART EXPANSION/LOWE'S HOME IMPROVEMENT DYL[01` HM GRAPHIC SCALE SALEM, MASSACHUSETTS GPI Greenman-Pedersen,Inc. ' M! 22,22,09 r�eetY.AI'tNtecb.Fienrro[v,ConaOUClon Eng'.@ In s--NE- 1-120' D' b 60 W. 110 IBDREi Eegl epeGW9 1 HIGHLAND AVE. (ROUTE 107) PREPARED FOR: 13OLNER ENSWEERING. P.C. LG �n � 61 SP m NNx-2008571 VIES HOME CENTERS It Brook R.,1 RI..1 11O. d..H 0,NH 03060- 39- .15D 699-2213 j ]52 SCRO.. ROAD0177 16W NRT6 BRIDGE ROAD.REDO DOCK T- CONCEPT SALEM MASSACHUSETTS 5(IOIXBCAO,YA Oi]]2 MLKESBQG O.NC 38fi9i BOD SouN,Moln Street'let Flaof.Menefielo.MA 03008-Tel.(50DJ 394B36D t05 Cenlre151feet SNIb 9tO0,Stoneham.MA 02180-TmL(161)278-5300 NAg121 pth@[011lcea In:.FL,MD,MI,NJ.M'.ON.PA,VA,VT,WA 1{ htl ://wm'++. Inetcom FIGURE 14 1 i ed t+ ffi C l t L j j F. Zo A, _ : t WESTERN �'r 1�"S • 1 � �` k � 1 �f/ .l .r /r • ; f a ' 4 h •y f AVE. • , ..I P.I. Inc. TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts r ANALYSIS RESULTS WITH MITIGATION Level-of-service and queue analyses were completed at the intersection of Highland Avenue and the main site driveway as well as at the intersection of Western Avenue and Fays Avenue, assuming implementation of the recommended traffic mitigation measures. The results of these analyses under 2014 Build Mitigated conditions are summarized in Table 13. All analysis worksheets are provided in the Appendix. With the implementation of the improvements described at the intersection of Highland Avenue and the main site driveway, the intersection is expected to operate at an overall LOS B or better during the analyzed peak hours will all lane groups operating at LOS D or better. Vehicle queue lengths are not expected to exceed the available storage lengths with the implementation of the proposed mitigation measures. The existing northerly right-in/right-out site driveway is expected to operate at LOS B during the analyzed peak hours. With the implementation of the improvements described at the intersection of Western Avenue and Fays Avenue, the intersection is expected to operate at an overall LOS C or better during the analyzed peak hours with all lane groups operating at LOS D or better. Vehicle queue lengths are not expected to exceed the available storage lengths with the implementation of the proposed mitigation measures. 08571 TIAS 122209 doc Page 50 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Table 13 INTERSECTION CAPACITY ANALYSIS SUMMARY-WITH MITIGATION 2014 No-Build 2014 Build 2014 Build Mitigated Intersection/Peak Hour/Lane Group V/C a Del. -FOS` Queue V/C Del. LOS Queue V/C Del. LOS Queue Highland Avenue at Walmart Main Driveway Weekday AM Walmart main driveway EB left-turns 0.40 35.0 D 27/38 0.55 35.4 D 46/55 0.37 34.9 C 24/35 Walmart main driveway EB left-turns/throughs 0.37 34.9 C 25/36 Walmart main driveway EB right-tums 0.01 24.6 C 0/5 0.05 21.4 C 1/9 0.05 33.3 C 0/12 Self-Storage driveway WB approach 0.05 38.5 D 1/9 Highland Avenue NB left-turns 0.48 36.4 D 29/61 0.54 35.0 C 49/88 0.38 35.2 D 25/46 Highland Avenue NB throughs 0.48 3.0 A 77/125 0.49 3.6 A 90/154 0.58 8.6 A 76/315 Highland Avenue SB left-tums 0.25 25.6 C 5/12 Highland Avenue SB throughs 0.41 1.8 A 10/25 0.44 2.6 A 14/28 0.46 3.2 A 6/38 Highland Avenue SB right-turns 0.03 0.0 A 0/0 0.02 0.2 A 1/1 0.02 0.0 A 0/0 Overall Intersection 0.47 4.1 A 0.50 6.1 A 0.52 9.3 A Weekday PM.- Walmart M:Walmart main driveway EB left-tums 0.55 40.8 D 51/92 0.77 43.5 D 140/213 0.58 38.9 D 76/141 Walmart main driveway EB left-tums/throughs 0.58 38.9 D 88/154 Walmart main driveway EB right-turns 0.05 26.1 C 5/26 0.31 17.9 B 64/114 0.14 34.6 C 60/120 Self-Storage driveway WB approach 0.06 44.0 D 5/24 Highland Avenue NB left-tums 0.56 40.7 D 56/102 0.80 47.6 D 133/265 0.60 39.0 D 75/118 Highland Avenue NB throughs 0.38 2.6 A 66/112 0.41 5.4 A 109/156 0.47 9.4 A 128/292 Highland Avenue SB left-turns 0.16 27.7 C 11/24 Highland Avenue SB throughs 0.52 2.6 A 24/40 0.73 11.7 B 321/321 0.66 8.0 A 194/349 Highland Avenue SB right-tums 0.06 0.1 A 0/0 0.08 1.6 A 3/3 0.08 0.0 A 9/30 Overall Intersection 0.53 5.7 A 0.75 15.1 B 0.62 15.1 B 'Volume-to-capacity ratio. `Level of service. 'Average control delay in seconds per vehicle. d Average/951h percentile queue length in feet per lane(assuming 25 feet per vehicle). 08571 nns 122209 doc Page 51 to a ow ' UK 'i' on, ifti 1 `I tm A-10 no No WN- so am Im TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Table 13 (continued) INTERSECTION CAPACITY ANALYSIS SUMMARY-WITH MITIGATION 2014 No-Build 2014 Build 2014 Build Mitigated LO Intersection/Peak Hour/Lane Group V/C' Del.° LOS ` Queue° V/C Del. LOS Queue V/C Del. S Queue Highland Avenue at Walmart Main Driveway Saturday Midday: Walmart main driveway EB left-turns 0.64 34.8 C 87/141 0.83 39.5 D 183/368 0.66 34.8 C 85/148 Walmart main driveway EB left-turns/throughs 0.66 34.8 C 102/172 Walmart main driveway EB right-turns 0.02 16.0 B 0/13 0.29 10.5 B 61/119 0.16 28.2 C 68/129 Self-Storage driveway WB approach 0.05 38.8 D 4/229 Highland Avenue NB left-turns 0.62 34.2 C 82/136 1.01 78.1 E 214/380 0.66 33.2 C 90/140 Highland Avenue NB throughs 0.44 4.6 A 93/154 0.48 8.2 A 131/144 0.47 7.6 A 74/139 Highland Avenue SB left-turns 0.05 9.8 A 9/30 Highland Avenue SB throughs 0.59 6.9 A 42/128 0.88 22.8 C 272/272 0.75 15.3 B 200/315 Highland Avenue SB right-turns 0.12 2.4 A 0/0 0.15 4.3 A 25/25 0.12 0.2 A 36/79 Overall Intersection 0.60 9.2 A -- 0.90 24.3 C -- 0.69 17.2 B -- 'Volume-to-capacity ratio. Average control delay in seconds per vehicle. `Level of service. "Average/95ih percentile queue length in feet per lane(assuming 25 feet per vehicle). 08571 TIAS 122209A.n Page 52 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Table 13 (continued) INTERSECTION CAPACITY ANALYSIS SUMMARY-WITH MITIGATION 2014 No-Build 2014 Build 2014 Build Mitigated Intersection/Peak Hour/Lane Group V/C a Del. LOS` Queue V/C Del. LOS Queue V/C Del. LOS Queue Western Avenue at Fays Avenue` Weekday AM- Fays MFays Avenue EB approach 0.48 32.5 C 50/93 0.50 33.2 C 48/80 0.63 44.9 D 58/104 Western Avenue NB left-tums 0.09 9.9 A 31/62 0.09 10.4 B 17/64 0.09 8.4 A 25/61 Western Avenue NB throughs 0.91 13.7 B 170/394 0.92 15.9 B 144/349 0.90 12.2 B 242/574 Western Avenue SB throughs/right-tums 0.96 32.4 C 404/661 0.96 33.9 C 370/694 Western Avenue SB throughs 0.87 19.9 B 374/678 Western Avenue SB right-turns 0.02 5.7 A 8/46 Overall Intersection 0.86 22.1 C 0.88 23.9 C 0.87 16.6 B Weekday PM. Fays Avenue EB approach 0.41 29.0 C 43/77 0.54 31.0 C 60/130 0.68 48.0 D 48/99 Western Avenue NB left-turns 0.22 28.9 C 45/93 0.22 28.9 C 50/101 0.27 36.3 D 40/75 Western Avenue NB throughs 0.78 6.7 A 202/537 0.85 9.5 A 245/618 0.81 7.1 A 145/389 Western Avenue SB throughs/right-turns 1.08 64.1 E 1,150/2,180 1.19 106.1 F 1,241/2,300 -- -- -- -- Western Avenue SB throughs 1.02 42.6 D 309/608 Western Avenue SB right-tums 0.05 3.6 A 17/80 Overall Intersection 1.00 36.7 D 1.10 59.0 E 0.99 26.1 C Saturday Midday: Fays Avenue EB approach 0.48 30.7 C 62/114 0.63 36.1 D 64/103 0.67 46.5 D 73/122 Western Avenue NB left-tums 0.20 15.2 B 34/72 0.20 27.9 C 32/65 0.23 19.6 B 39/79 Western Avenue NB throughs 0.79 7.2 A 184/375 0.89 12.5 B 462/1,035 0.86 10.4 B 192/375 Western Avenue SB throughs/right-turns 1.00 38.1 D 492/841 1.12 78.5 E 1,698/1,887 Western Avenue SB throughs 0.97 31.0 C 406/701 Western Avenue SB right-turns 0.06 4.9 A 36/113 Overall Intersection 0.93 22.7 C 1.06 44.4 D 0.94 21.0 C Volume-to-capacity ratio `Level of service b Average control delay in seconds per vehicle d Average/95"percentile queue length in feet per lane(assuming 25 feet per vehicle) `Since volume to capacity ratios are at or exceed 1.00 at this location,the SimTraffre modeling program was used to determine queue lengths. 08571 TTAS 122209.d.c Page 53 us- A= '+ "D ift' SO? wo/ ftm. 110i OWN A an 110-M as '� TRAFFIC IMPACT AND ACCESS STUDY Walmari and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts TRANSPORTATION DEMAND MANAGEMENT MEASURES In recognition of the existing and future traffic demands on the study area roadway system, a number of Transportation Demand Management (TDM) measures are proposed and will be implemented by the proponent to help reduce the number of single occupant vehicles (SOV) traveling to and from the site and to encourage the use of alternative modes of transportation to reach the site and better manage the traffic generated by the project. Retail uses generally do not lend themselves well to TDM strategies since most of the traffic generated is customer related, �j rather than employee trips. However, in an effort to maximize employee vehicle occupancy and thereby reduce the vehicular demand to the site, TDM strategies are being considered by the proponent that include ridesharing, public transportation, bicycling, and pedestrian travel. These strategies are discussed below: • Investigate the feasibility of creating a local Transportation Management Association (TMA) with other nearby businesses, as there is no TMA currently serving the project area. • Provide secure bicycle racks/storage. • Provide promotions to increase participation in all TDM practices, post and distribute announcements and newsletters regarding available TDM programs to employees, and provide materials that publicize the economic and environmental benefits of the available TDM practices. • Institute a ride-matching program (carpool/vanpool) to assist employees to find appropriate carpool and vanpool matches. This program will be coordinated with MassRides (formerly Caravan for Commuters, Inc.). This organization operates a commuter hotline, a vanpool program, and a computerized ride-match program. • Act as a resource and provide MBTA bus schedules and other up-to-date information about the program's services. • Provide staggered work shifts to reduce peak period traffic volumes. The resulting decrease in peak period traffic congestion may result in reduced vehicle emissions from increased travel speeds and reduced delays (idling emissions) at intersections. • Promote the establishment and use of direct deposit of employee paychecks. • Provide on-site food service within Walmart for employees and customers of both Lowe's and Walmart. • Advocate the use of the internet and shop-by-phone as shopping alternatives for the project. Ia Encourage suppliers to schedule their deliveries during weekday afternoon non-peak hours to reduce traffic congestion during busy periods. • Construct sidewalks, marked crosswalks, pedestrian traffic signals, lighting, and landscaping to encourage pedestrian use within the project. �' 08571 TIAs 127209euc Page 54 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts CORRIDOR EMMISSIONS MEPA has established a GHG Emissions Policy and Protocol" which requires a quantified analysis of carbon dioxide (CO2) emissions resulting from both "direct" (i.e. stack emissions) and "indirect" sources (i.e. vehicle travel and generation of supplied electricity). Tech Environmental has prepared a Greenhouse Gas Analysis for the project evaluating both direct and indirect emission sources based on the current requirements. GPI is offering additional vehicle travel emission analyses to supplement the analyses already performed based on current requirements. Although the current approved models provide a general estimation of greenhouse gas emissions from mobile sources (specifically CO2), the models do not consider key factors such as actual travel speeds, idling time, and the rate of acceleration/deceleration related to traffic controls and congestion. GPI has developed a method using a traffic simulation model to estimate mobile emissions of CO2 that considers these key factors such that the benefits of the proposed mitigation measures can be assessed. Assumptions Based on estimates provided by the United States Environmental Protection Agency's (U.S. EPA's) Office of Transportation and Air Quality, the amount of CO2 emitted from mobile sources is related to the amount of carbon in the fuel.12 The EPA further suggests that, for all oil and oil products, the oxidation factor for carbon used is 0.99 (99 percent of the carbon in the fuel is eventually oxidized, while 1 percent remains un-oxidized). Based on these factors and the molecular weight ratio of CO2 (44) to carbon (12), a gallon of gasoline will release 8,788 grams (19.37 pounds) of CO2 and a gallon of diesel fuel 10,084 grams (22.23 pounds). Accordingly, an accurate calculation of CO2 emissions can be determined by calculating the amount of fuel consumed within the study area. Method By using a traffic simulation model (i.e. SimTraffic or an equivalent program), the amount of fuel consumed within the roadway network can be determined. These models simulate the travel of each vehicle in the study area as a single entity, providing a more accurate calculation of fuel consumption based on actual travel speeds, idling time, acceleration/deceleration rates, and vehicle type throughout the roadway network. As suggested by the U.S. EPA, the amount of fuel consumed within the study area can be directly converted to a volume of CO2 as required in MEPA's GHG Emissions Policy and Protocol. J 1 MEPA Greenhouse Gas Emissions Policy and Protocol;provided on MEPA's website as of December I8,2008. 12 Emission Facts.Average Carbon Dioxide Emissions Resulting from Gasoline and Diesel Fuel;U.S.Department of Environmental Protection Office of Transportation and Air Quality;EPA420-F-05-001;February 2005. 08571 rus 122209.doc Page 55 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse-Salem,Massachusetts Since weekday and weekend traffic volumes can differ significantly, separate weekday and weekend calculations and analyses were performed for this project. The weekday PM peak hour volumes were used to calculate the weekday daily traffic volumes based on the percentage of daily traffic that occurs for each hour of the day (called K factors). These K factors were determined from ATR counts conducted along Highland Avenue. The Saturday midday peak hour volumes and the ATR count data were also used to estimate the volume of traffic on the roadways for each hour of the day on a weekend condition. The weekday and weekend traffic count data were then further adjusted to reflect average month conditions using the MassDOT seasonal adjustment data referenced earlier in this study. Based on the SimTraffic modeling program results, the total vehicle miles traveled and the amount of fuel consumed for a typical weekday and weekend condition can be determined. From these results, the amount of CO2 emitted from vehicles within the roadway network can be determined for both a typical weekday and weekend condition and multiplied by the 260 and 105, respectively, to determine the yearly emission of CO2 as result of vehicle travel through the roadway network. These results also provide a rate of CO2 emission per vehicle mile traveled (VMT) within the roadway network. The emissions rate per VMT is important as it provides the basis for comparison between Existing, No-Build, Build, and Build Mitigated conditions. As traffic increases through a roadway network, so will total emissions. However, the implementation of traffic improvements can have the effect of reducing the rate at which CO2 is emitted per VMT by reducing traffic congestion, idling time, the rate of acceleration and deceleration, and increasing travel speeds. It is important to note that from a regional perspective, total emissions are generally not increased by the development since the increase in traffic through the study area is off-set by a reduction in traffic elsewhere due to a redistribution of shopping opportunities. Results Based on the method described above, emission rates in terms of CO2 per VMT were determined for an average weekday and weekend condition under 2009 Existing, 2014 No-Build, and 2014 Build traffic volume conditions. As described in this traffic study, mitigation measures are proposed to not only reduce the amount of vehicle delay through the study area, but also reduce the amount of CO2 being emitted by vehicle travel. Two strategies to mitigate traffic related impacts are being implemented as part of this project including: 1) roadway and intersection improvements to improve traffic flow and 2) Transportation Demand Management (TDM) strategies to minimize the reliance on single-occupant vehicle travel. Although a site generated traffic volume reduction of 2 percent was determined as a result of the TDM strategies as described in the Greenhouse Gas Analysis report prepared by Tech Environmental, the benefits of the roadway and intersection improvements were further determined using the method described above. The emission rates with the inclusion of the 08571 TMS 1122088.0 Page 56 TRAFFIC IMPACT AND ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse- Salem,Massachusetts strategies being proposed as part of this project are calculated under the 2014 Build with Mitigation condition. The results of this alternative analysis method are summarized in Table 14 for the Existing, No-Build, Build, and Build Mitigated conditions for the weekday and weekends conditions. The emission rates as presented in the Greenhouse Gas Analysis report is also summarized which based on the current method, shows a consistent vehicle emission rate for the future No-Build, Build, and Build mitigated conditions. c-, Table 14 , SIMTRAFFIC RESULTS Analysis Condition 2014 Build Variable 2009 Existing 2014 No-Build 2014 Build Mitigated Avg.Weekday VMT (mi/day) 37,778 42,080 46,889 46.948 Avg.Weekend VMT(mi/day) 35,256 38,263 44,306 44,719 Avg.VMT (mi/day) 37,052 40,982 46,151 46.311 Annual VMT(mi/yr) 13,524,160 14,958,415 16,845,115 16;903,515 ' Weekday Fuel Used (gal/day) 2,751 3,062 3,672 3,589 Weekend Fuel Used(gal/day) 2,654 2,756 5,730 3,389 Average Fuel Used(gal/day) 2,723 2,974 4,260 3,531 CO2 Emissions(lbs/day) 52,897 57,777 82,755 68,593 CO2 Emissions(tons/yr) 9,654 10,544 15,103 12,518 SimTraffic-CO2 (g/mi) 647.56 639.49 813.59 672.01 Mobile 6.2-CO2(g/mi)' 554.48 562.70 562.70 562.70 Greenhouse Gas Analysis - Walmart Expansion and Lowe's Home Improvement Store Project, Salem, Massachusetts;prepared by Tech Environmental. As shown in Table 14, the VMT traveled increases between the Existing, No-Build, and Build conditions. As a result of the MassDOT project coordinating the study are intersections (nearing completion), there is a decrease in the rate of CO2 being emitted by vehicle travel between the existing and No-Build conditions. This rate is expected to increase by 27 percent with the addition of site generated traffic and without the proposed mitigation measures. The impact of the project on vehicle emissions is significantly reduced (22 percent) with the proposed mitigation measures with only a slight increase in emission rate (5 percent)between the No-Build and Build Mitigated conditions. 08571 MS 12220,doc Page 57 TRAFFIC IMPACT AND ACCESS STUDY Wahnart'andMeineke Expansions and Lowe's Home lmprovement Warehouse Salem,Massachusetts ry• K 1 , i Y ♦ • S e A 1 t 5 Y d ,JY. e. J APPENDIX .TRAFFIC COUNT DATA , TRAFFIC=VOLUME".ADJUSTMENT'DATA MASSDOT CRASH RATE,WORKSHEETS r. PUBLIC;TRANSPORTATIONINFORMATION_ TRIP-GENERATION DATA ' ,CAPACITY AND QUEUE ANALYSIS WORKSHEETS'. - „ CORRIDOR,EMISSION WORKSHEETS I M n t S t, y ,tr a , r • ' TRAFFIC IMPACT AND ACCESS STUDY, Walmart and Meineke Expansions.and Lowes Home lmprovement Warehouse Salem use 4 ; �t ^^i s ,1 TRAFFkC COUNT DATA: t r h nk ii� � • s r •+i e " ; r � S p ' z ri ' s 1 r r ♦ . r x 5 . s GPI 61 Spit Brook Road Suite 1 10 Nashua,NH.03060 File Name : Highland Ave @ Ravenna Barnes - AM Site Code : 08571 Start Date : 5/28/2008 Page No 1 Groups Printed-Cars-Trucks-Turns - Highland Avenue(Rte 107) Barnes Road Highland Avenue(Rte 107) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Left Thru Right ght Peds ,y°,rwa LeR Thru Rigb1 Peds wpp.roi.i Left Thru Right Peds w°°,r.m Left Tbru Right Peds Ma.r,oi 1m.rmal 07:00 AM 17 184 I 0 202 4 0 4 - 0 8 3 233 -0 16 252 8 0 2 5 15 477 07:15 AM 16, 215 1 0 232 3 0 3 0 6 2 243 3 2 250 6 2 0 0 8 496 07:30 AM 7 172 1 0 180 3 0 6 0 9 7 287 1 0 295 2 1 2 0 5 489 0745 AM 11 209 2 0 222 11 0 5, 0 6 11 372 1 0 384 6 2 3 0 11 623 Total 51 780 5 0 836 11 - 0 18 0 29 23 1135 5-1 g 1181 22 5 7 5 39 2085 08:00 AM 14 195 0 0 209 0 0 9 0 9 3 240 2 0 245 10 0 3 0 13 476 08:15 AM 16 153 4 0 173 2 7 0 1 10 1 260 0 1 262 3 1 3 0 7 452 08:30 AM 8 53 0 0 61 0 0 0 0 0 1 51 1 0 53 1 0 2 0 3 117 08:45 AM 10 202 1 1 214 0 0 3 0 3 1 273 0 2 276 5 0 0 0 5 498 Total 48 603 5 1 - 657 2 7 12 1 22 6 824 3 3 836 19 1 8 0 28 1543 Grand Total 99 1383 10 1 1493 13 7 30 1 51 29 1959 8 21 2017 41 6 1 11 5 5 67 3628 Apprch% 6.6 92.6 0.7 0.1 25.5 13.7 58.8 2 1.4 97.1 0.4 1 61.2 9 22.4 7.5 Total% 2.7 38.1 0.3 0 41.2 0.4 0.2 0.8 0 1.4 0.8 54 0.2 0.6 55.6 1.1 0.2 0.4 0.1 1.8 Can 78 1314 10 1 1403 12 7 30 1 50 22 1871 7 21. 1921 39 3 15 5 62 3436 %Cars 78.8 95 100 100 94 92.3 100 100 100 98 75.9 95.5 87.5 100 95.2 95.1 50 100 100 92.5 94.7 Trucks 5 69 0 0 74 0 0 0 0 0 ] 87 1 0 89 2 3 0 0 5 168 %Trucks 5.1 5 0 0 5 0 0 0 0 0 3.4 4.4 12.5 0 4.4 4.9 50 0 0 7.5 4.6 U-Tums 16 0 0 0 16 1 0 0 0 1 6 1 0 0 7 0 0 0 0 0 24 %U-Tums 16.2, 0 0 0 1.1 7.7 0 0 0 2 20.7 0.1 0 0 0.3 0 0 0 0 0 0.7 Highland venue tf,ae 107) Out In Total 1940 1403 3343 89 74 163 16 17 2030 1493 3523 10 1314 78 1 0 69 5 0 0 0 16 0 10 1383 99 1 Rifght Thlru Left Peds �ommn �clo v¢' A �0 m ^�'000 mS nnom North mmom -15/28/200607:00 AM - 5/28/2008 08:45 AM m Cars m o o 0 ..�.�mv Trucks �3v+ON n m O Vi o o N V U-TUTS -V d OO.a LJbmm Left Th1871 RIM ht Peals1 22 1671 7 21 67 0 6 1 0 0 29 1959 8 -21 ' ?927 3262 6 t89 158 7 8 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Ravenna Barnes - AM Site Code : 08571 Start Date : 5/28/2008 ' Page No : 2 Highland Avenue(Rte 107) Barnes Road Highland Avenue(Rte 107) Ravenna Avenue , Southbound Westbound Northbound Eastbound Start Time Left I Thru I Right I Peds Iwpp.ma Left I Thru I Right I Peds I spo.Tae Left I Thru Right I Peds I Apr.Tfll I Left I Thru I Right I Peds I wrr.11.1 In,.TOW Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 7 172 1 0 180 3 0 6 0 9 7 287 1 0 295 2 1 2 0 5 489 07:45 AM 11 209 2 0 222 1 0 5 0 6 13 372 1 0 384 6 2 3 0 11 623 08:00 AM 14 195 0 0 209 0 0 9 0 9 3 240 2 0 245 10 0 3 0 13 476 ' 08:15 AM 16 153 4 0 173 2 7 0 1 10 1 260 0 1 262 3 1 3 0 7 452 Total Volume 48 729 7 0 784 6 7 20 1 34 22 1159 4 1 1186 21 4 11 0 36 2040 %App.Total 6.1 93 0.9 0 17.6 20.6 58.8 2.9 1.9 97.7 0.3 0.1 58.3 11.1 30.6 0 PHF .750 .872 438 .000 .883 73 00 .250 .556 .250 .850 .500 .779 .500 .250 .772 .525 .500-.917 - .000 .692 .819 Cars 43 685 7 0 735 5 7 20 1-33 IB 1111 4 1 1134 19 2 11 0 32 1934 , %Cars 89.6 94.0 100 0 93.8 83.3 100 100 100 97.1 81.8 95.9 100 100 95.6 90.5 50.0100 0 88.9 94.8 Trucks 2 44 0 0 46 0 0 0 0 0 1 47 0 0 48 2 2 0 0 4 98 %Trucks 4.2 6.0 0 0 5.9 0 0 0 0 0 4.5 4.1 0 0 4.0 9.5 50.0 0 0 11.1 4.8 U-Turns 3 0 0 0 3 1 0 0 0 1 3 1 0 0 4 0 0 0 0 0 8 %U-Tums 6.3 0 0 0 0.4 16.7 0 0 0 2.9 13.6 0.1 0 0 0.3 0 0 0 0 0. 0.4 Highland-Avenue JRte 107) Out In Total , 1150 735 1085 49 46 95 1 3 4 1200 784 1984 7 685 43 0 0 44 2 0 0 0 3 0 7 729 48 0 R Is Thru Left Peds Peak Hour Data q�V)N46 n ONO NC� 1TI O0 0 0 0 0 O NNOV NOItII mOAO C Peak Hour Begins at 07:30 AM �� m Cars Trucks a o to o U-Tums �an�orn 01 O o 0 0 0 y n o_ a �oo� osanmi°-' 4, T r Left Thru Right Peds 8 1117911932 47 3 1 22 7159 701 113 44 4 746 118 Out In Total ' GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 _ File Name : Highland Ave @ Ravenna Barnes - AM Site Code : 08571 Start Date : 5/28/2008 Page No : 1 Groups Printed-Cars-Trucks. Highland Avenue(Rte 107) Barnes Road Highland Avenue(Ric 107) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Left Thru Ri h, Peds g rr „ Time g e>.-, Left Thru nim Peds . , ., Left Thr- Right Peds M>raa Left Thru Righ, Peds ecn.r„„ r„,.in„i 07:00 AM 14 184 1 0 199 4 0 4 0 8 1 233 0 16 250 8 0 2 5 15 472 07:15 AM 12 215 1 0 228 3 0 3 0 6 1 243 3 2 249 6 2 0 0 8 491 07:30 AM 7 172 1 0 180 3 0 6 0 9 6 287 1 0 294 2 1 2 0 5 488 07:45 AM 10 209 2 0 221 1 0 5 0 6 9 372 1 0 382 6 2 3 0 11 620 Total 43 780 5 0 828 11 0 18 0 29 17 1135 5 18 1175 - 22 5 7 5 39 2071 08:00 AM 14 195 0 0 209 0 0 9 0 9 3 240 2 0 245 10 0 3 0 13 476 08:15 AM 14 153 4 0 171 1 7 0 1 9 1 259 0 1 261 3 1 3 0 7 448 08:30 AM 4 53 0 0 57 0 0 0 0 0 1 51 1 0 53 1 0 2 0 3 113 08:45 AM 8 202 1 1 212 0 0 3 0 3 1 273 0 2 276 5 0 0 0 5 496 Total 40 603 5 1 649 1 7 12 1 21 6 823 3 3 835 19 1 8 0 28 1533 brand Total 83 1383 10 1 1477 12 7 30 ) 50 23 1958 8 21 2010 41 6 15 5 67 3604 Apprch o/ 5.6 93.6 0.7 0.1 24 14 60 2 1.1 97.4 0.4 1 61.2 9 22.4 7.5 Total o/ 2.3 38.4 0.3 0 41 0.3 0.2 0.8 0 1.4 0.6 54.3 0.2 0.6 55.8 1.1 0.2 0.4 0.1 1.9 C - 78 1314 10 1 1403 12 7 30 . 1 50 22 1871 7 21 1921 39 3 15 5 62 3436 %Carsars 94 95 100 100 95 100 100 100 100 100 95.7 95.6 87.5 100 95.6 95.1 50 100 100 92.5 95.3 Trucks 5 69 0 0 74 0 0 0 0 0 1 87 1 0 89 2 3 0 0 5 168 Trucks 6 5 0 0 5 0 0 0 0 0 4.3 4.4 12.5 0 4.4 4.9 50 0 0 7.5 4.7 Highland venue e 107) out In Total ' 1940 1403 3343 89 74 163 2029 1477 3506 70 1314 78 1 0 69 5 0 70 7363 83 1 RilgIn Thru Left Peds 1 yomo nr'v J� O ♦ O- N 0 0 0 b W S norm No th m c e n F-k 5/28/200807:00 AM ~2 v C m O N t 5/28/2008 08:45 AM r 000� rm o Cars ra N n n e NON TNCk3 m N y ' m O d V kmmd 4, T r Left Thry Right Peds 22 1671 21 1 67 0 23 1958 8 21 1341 1921 F-T2672 1419 89 1 158 0 2010 1 3420 ON In Total GPI 1 61 Spit Brook Road Suite 110 Nashua,NH.03060 - File Name : Highland Ave @ Ravenna Barnes - AM Site Code : 08571 Start Date : 5/28/2008 ' Page No : 2 Highland Avenue(Rte 107) Barnes Road Highland Avenue(Rte 107) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Time Left I Thru I Right j Peds ♦ .rw.i I Left I Thru I Right I Peds .mo Leff Thru I Right I Peds s p.Tru Left Thru I Right 1111Peds .Ta.i mr.TUul Peak Hour Analysis From 07:30 AM to 08:15 AM•Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 7 172 1 0 180 3 0 6 0 9 6 287 1 0 294 2 1 2 0 5 488 07:45 AM 10 209 2 0 221 1 0 5 0 6 9 372 1 0 . 382 6 2 3 0 11 620 08:00 AM 14 195 0 0 209 0 0 9 0 9 3 240 2 0 245 10 0 3 0 13 476 08:15 AM 14 153 4 0 171 1 7 0 1 9 1 .259 0 1 261 3 1 3 0 7 448 Total Volume 45 729 7 0 781 5 7 20 1 33 19 1158 4 -1 1182 - 21 4 Hl 0 36 2032 %App.Tota] 5.8 93.3 0.9 0 15.2 21.2 60.6 3 1.6 98 0.3 0.1 58.3 11.1 30.6 0 PHF .804 .872 .438 .000 .883 .417 .250 .556 .250 .917 .528 .778 .500 .250 .774 .525 .500 .917 .000 .692 .819 Can 43 685 7 0 735 5 7 20 1 33 18 1111 4 1 - 1134 19 2 11 0 32 1934 %Cars 95.6 94.0 100 10 .94.1 100 100 100 100 100 94.7 95.9 100 100 95.9 90.5 50.0 100 0 88.9 95.2 Trucks 2 44 0 0 46 0 '0 0 0 0 1 47 0 0 48 2 2 0 0 4 98 %Trucks 4.4 6.0 0 0 5.9 0 0 0 0 0 5.3 4.1 0 0 4.1 9.5 50.0 0 0 11.1 4.8 Highland venue e 107) Out In Total 1150 735 1885 49 46 95 ' 1199 781 1980 7 685 43 0 0 44 2 0 7 Thru 45 0 Right Thru Left Peds 4�i 1 Peak Hour Data 70 H JJ j N r e Narih m a is i ¢ one 1- Peak Hour Begins at 1A:30 AM o� _N C O L Cars m r m ¢ 1 Trucks x0 o00 a c� a m r Left Thru Right Peds 8 1117 4 1 1 47 0 0 11 7158 4 1 701 1134 1835 44 48 92 745 1 n 1 Total Out In Total ' GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Ravenna Barnes - AM Site Code : 08571 Start Date : 5/28/2008 Page No : 1 Gran s Printed-Trucks Highland Avenue(Rte 107) Barnes Road Highland Avenue(Rte 107) Ravenna Avenue Southbound Westbound Northbound Eastbound ' Start Lefl Thru Rf M Peds Time g wVrTp.1 Left ThruAlgbt Peds wrr.ma Let l Thru. Right Peds wrr.raa Left Thru Right Peds wav-Twn 1nr.ioui 07:00 AM 1 6 0 0 7 0 0 0 0 0 0 15 0 0 ]5 0 0 0 0 0 22 07:15 AM 2 10 0 0 12 0 0 0 0 0 0 17 1 0 18 0 1 0 0 1 31 07:30 AM 1 11 0 0 12 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 20 07:45 AM 1 14 0 0 15 0 0 0 0 0 1 22 0 0 23 2 2 0 0 4 42 Total 5 41 0 0 46 0 0 0 0 0 I 62 1-0 64 2 3 0 0 5 115 08:00 AM 0 6 0 0 6 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 11 08:15 AM 0 13 0 0 13 0 0 0 0 0 0 12 0 0 12 0 0 0 0 0 25 08:30 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 08:45 AM 0 8 0 0 8 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 16 Total 0 28 0 0 28 0 0 0 0 0 0 25 0 0 25 0 0-0o 0 53 Grand Total 5 6' 0 0 74 0 0 0 0 0 1 87 1 0 89 2 3 0 0 5 168 Appreh% 6.8 93.2 0 0 0 0 0 0 1.1 97.8 1.1 0 40 60 0 0 Total% 3 41.1 0 0 44 0 0 0 0 0 0.6 51.8 0.6 0 53 1.2 1.8 0 0 3 HighTand Awnue e 107) Out In Total I89 74 183 0 69 5 0 Right Thru Lefl Peds im m~� N 10 J �IOO O C_ � w North m 1 t - k m C o~ 5/28/2008 07:00 AM 5/28/2008 08:45 AM -mN r o rc rs o m o Trucks m '^o T r Left Thru Ri ht Peds 1 87 0 89 89 158 Out In Total GPI 1 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Ravenna_Bames - AM Site Code : 08571 Start Date : 5/28/2008 ' Page No : 2 Highland Avenue(Rte 107) Barnes Road Highland Avenue(Rte 107) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Time Left I Thru I Right I Peds J µ.raa I Left I Thru I Right I Peds j yr,m.1 I Left Thru I Right I Peds I App.mNl I Left I Thr" Right I Peds Iwr*•.� ms Toul Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 1 11 0 0 12 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 20 07:45 AM 1 14 0 0 15 0 0 0 0 0 1 22 0 0 23 2 2 0 0 4 42 08:00 AM 0 6 0 0 6 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 11 , 08:15 AM 0 13 0 0 13 0 0 0 0 0 0 12 0 0 12 0 0 0 0 0 25 Tore]vohune 2 44 0 0 46 0 0 0 0 0 J 47 0 0 48 2 2 0 0 4 98 App.Tote] 4.3 95.7 0 0 0 0 0 0 2.1 97.9 0 0 50 50 0 0 PHF .500 .786 .000 .000 .767 .000 .000 .000 .000 .000 .250 .534 .000 .000 .522 .250 .250 .000 .000 .250 .583 HignianO Avenue e Out In Total 49 46 95 0 44 2 0 , Right Thlru Left Peds IY Peak Hour Data N N O w North _ �" e F—k �2 0 c o Peek Hour Begins at 07:30 AM o t > rc 1 Trucks a m m o m� o O o a o 0 mo n= Th r r Left Thru Ri ht Pads 1 47 0 0 ut 4B , N n Total O ' GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Ravenna Barnes - AM Site Code : 08571 ' StartDate : 5/28/2008 Page No : 1 Gran s Printed-Turns Highland Avenue(Rte 107) Barnes Road Highland Avenue(Rte 107) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Left Thru Right Peds Time g Arr�rml Left Thru Right Peds' yp.rau Left Thru Right Peds Ap,1 Lefl Thru Right Peds µarea Im.Toul 07:00 AM 3 0 0 0 3 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 5 07:15 AM 4 0 0 0 4 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 5 07:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 07:45 AM 1 0 0 0 1 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 3 Total. 8 0 0 0 8 0 0 0 0 0 6 0 0 0 6 0 0 0 0 0 14 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - 0 0 0 0 0 0 0 08:15 AM 2 0 0 0 2 1 0 0 0 1 0 1 0 0 1 0 0 0. 0 0 4 08:30 AM 4 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 08:45 AM 2 0 0 0 2 0 0 0 0 0 0 0 0 0 - 0 0 0 0 0 0 2 Total 8 0 0 0 8 1 0-00 1 0 1 --00 1 0 0 0 0 0 10 'Grand Total 16 0 0 0 16 1 0 0 0 - 1 6 1 0 0 7 0 0 0 0 0 24 Appreh% 100 0 0 0 100 0 0. 0 85.7 14.3 0 0 0 0 0 0 1 Total% 66.7 0 0 0 66.7 4.2 0 0 0 4.2 25 4.2 0 0 29.2 0 0 0 0 0 Highlano Avenue e-107) Out In Total 16 -77 01 01 161 0 Right Thou Left Peds O J �p 0 2 - Nonh e+ Icy c G f 5/26/200607:00 AM 5/26/200606:45 AM r _. O o U-Tums V ° a — w o ' T Left Thru R1 ht Peds 0 0 0 7 Out In Total- GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Ravenna Barnes - AM Site Code : 08571 Start Date : 5/28/2008 , Page No : 2 Highland Avenue(Rte 107) Barnes Road Highland Avenue(Rte 107) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Time Left I Thru I Right I Peds I App,TMW Left Thru I Right I Peds II Left I Thru I R)ght I Peds I erp,Tom Left Thru Right I Peds I .p.U+J Inr.TuW Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 07:45 AM 1 0 0 0 1 0 0 0 0 0 2- 0 0 0 2 0 0 0 0 0 3 08:00 AM 0 - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p , 08:15 AM 2 0 0 0 2 1 0 0 0 1 0 1 0 0 1 0 0 0 0 0 q Tote)Volume 3 0 0 0 3 1 0 0 0 1 3 1 0 0 4 0 0 0 0 0 8 %App.Tmul 100 0 0 0 100 0 0 0 75 25 0 0 0 0 0 0 PHF .375 .000 .000 .000 .375 .250 .000 .000 .000 .250 .375 .250 .000 .000 .500 .000 .000 .000 .000 .000 .500 Highland venue Out In Total I 11 3 0 0 3 0 Right Thru Left Peds 14 Peak Hour Data , 0 g o 2 North m o � Peak Hour Begins a107:30 AM � o n' C L W I.-Turns O o p No Left Thru Ri M Peds 31 11 0 0 Oq O Oul In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Olde Village Dr - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 1 Groups Printed-Cars-Trucks-Turns Highland Avenue(Rte 107) Highland Avenue(Rte 107) Olde village Drive Southbound Northbound Eastbound ;;�Start Time Thru Right Peds A .Total Lett Thru Peds Ap .Total Left Ri bt Peds App.Total Gt.Total 07:00 AM 186 12 0 198 13 220 0 233- 11 6 0 p qqg 07:15 AM 215 6 1 222 11 202 0 213 8 6 0 14 449 07:30 AM 193 3 0 196 4 240 0 244 11 5 1 17 457 07:45 AM 204 7 0 211 12 294 0 306 10 3 0 13 530 Tota] 798 28 ] 827 40 956 0 996 40 20 1 61 1884 08:00 AM 207 7 0 214 13 264 0 277 11 4 0 15 506 08:15 AM 212 13 0 225 10 259 1 270 17 7 0 24 519 08:30 AM 230 15 0 245 13 274 0 287 13 4 0 17 549 08:45 AM 202 17 0 219 12 267 0 279 7 5 1 13 511 Total 851 52. 0 903 48 1064 1 1113 48 20 1 69 2085 Grand Total 1649 80 1 1730 88 2020 1 2109 88 40 2 130 3969 / Appreb% 95.3 4.6 0.1 4.2 95.8 0 67.7 30.8 1.5 Total% 41.5 2 0 43.6 2.2 50.9 0 53.1 2.2 1 0.1 3.3 Can 1536 69 1 9606 38 1880 1 1919 83 39 2 124 3649 V, Can 93.1 86.2 100 92.8 43.2 93.1 100 91 94.3 97.5 100 95.4 91.9 Trucks 113 11 0 124 4 137 0 141 5 1 0 - 6 271 %Trucks 6.9 13.8 0 7.2 4.5 6.8 0 6.7 5.7 2.5 0 4.6 6.8 U-Tums 0 0 0 0 46 '3 0 49 0 0 0 0 49 I %U-Tums 0 0 0 0 52.3 0.1 0 2.3 0 0 0 0 1.2 Highland venue ilite 107) ON In Total 1963 1606 35fi9 142 124 266 3 0 3 2106 1730 3830 69 1536 1 11 173 0 0 0 0 601 1649 1 Right Tiw Peds mmNem N +I mN C1NOt0 8 North - m ry iO n m 0 0.- 5/22/20D8 07:00 AM v r 5/22/2008 08:45 AM C i m NooN Cars fa m _ Trucks - ' 0 n U-Tums +iT Left Thru Peds 38 78601 4 t33 0 46 3 0 88 2020 1 15751 19 1 [ 94 114 55 76890 49 49 2109 3798 OM In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Olde Village Dr - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 2 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Olde Village Drive Southbound Northbound Eastbound Start Time Thru Ri ht I Peds I App.Total Left Thru I Pedsl App.Tomil Left I Right I Peds I App.Total IInt.Total Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM , 07:30 AM 193 3 0 196 4 240 0 244 11 5 1 17 457 07:45 AM 204 7 0 211 12 294 0 306- 10 3 0 13 530 08:00 AM 207 7 0 214 13 264 0 277 11 4 0 15 506 08:15 AM 212 13 0 225 10 259 1 270 17 7 0 24 519 Total Volume 816 30 0 846 39 1057 1 1097 49 19 1 69 2012 %App.Total 96.5 3.5 0 3.6 96.4 0.1 71 27.5 1.4 PHF .962 .577 .000 .940 .750 .899 .250 .896 .721 -.679 .250 .719 949 Can 757 28 0 785 14 976 1 991 46 18 ----T-65 -184 %Cars 92.8 93.3 0 92.8 35.9 92.3 100 90.3 93.9 94.7 100 94.2 91.5 Trucks 59 2 0 61 1 -81 0 82 3 1 0 4 147 %Trucks 7.2 6.7 0 7.2 2.6 7.7 0 7.5 6.1 5.3 0 5.8 7.3 U-Tums 0 0 0 0 24 0 0 24 0 0 0 0 24 %U-Tums 0 0 0 0 61.5 0 0 2.2 0 0 0 0 1.2 Highland venue e 107) Out In Total 1022 785 a'8145 84 610M _ ff 757 059 00 0 30 816 0 Right Tlau Peds Peak Hour Data -T O N O P 0 F f c � North o m o a L Peak Hour Begins at 07:30 AM , — E y Cars w o o Trucks N v m a U-Tums j V N a O a Left Thru Peds , 14 976 1 1 81 0 24 0 0 39 1057 t 775 991 ' f5 82 0 24 835 1097 [117424 Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Olde Village Dr - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 1 Groups Printed-Cars-Trucks Highland Avenue(Rte 107) Highland Avenue(Rte 107) Olde Village Drive Southbound Northbound Eastbound Start Time Thru I Right Peds A .Total Left Thru I Peds A .Total Left Ri ht Peds I App.Total Int.Total 07:00 AM 186 12 0 198 2 220 0 222 11 6 0 17 437 07:15 AM 215 6 1 222 9 199 0 208 8 6 0 14 444 07:30 AM 193 3 0 196 0 240 0 240 11 5 1 17 453 07:45 AM 204 7 0 211 5 294 0 299 10 3 0 13 523 Total 798 28 1 827 16 953 0 969 40 20 1 61 1857 -08:00 AM 207 7 0 214 4 264 0 268 11 4 0 15 497 - 08:15 AM 212 13 0 225 6 259 1 266 17 7 0 24 515 08:30AM 230 15 0 245 8 274 0 282 13 4 0 17 544 08:45 AM 202 17 0 219 8 267 0 275 7 5 1 13 507 Total 851 52 0 903 26 1064 1 1091 48 20 1 69 2063 Grand Total 1649 80 1 1730 42 2017 1 2060 88 40 2 . 130 3920 Apprch% 95.3 4.6 0.1 2 97.9 0 67.7 30.8 1.5 Total% 42.1 2 0 44.1 1.1 51.5 0 52.6 2.2 1 0.1 3.3 Can 1536 69 1 1606 38 1880 1 1919 8-3-3 9 2 124 3649 %Cars 93.1 86.2 100 92.8 90.5 93.2 100 93.2 94.3 97.5 100 95.4 93.1 Trucks 113 Il 0 124 4 137 0 141 5 1 0 6 271 %Trucks 6.9 13.8 0 7.2 9.5 6.8 0 6.8 5.7 2.5 0 4.6 6.9 HigNand Avenue e 107) ON In Total 2905 1730 3 ill 69 1536 1 11 113 0 60 1649 1 Right Thru Peds � 1 0 N N �N N m �~ mob mJ c NOM me �2'^ ° 008 0078: 0AM22045 AM rc 0 N O N p, CaB 0 N N O o�N $ Trucks T Left Thru Peds 36 1880 1 4 137 0 42 2017 1 1689 2060 3749 Oul In ToW GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Olde Village Dr - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 2 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Olde Village Drive ' Southbound Northbound Eastbound Start Time I Thru I Right I Peds I Ape.Total I Left I Thru I Peds App.Total Left I Right I Peds I App.Total Int.Total Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 Peak Hour for Entire intersection Begins at 07:30 AM , 07:30 AM 193 3 0 196 0 240 0 240 11 5 1 17 453 07:45 AM 204 7 0 211 5 294 0 299 10 3 0 13 523 08:00 AM 207 7 0 214 4 264 0 268 11 4 0 15 497 08:15 AM 212 13 0 225 6 259 1 266 17 7- 0 24 515 Total Volume 816 30 0 846 IS 1057 1 1073 ---,f9--]9 1 69 1988 %App.Total 96.5 3.5 0 1.4 98.5 0.1 71 27.5 1.4 PHF .962 .577 .000 .940 .625 .899 .250 -.897 .721 .679 .250 .719 .950 Can 757 28 0 785 14 976 1 991 46 18 1 65 1841 ' %Cars 92.8 93.3 0 92.8 93.3 92.3 ]00 92.4 93.9 94.7 100 94.2 92.6 Trucks 59 2 0 61 1 81 0 82 3 1 0 4 147 %Trucks 7.2 6.7 0 7.2 6.7 7.7 0 7.6 6.1 5.3 0 5.8 7.4 Highland venue e 107) Out In Tamp w I Right Thru Peds I Peak Hour Data ry <_ bort e"'<s� T North N O W m e m m m Peak BOUT Begins at07:30 AM rn_ 1 - rc Cars m o h Trucks , 5a�e O u Left Thru Peds ;V]75991 4 976 1 1 81 0 15 1057 1 , 60 82 142 035 1073 1tal , Out In Total GPI 61 Spit Brook Road Suite 110 ' Nashua,NH.03060 File Name : Highland Ave @ Olde Village Dr - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 1 Groups Printed-Trucks Highland Avenue(Rte 107) Highland Avenue(Rte 107) Olde Village Drive Southbound Northbound Eastbound Start Time Thr, Ri ht Peds A .Total -LeTt Thru Peds A .Total Left Right Peds App.Total Int Total 07:00 AM 7 4 0 - 11 0 18 0 18 0 0 0 0 29 07:15 AM 7 1 0 8 3 11 0 14 1 0 0 1 23 07:30 AM 15 _ 1 0 16 0 16 0 16 7 1 0 2 34 07:45 AM 10 0 0 10 1 17 0 18 1 0 0 1 29 Total 39 6 0 45 4 62 0 66 3 1-0 4 115 08:00 AM 14 0 0 14 0 21 0 21 0 0 0 0 35 08:15 AM 20 1 0 21 0 27 0 27 1 0 0 1 49 08:30 AM 21 0 0 21 0 10 0 10 0 0 0 0 31 08:45 AM 19 4 0 23 0 17 0 17 1 0 0 1 41 Total 74 5 0 79 0 75 0 75 2 0 0 2 156 ' Grand Total 113 11 0 1244 137 0 141 5 1 0 6 271 Appmb% 91.1 8.9 0 2.8 97.2 0 83.3 16.7 0 Total% 41.7 4.1 0 45.8 1.5 50.6 0 52 1.8 0.4 0 2.2 ig an venue e 107) Out In Total 142 124 266 ' 11 113 0 Right TFvu Peds _ 1 VD 1 11 @~ N mJ E � NOM E°'4 5=200807:00 AM 5/2212008 08:45 AM ov o N 0 a Trucks Le6 Thn, Peds 4V2' 1145 Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Olde Village Dr - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 2 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Olde Village Drive ' Southbound Northbound Eastbound Start Time I Thru I Right I Peds I App.Total Left Thru Peds I App.Total Left I Might I Peds I App.Total Int.Total Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 15 1 0 16 0 16 0 16 1 1 0 2 34 07:45 AM 10 0 0 10 1 17 0 18 1 0 0 1 29 08:00 AM 14 0 0 14 0 21 0 21 0 0 0 0 35 08:15 AM 20 1 0 21 0 27 0 27 1 0 0 1 49 Total Volume 59 2 0 61 1 81 0 82 3 1 0 4 147 %App.Total 96.7 3.3 0 1.2 98.8 0 75 25 0 PHF .738 .500 .000 .726 .250 .750 .000 .759 .750 .250 .000 .500 .750 hignIaW Awnue e 107) Out In Total ® 1 61 1 145 ' Right Thru Posts70 4-'r 1 Peak Hour Data T c' No h In v m � m_ L¢^5 Peakks Hour Begins at 07:30 AM m o m Truc , m o 05 a O Left Th Peds �'1 =01,tTotal , out In Total GPI 61 Spit Brook Road Suite 1.10 ' Nashua,NH.03060 File Name : Highland Ave @ Olde Village Dr - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 1 Groups Printed-Turns tHighland Avenue(Rte 107) Highland Avenue(Rte 107) Olde Village Drive Southbound Northbound Eastbound StaRi ht Peds A .TotalLeft Thru Peds A .TotalLeft Ri ht - Peds A .Total070 0 0 11 0 0 11 0 0 0 0 11 070 0 0 2 3 0 5 0 0 0 0 5 070 0 0 4 0 0 4 0 0 0 0 4 070 0 0 7 0 0 7 0 0 0 0 7 0 '0 0 24 - 3 0 27 0 0 0 0 27 08:00 AM 0 0 0 0 9 0 0 - 9 0 0 0 0 9 08:15 AM 0 0 0 0 4 0 0. 4 0 0 0 0 4 08:30 AM- 0 0 0 0 5 0 0 - 5 0 0 0 0 5 08:45 AM 0 0 0 0 4 0 0 4 0 . 0 0 0 4 Total 0 0 0-0 22 0 - 0 22 0 0 0 0 22 Grand Tota] 0 0 0 0 46 - 3 0 490 0 0 0 49 Appmb% 0 0 0 93.9 6.1 0 0 0 0 Total% 0 0 0 0 93.9 6.1 0 100 0 0 0 0 ' hIgntand Avenue(Rto 107) OW In Total F 31 0 0 0 0 0 �ht Thm Peds ma r � North o �� of - 5/22/200807:00 AM _ Fr� 5/22/200808:45 AM u o m U-Tums O 1 Left Thru Peds 46 3 0 49 �=49 OW n Total 1 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Olde Village Dr - AM Site Code : 08571 Start Date. : 5/22/2008 , Page No : 2 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Olde Village Drive ' Southbound Northbound 'Eastbound Start Time Thru Ri ht Peds A .Total Left Thru Peds I APp.Total I Left I Right I Peds App.Total I Int.Total Peak Hour Analysis From 0730 AM to 08:15 AM-Peak 1 of] Peak Hour for Entire Intersection Begins at 07:30 AM - 07:30AM 0 0 0 0 4 0 0 4 0 0 0 0 q 07:45 AM 0 0 0 0 7 0 0 7 - 0 0 0 - 0 7 08:00 AM 0 0 0 0 9 0 0 9 0 0 0 0 9 08:15 AM 0 0 0 0 4 0 0 4 0 0 0 0 4 , Total Volume 0 0 0 0 24 0 0 24 - 0 0 0 0 2q A .Total 0 0 0 - 100 0 0 0 0 0 PHF .000 .000 .000 .000 .667 .000 .000 .667 .000 .000 .000 .000 .667 Highland venue ' Out In Total I� 01 0 0 ' Right Thru Peds �' 1 Peak Hour Data m� or � North 0 a_ Peak Hour Begins at 07:30 AM _ rc m v o m U-Tums , 5� n O Left Ti Peds 241 ol 0 24 al ' Out In Total GPI 61 Spit Brook Road Suite 110 '. ' Nashua,NH.03060 File Name : WalMart Internal Roadway - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 1 Groups Printed.Cars-Trucks Internal Roadway Residential Roadway(No Residential Roadway o Y Internal RoadwayY Southbound Access) Northbound Access) - Westbound Eastbound Start Left Thr. Right Peds ♦rr.r„„ LeTt Thru Afght Peds enr.r„,� Left Thru Right Peds ,yp.r„„ Lefl Thru Alght Peds ,yr,r„u me corm Time 07:00 AM 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 07:15 AM 0 4 0 0 4 0 0 0 0 0 0 1 0 0 1 0 0 0 1 1 6 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 1 1 2 07:45 AM 1 0 4 0 0 4 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 6 Total 0 11 0 0 11 0 0 0 0 0 0 4 0 0 4 0 0 0 2 2 17 08:00 AM 0 5 0 0 5 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 8 08:15 AM 0 4 0 0 4 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 9 08:30 AM 0 6 1 0 7 0 0 0 0 0 0 2 0 1 3 0 0 0 3 3 13 08:45 AM 0 4 0 0 4 0 0 0 0 0 0 2 0 0 2 0 0 0 1 1 7 Total 0 19 1 0 20 0 0 0 0 0 0 12 0 1 13 0 0 0 4 4 37 rand Total 0 30 1 0 31 0 0 . 0 0 0 0 16 0 1 17 0 0 0 6 6 54 Apprch% 0 96.8 3.2 0 0 0 0 0 0 94.1 0 5.9 0 0 0 100 Total% 0 55.6 1.9 0 57.4 0 0 0 0 0 0 29.6 0 1.9 31.5 0 0 0 11.1 11.1 Cars 0 25 0 0 25 0 0-0o 0 0 16 0 1 17 0 0 0 6 6 48 %Cars 0 83.3 0 0 80.6 0 0 0 0 0 0 100 0 100 100 '0 0 0 100 100 88.9 Trucks 0 5 1 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 ' %Trucks 0 16.7 100 0 19.4 0 0 0 0 0 0 0 0 0 0 0 '0 0 0 0 11.1 n erna oa ay ' Out In Total 16 25 41 6 16 31 47 ' 0 25 0 0 5 0 0 1 30 0 0 Right Thru Left Peds * y u F� J� Z �-a5p O c m ooC 2 t Nonh y000 ooa”-y T m00 5/27/200807:tX1AM t-2 o m o 0 0 5/27/2008 08:45 AM o 0 o J ro rc o� 000 m R i Cars �}'000 m0 moma Trucks tim a m m m a o v m '^ 000 000-m 4, 1 r Left Thru Ri htPeds 0 16 0 1 0 0 0 0 0 16 0 17 42 30 17 47 nen i., 1-..' GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : WalMart Internal Roadway - AM ' Site Code : 08571 Start Date : 5/22/2008 ' Page No : 2 Internal RoadwayResidential Roadway(No adwa No Access) ���Rcsidentjal ySouthbound ss)Westbound und Start Time I Left Tbru 1 Rt ht j Peds ru„I Left I Tmu I Right I Peds 4,m,i Left Thru Right I Peds I An.T.. Left Tbru Right I Peds I A .r„„ r,,,.T. ' Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 "0 0 07:45 AM 0 4 0 0 4 0 0 0 0 0 ”0 2 0 0 2 0 0 0 0 0 6 08:00 AM 0 5 0 0 5 0 0 0 0 0 0 3 0 0 3 0 0 0 08:15 AM 0 4 0 0 4 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 9 Tote)Volume 0 13 0 0 13 0 0-0o 0 0 11 O 0 11 0 0 0 1 1 25 App.Total O 100 O O O 0 0 0 0 100 0 0 O 0 0 100 PHF .000 .650 .000 .000 .650 .000 .000 .000 000 '.000 .000 .550 .000 .000 .000 .000 .000 .250 250 .694 ' Can 0 11 0 0 11 0 0-00 0 0 Il 0 0 11 0 0 0 1 1 23 %Cars 0 84.6 0 0 84.6 0 0 0 0 0 0 100 0 0 100 0 0 0 100 100 92.0 Trucks 0 2 O 0 2 O 0 O O O 0 0 0 0 0 0 0 0 0 0 2 Trucks 0 15.4 0 0 15.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.0 ria Roadway Out In Total 11 11 0 13 24 0 11 0 0 D 2 0 0 ' 0 13 0 0 Right Thru Left Peds Peak Hour Data ocC0. qq m �b T 0 00o Nonh -000 oao'--y r o 2 10 c Peak Hour Begins at 07:30 AM ~-2 o . - o0o m - o c Cars r E ru .✓. Trucks ra o 0 0 ,e 000 000 .0 a� yo m o - a n .. m moan 000°-' m 4-1 T r Lea 'mu RI rn Peds 0 7 0 0 0 0 D 0 0 11 0 0 is i� 22 Out In Total , GPI 61 Spit Brook Road Suite 110 ' Nashua,NH.03060 File Name : Wa]Mart Internal Roadway - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 1 Groups Printed-Trucks Internal RoadwayResidential Roadway(No Residential Roadway o Access) Internal Roadway y Southbound Northbound Access) Westbound Eastbound Start Leh Thru Rim Peds Time g ^ra Ta•� Left Thru Right Peds errs.., Left Thru Right Peds ♦ry.re�a Leh Thru Right Peds A ,Tan 1n�Toul 07:00 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 U07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 :30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 070 07:45 AM 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 08:OOAM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 08:30 AM 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - 1 08:45 AM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Total 0 4 1 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 rand Total 0 5 1 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 Apprch% 0 83.3 16.7 0 0 0 0 0 0 0 0 0 0 0 0 0 Total% 0 83.3 16.7 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Intennal Koa0way Out In Total I , 0 6 1 6 0 0 ' Right TI LeL4 Peds @N Oma_ 0 2 North a F� 4__2 D � o 5/22/200807:00AM 5 a 5/221200808:45 AM o ¢ �a Trucks c y o mO m ° D ' 4-1 F+ Left Thru Ri ht Peds 0 0, 0 0 0 0 out In Total Internal RogSblgi GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : WalMart Internal Roadway - AM i Site Code : 08571 Start Date : 5/22/2008 Page No : 2 Internal Roadway Residential Roadway(No dwa NoyAccess) ���Rcaldel ySouthbound )Westbound nd $tart Time LeR ThruI RIM I Peds I AllT..a I Left I Thru I Right I Peds I App.r ,i Left Thru I Right I Peds .raa Left Thru I Right I Peds w .rw.� rwu turd , Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 - - Peak Hour for Entire Intersection Begins at 07:30 AM _ 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Total Volume 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 /App.Total 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .250 .000 .000 -.250 .000 .000 .000 .000 .000 .000 .000 .00, .000 .000 .000 .000-000000 .000 Internal Roadway Out In Total O2 O 0 2 0 0 R* IntThlIm Left Peds ~ 1 , Peak Hour Data 0 0 T �� 3 , 0 0 2 North v om PeakHour Begins at 07:30 AM — a co+, o F m 5� E + Trucks a o m0 o_ � Tr* Left Thru RJ ht Peds 0 0 0 0 0 F-21 , Out In Total .p - m � F ' � e XL, �I � o a „>,� Clark Street Out In Total Q a a 3 74 83 i C 3 9 2 A zN -. - nr o .. .. Nr �orn � Mn 12 83 95 ^ co m a 72 0 2 3 T a v N N 'D vo m v r ry v m 9 0 0 L .000mv� nMve aw N 81 0 2 T m q �p q '+ o R* hl LBII PEES O IY am V O V .•. �O N oo V r T O 7 'ate tiN F � 9y NO p _ 000 �O� N w L oa m~� a 22 a �� �1 mo b0 v1 ,400 mh $ a¢ Co T UY 000 000f S oa mnry Q; ^ � � � = V ONVN rQrNO ^ �ONN01P — CC 0� —p m' LZ IO�mC Q0O25 fL O p G0 IZ 000L iii �N� O L m5hna r 12 0005 'z w Q 2 00000 00000 000000-o 0o ,r�_s� cmir �O' zU u w �nv� a m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 s F S a d 00000 00000 0000000 �a $ „ � a � o d < a G � F I m L m u r-1 aaQa � aaaao o � - � � Fovion F' ova ov� F F p 5 � Z ' GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 , File Name : Highland Ave @ North Wal-Mart Driveway_Clark St - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 2 Highland Avenue(Rte 107) Clark Street Highland Avenue(Rte 107) Southbound - Westbound Northbound Start Time I Left I Then Peds I App.Total Left Right Peds App.Total Thru I Right I Peds I Art.Total lnt.Total Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 Peak Hour for Entire lntersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 4 0 4 202 1 0 203 207 07:45 AM 0 0 0 0 0 12 0 12 286 3 0 289 301 08:00 AM 0 0 0 0 0 7 0 7 230 0 0 230 237 , 08:15 AM 0 0 0 0 0 4 2 6 235 1 0 236 242 Total Volume 0 0 0 0 0 27 2 29 953 5 0 958 987 %App.Towl 0 0 0 0 93.1 6.9 99.5 0.5 0 PHF .000 .000 .000 .000 .000 .563 .250 .604 .833 .417 .000 .829 Can 0 0 0 0 0 25 2 27 ___813-43 0 887 914 Can 0 0 0 0 0 92.6 100 93.1 92.8 60.0 0 92.6 92.6 Trucks 0 0 0 0 0 2 0 2 69 2 0 71 73 a/Trucks 0 0 0 0 0 7.4 0 6.9 7.2 40.0 0 7.4 7.4 Highland venue to , Out In Total V ,Thru Lea Pads Peak Hour Data A ,In Peak Hour Begins at 07:30 AM u r m Cars r�000 nN� Trucks 9 m N ti NON � V d aao— Th Ri M Peds 884 3 0 69 2 0 953 5 0 887 1 0 71 0 950 95B Out In Total it GPI 61 Spit Brook Road Suite 110 ' Nashua,NH.03060 File Name : Highland Ave @ North Wal-Mart Driveway_Clark St - AM Site Code : 08571 i ' Start Date : 5/22/2008 Page No : 1 Creeps Printed-Trucks Highland Avenue(Ric 107) Clark Street Highland Avenue(Rte 107) - Southbound Westbound Northbound Start Time I Left Thru Peds App.Total Left R7 ht Peds I App.Total Thru Ri ht Peds A .Total lo[.Tote! 07:00 AM 0 0 0 0 0 5 0 5 15 0 0 IS 20 07:15 AM 0 0 0 0 0 2 0 2 11 0 0 11 13 07:30 AM 0 0 0 0 0 1 0 1 13 0 0 13 14 07:45 AM 0 0 0 0 0 1 0 1 13 2 0 15 16 Total 0 0 0 0 0 9 0 9 52 - 2 0 54 63 08:00 AM 0 0 0 0 0 0 0 0 20 0 0 20 20 08:15 AM 0 0 0 0 0 0 0 0 23 0 0 23 23 08:30 AM 0 0 0 0 0 0 0 0 12 0 0 12 12 08:45 AM 0 0 0 0 0 0 0 0 17 1 0 18 18 Total 0 0 0 0 0 _00 0 72 1 0 73 73 Grand Total 0 0 00 0 9 0 9 124 3 0 127 136 Appreb% 0 0 0 0 100 0 97.6 2.4 0 Total% 0 0 0 0 0 6.6 0 6.6 91.2 2.2 0 93.4 Highland ans e 107) Out In Total 1330 183 0 0 0 Thm Leh Peds 1 L4 or �° North 3,o ' 7512J20807:00 AM m 08 08:45AM H mp �v N F+ Thr Right Peds �1�21327 Out In Total GPI ' 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ North Wal-Mart Driveway_Clark St - AM Site Code : 08571 Start Date : 5/22/2008 ' Page No : 2 Highland Avenue(Rte 107) Clark Street Highland Avenue(Rte 107) Southbound Westbound Northbound Start Time Left I Thru Peds I App.Total LeflT Fight I Peds I App.Total I Thru I Righl Peds I App.Total I Int.Totel Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak I of 1 ' Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 1 0 1 13 0 0 13 14 07:45 AM 0 0 0 0 0 1 0 1 13 2 0 15 16 08:00 AM 0 0 0 0 0 0 0 0 20 0 0 20 20 , 08:15 AM 0 0 0 0 0 0 0 0 23 0 0 23 23 Total Volume 0 0 0 0 0 2 0 2 1W - 2 0 71 73 A .Total 0 0 0 0 100 0 97.2 2.8 0 PHF .000 .000 .000 .000 .000 .500 .000 .500 .750 .250 .000 .772 .793 ' Highland venue e 107) Out In Total 7, 0 7, Thru Left Peds Peak Hour Data O NThp � Peak our Begins at 07:30 AM a TucH ks w m 2 y ThRi� Peds , 69 2 0 E0 7, F 71 Out In Total GPI 61 Spit Brook Road Suite 110 ' Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - AM Site Code : 08571 Start Date : 5/22/2008 Page No : I Groups Printed-Cars-Trucks-Turns Highland Avenue(Rte 107) Self-Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Start Left Thr. RI hi Peds Ti a B eer.ran Left Thru RIgM1t P¢ds arr.ro,n Left Thr. Right Peds +rn,ro,n Left Thr. RIgM1s Peds src.r..i sm.Td_ 07:00 AM 0 171 11 0 182 0 0 0 0 0 10 201 b 0 2ll 6 0 3 p 9 4p2 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 194 8 0 202 0 0 0 0 0 6 221 0 0 227 6 0 1 0 7 436 07:45 AM 0 218 6 1 225 0 0 0 0 0 16 303 1 1 321 - 8 0 0 0 8 554 Total 0 583 25 1 609 0 0 0 0 '0 32 725 1-1 759 20 0 40 24 1392 OB:00 AM 0 187 16 0 203 0 0 00 0 16 258 0 0 274 6 0 1 0 7 484 08:15 AM 0 196 14 0 210 0 0 0 0 0 16 272 1 0 289 13 0 3 0 16 515 08:30 AM 0 218 18 0 236 0 0 0 0 0 18 265 0 0 283 12 0 1 0 13 532 08:45 AM 0 176 26 0 202 0- 0 0 0 0 18 242 0 0 260 20 0 6 1 27 489 Total 0 777 74 0 851 0 0 0 0 0 68 1037 1 0 1106 51 0 11 1 63 2020 �'irand Total 0 1360 99 1 1460 0 0 0 0 0 100 1762 2 1 1865 71 0 15 1 87 3412 Apprch% 0 93.2 6.8 0.1 - 0 0 0 0 5.4 94.5 0.1 0.1 81.6 0 17.2 1.1 Total% 0 39.9 2.9 0 42.8 0 0 0 0 0 2.9 51.6 0.1 0 54.7 2.1 0 0.4 0 2.5. Can 0 1252 96 1 1349 0 0 0 0 0 T7 1653 2 1 1733 61 0 13 1 75 3157 %Cars 0 92.1 97 100 92.4 0 0 0 0 - 0 77 93.8 100 100 92.9 85.9 0 86.7 100 86.2 92:5 Trucks 0 108 3 0 111 0 0 0 0 0 6 108 0 0 114 ]0 0 2 0 12 237 %Trucks 0 7.9 3 0 7.6 0 0 0 - 0 0 6 6.1 0 0 6.1 14.1 0 13.3 0 13.8 6.9 U-Tums 0 0 0 0 0 0 0 0 0 0 Y7 1 0 0 18 0 0 0 0 0 18 ISI ,%U-Tums 0 0 0 0 0 0 0 0 0 0 17 0.1 0 0 1 0 0 0 0 0 0.5 1 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - AM ' Site Code : 08571 Start Date : 5/22/2008 ' Page No : 2 Highland venue e Out In Total 7114 1349 3063 ' 118 111 229 1 0 1833 1460 3293 96 1252 0 1 ' 3 108 0 0 0 0 0 0 99 1360 0 1 Right Thm Left Peds ,'I--/ oNrvfry moon m� Z O J ? o000 North o00o r000ro-'m V c n o m —� 5/22/2008 07:00 AM —� c ' m– 5/22/2008 08:45 AM o 0 0 0 _; t'1NOint m 1: f Cars m oo00 c5^m m Trucks ra000a m` E or 'o o m U-Tums y y m m � c u Doti=� 0000 4, 1 r Left Thru Ri ht Petls 77 1653 2 1 6 108 0 0 ' 7 1 0 0 100 1762 2 Fl 2651733 110114 018 375 1865 [32140 Oul In Total 1 GPI 61 Spit Brook Road Suite 110 ' Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway- AM Site Code : 08571 Start Date : 5/22/2008 Page No : 3 Highland Avenue(Rte 107) Self-Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Start Left Thr. RI m Peds Time a err.Tom Left Thru Right Peds Mr.re„ Left Thru slight Peds err,Tom Left Thru Right Pedssm Tor, Weak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 Weak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 194 8 0 202 0 0 - 0 0 0 6 221 0 0 227 6 0 . 1 0 7 436 07:45 AM 0 218 6 1 225 0 0 0 0 0 16 303 1 1 321 8 0 0 0 8 554 08:00 AM 0 187 16 0 203 0 0 0 0 0 16 258 0 0 274 6 0 1 0 7 484 08:15 AM 0 196 14 0 210 0 0 0 - 0 0 16 272 1 0 289 13 0 3 0 16 515 7.ial Volume _0_795 44 l 840 0 0 0 0 0 54 1054 2 1 1111 33 0 5 0 38 1989 %App.Total 0 94.6 5.2 0.1 0 0 0 0 4.9 94.9 0.2 0.1 86.8 0 13.2 0 PHF .000 .912 .688 .250 .933 .000 .000 .000 .000 .000 .844 .870 .500 .250 .865 .635 .000 .417 .000 .594 .898 Can 0 741 43 1 785 0 0 0 0 0 36 984 2 1 1023 28 0 4 0 32 1840 %Cars 0 93.2 97.7 100 93.5 0 0 0 0 0 66.7 93.4 100 100 92.1 84.8 0 80.0 0 84.2 92.5 Trucks 0 54 1 0 55 0 0 0 0 0 3 69 0 0 72 5 0 1 0 - 6 133 %Trucks 0 6.8 2.3 0 6.5 0 0 0 0 0 5.6 6.5 0 0 6.5 15.2 0 20.0 0 15.8 6.7 U-Tums 0 0 0 0 0 0 0 0 - 0 0 15 1 0 0 16 0 0 0 0 0 16 %U-Tums 0 0 0 0 0 0 0 0 0 0 37.8 0.1 0 0 1.4 0 0 0 0 0 0.8 ' Highland venue jRte 107) ON In Total 1012 785 1797 74 55 129 0 1 1087 '840 1927 43 741 0 1 1 54 0 0 0 0 0 0 ' ht 795 0 R* ht Thru Left Peds 'I--/ ' Peak Hour Data O N,O 0,n0t7 �o'^^m N ,�s� ♦ T O F LYO > f 0000 NOM ^0000 mooro"� c Peak Hour Begins at 07 {-z i; - c0000 m v�o,nt Cars o oo �m m Trucks o U-Tums '�s o 0 0.o m c 0000 F m m m0 v m o_m a 0000 ^'oo Nye ' 47 T r TThnmR, M Peds2 10 00 02 11766 127 161911 ' Oul In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway- AM ' Site Code : 08571 Start Date : 5/22/2008 ' Page No : 1 Groups Printed-Cars-Trucks , Highland Avenue(Rte 107) Self-Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Start Leff Thru Right P¢ds eor,ru,i L¢ft Thru RI M1r Peds , Time a Me,r+•r Left Thru Right Peds µs.rwa Left Tbru Right Peds Mr,m� tm. 07:00 AM 0 171 11 0 182 0 0 0 0 0 10 201 0 0 211 Tow 6 0 3 0 9 402 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 194 8 0 .202 0 0 0 0 0 4 221 - 0 0 225 6 0 1 0 7 434 ' 07:45 AM 0 218 6 1 225 0 0 0 0 0 12 303 1 1 317 8 0 0 0 8 550 Total 0 583 25 1 609 0 0 0 - 0 0 26 725 1-1 753 20 0 4 0 24 1386 08:00 AM 0 187 16 0 203 0 0 0 0 0 13 258 0 0 271 6 0 1 0 7 481 , 08:15 AM 0 196 14 0 210 0 0 0 0 0 10 271 1 0 282 130 3 0 16 508 08:30 AM 0 218 18 0 236 0 0 0 0 0 17 265 0 0 282 12 0 1 0 13 531 08:45 AM 0 176 26 0 202 0 0 0 0 0 17 242 0 0 259 20 0 6 1 27 488 Total 0 777 74 0 85] 0 0 0 0 0 57 1036 1 0 1094 51 0 11 1 63 2008 ' Grand Total 0 1360 99 1 1460 0 0 0 0 0 83 1761 2 1 1847 71 0 15 1 87 3394 Appmh% 0 93.2 6.8 0.1 0 0 0 0 4.5 95.3 0.1 0.1 81.6 0 17.2 1.1 Total% 0 40.1 2.9 0 43 0 0 0 0 0 2.4 51.9 0.1 0 54.4 2.1 0 0.4 0 2.6 Cars 0_1252 96 1 1349 0 0 0 0 0 77 1653 2 1 1733 61 0 13 1 75 3157 ' %Cars 0 92.1 97 100 92.4 0 0 0 0 0 92.8 93.9 100 100 93.8 85.9 0 86.7 100 86.2 93 Tmcks 0 108 3 0 1" 0 0 0 0 0 6 108 0 0 114 10 0_20 12 237 %Tracks 0 7.9 3 0 7.6 0 0 0 0 0 7.2 6.1 0 0 6.2 14.1 0 133 0 13.8 7 a anus e 107) OW In Total V13601714 1341 [13 39 0 118 11 ' Right Thr, Left Peds `/ 11 S O N N N O O^ mJ ? 0 ' J 0002 Nonh -000 NON,-m s ~-e m n ry n i 5/22/2008 08:6 AM 0 0 0 m m ,a- Cam ra o 0 0 c5�mm i TNcm o00 FO 'O a NON � d m m d _ m O O O 4-1 T r ' Left Thru Ri M Peds 77 1653 2 1 ' 6 106 0 0 83 1761 2 1 11733 FT9981 114 224 1375 1847 1 3222 ' Out In Total 71 GPI 61 Spit Brook Road Suite 110 ' Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 2 Highland Avenue(Rte 107) Self-Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway I Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds .ssr.Tan Left Thru Right Peds M.Tw,i Left Thru login Peds srp.rw.i Left Thru Right Peds .rra sm.Tont Peak Hour Analysis From 07:30 AM to 08:15 AM•Peak 1 of 1 eak Hour for Entire Intersection Begins at 07:30 AM 07:30AM 1 0 194 8 0 202 0 0 0 0 0 4 221 0 0 225 6 0 1 0 7 434 07:45 AM 1 0 218 6 1 225 0 0 0 0 0 12 303 1 1 317 8 0 0 0 8 550 08:00 AM 0 187 16 0 203 0 0 0 0 0 13 258 0 0 271 6 0 1 0 7 481 08:15 AM 0 196 - 14 0 210 0 0 0 0 0 10 271 1 0 282 13 0 3 0 16508 ITotal Volume 0 795 44 1 840 0 0 0 0 0 39 1053 2 1 1095 33 0 5 0 38 1973 %App.Total 0 94.6 5.2 0.1 0 0 0 0 3.6 96.2 0.2 0.1 86.8 0 13.2 0 PHF .000 .912 .688 .250 .933 .000 .000 .000 .000 .000 .750 .869 .500 .250 .864 .635 .000 .417 .000 .594 ,g97I Cars 0 741 43 1 785 0 0 0 0 0 36 984 2 1 1023 28 0 4 0 32 1840 %Cats 0 93.2 97.7 100 93.5 0 0 0 0 0 92.3 93.4 100 100 93.4 84.8 0 80.0 0 84.2 93.3 Trucks 0 54 1 0 55 0 0 0 0 0 3 69 0 0 72 5 0 1 0 6 133 %Trucks 0 6.8 2.3 0 6.5 - 0 0 0 0 0 7.7 6.6 0 0 6.6 15.2 0 20.0 - 0 15.8 6.7 ' Highland venue Hte 107) Out In Total 1012 785 55 � 1777 74 129 1086 840 1926 43 741 0 1 1 54 0 0 44 795 0 1 Right Thru Left Peds 1 Peak Hour Data 6- } ♦ .ZI �ON 0002 NoM y oro ❑ N100 L � Peak Hour Begins at 07:30 AM c m— 000 00 v ni 3m ' Cars a 000 F.<m Trucks e's 000 0 m0 000 yF � a m om m 47 a a000 ro0ru°—' Z Left Thru Ri hl Peds 36 984 2 3 6-F' 9 0 391 10531 21 1 1 5 1023 1 7 72 1 55 1 800 1095 1895 Out In Total hi,nd Avenue 1 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 ' File Name : Highland Ave @ Main Wal-Mart Driveway - AM Site Code : 08571 Start Date : 5/22/2008 ' Page No : I Groups Printed-Trucks , Highland Avenue(Rte 107) Self-Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Start Left Thru Ri hl Peds ' Time g w°p.raa Len Thru Right Peds. era.rwa Left Thru Rigbl Peds n° reW Left Thru Right Peds p°.rwn [m TOW 07:00 AM 0 9 1 0 10 0 0 0 0 0 2 16 - 0 0 18 1 0 0 0 1 29 07:15 AM 0 0 0 0 '0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 14 0 0 14 0 0 0 0 0 1 13 0 0 14 0 0 0 0 0 28 ' 07:45 AM 0 15 0 0 15 0 0 0 0 0 0 12 0 0 12 4 0 0 0 4 31 Total 0 38 1 0 39 0 0 0 0 0 3. 41 0 0 44 5 0 - 0 0 5 88 08:00 AM 0 11 0 0 11 0 0 0 0 0 1 21 0 0 22 1 0 1 0 2 35 ' 08:15 AM 0 14 1 0 15 0 0 0 0 0 1 23 0 0 24 0 0 0 0 0 39 08:30 AM 0 25 0 0 25 0 0 0 0 0 0 13 0 0 13 1 0 0 0 1 39 08:45 AM 0 20 1 0 21 0 0 0 0 0 1 10 0 0 11 3 0 1 0 4 36 Total 0 70 2 0 72 0 0 0 0 0 3 67 0 0 70 5 0 2 0 7 149 ' Grand Total 0 108 3 0 111 0 0 0 0 0 6 108 0 0 114 10 0 2 0 12 237 Apprch% 0 97.3 2.7 0 0 0 - 0 0 5.3 94.7 0 0 83.3 0 16.7 0 Total% 0 45.6 1.3 0 46.8 0 0 0 0 0 2.5 45.6 0 0 48.1 4.2 0 0.8 0 5.1 ' Highland venue Hte 107) OW In Total ' 118 111 . 229 3 108 0 0 Right Thru Lefl Peds om� ' 0 ~ry J North o �5 m o n 2� c c c o m 5/2212(%18 07:00 AM g m - t m 5/2212008 08:45 AM r o m m �_ s o m C Tucks m0 oD v e ' � 0 m LL wp o= F Left Thru Ri ht Peds 61 1081 01 0 110 114 224 -, Out In Total GPI 61 Spit Brook Road Suite 110 - ' Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway -AM Site Code : 08571 ' Start Date : 5/22/2008 Page No : 2 HighlandAvenue(Rte 107) Self-Storage Driveway - Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound I Northbound Eastbound Start Time Left TM1ru IRight Peds Apr.raa Left i Thru I Right I Peds Ar.ma I Left Thru I Right I Peds I A .Tca I Left I Thru I Right I Peds I Arr.T.., I Im.Tor.i Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 ak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 14 0 0 14 0 0 0 0 0 1 13 0 0 14 0 0 0 0 0 28 07:45 AM 0 15 0 0 15 0 0 0 0 0 0 12 0 0 12 4 0 0 0 4 31 08:00 AM 0 11 0 0 11 0 0 0 0 0 1 21 0 0 22 1 0 1 0 2 35 08:15 AM 0 14 1 0 15 0 0 0 0 0 1 23 0 0 24 0 0 0 0 0 39 otel volume 0 54 1 0 55 0 0 0 0 0 3 69 0 0 72 5 0 1 0 6 133 App,Total 0 98.2 1.8 0 0 0 0 0 4.2 95.8 0 0 83.3 0 16.7 0 PHF .000 .900 .250 .000 .917 .000 .000 .000 .000 .000 1 .750 .750 .000 .000 .750 .313 .000 .250 .000 .375 .853 Highland venue e 107) Out In Total 74 55 129 Right Thru Left Peds 1 Y ' Peak Hour Data �4 N NJ �S O J 0 O � o NprN y 4-2 0l Peak Hour Begins at 07:30 AM 5 o Trucks c5� m v m m a m a Ho o— 1 4, h Left Th RI ht Peds 3 69 0 0 ' 551 72 Out In Total GPI 1 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway -AM , Site Code : 08571 Start Date : 5/22/2008 , Page No : 1 Grou s Printed-Turns - , Highland Avenue(Rte 107) Self-Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Start Left Thru Rf m Peds ' Time g Hr�rd•� Lefl Thru Rfght Peds .,pp.Tn•I Left Thru- Right Peds App Tmtl Le(1Thru Right Peds •w,Twtl Im.Tma� 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 0 0 0 0 0 q Tata] 0 0 0 0 0 0 0 0 0 0 6 0 0 0 6 0 0 0 0 0 6 08:00 AM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 0 08:15 AM- 0 0 0 0 0 0 0 0 0 0 6 1 0 0 7 0 0 0 0 0 7 08:30AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 ] 08:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 - 1 0 0 0 0 0 I Total 0 0 0 0 0 0 0 0 0 0 11 ] 0 0 12 0 0 0 0 0 12 , Grand Total 0 0 0 0 0 0 0 0 0 0 17 1 0 0 18 0 0 0 0 0 I8 Apprch% 0 0 0 0 0 0 0 0 94.4 5.6 0 0 0 0 0 0 Total% 0 0 0 0 0 0 0 0 0 0 94.4 5.6 0 0 100 0 0 0 0 0 H,ghland Avenue e ON In Total ' 0 0 0 0 0 0 0 Right Thru Left Peds 4-'I 1 14 O 1 'a° J LYO o North -'o � m o c� 4-2 0 ' � c r 5/11/2008 07:00 AM o 5. w o f 5/12/2008 08:45 AM o m + �z �5� U-Tums � `m ZOn $0o� mo o- 4, T Ff Left Thru Right Peds 171 1 0 0 6 al ' ON n Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 2 Highland Avenue(Ric 107) Self-Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Start Time Left Thru Right I Peds I .pp.ranI Left I Thru I Right I Peds n .m.i Left I Thru I Right I Peds .row Left I Thru I Right I Peds I APP,Twll Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 eak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 00 0 0 0 2 0 0 0 2 0 0 0 0 0 2 07:45 AM 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 0 0 0 0 0 4 08:00 AM 0 . 0 0 0 0 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 3 08:15 AM 0 0 0 0 0 0 0 0 0 0 6 1 0 0 7 0 0 0 0 0 7 Total Volume 0 0 0 0 0 0 0 0 0 0 15 1 0 0 16 0 0 0 0 0 16 App,Tata] 0 0 0 0 0 0 0 0 93.8 6.2 0 . 0 0 0 0 0 PHF .000 .000 .000 .000 .000 1 000 .000 .000 .000 .000 .625 .250 .000 .000 .571 .000 .000 .000 .000 .000 .571 Highland venue tRte 107) out In Total 00 1 ' 01 01 01 0 h Right Tn Left Pads .� 1 `i Peak Hour Data O o North —o �_m o t' 1 �s g c c • 2 0 v 1O o�, Peak Hour Begins at 07:30 AM g ' m L o m �� m n rc 1 U-Tums c9� m O oo m o� � m m m a mo o— Leh Thru Ri M Peds 151 11 01 0 Out In Total 1 1 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 ' File Name : Highland Ave @ S Wal-Mart Driveway - AM Site Code : 08571 Start Date : 5/21/2008 ' Page No : 1 Groups Printed-Cars-Trucks ' Highland Avenue(Rte 107) Highland Avenue(Rte 107) Southern Wal-Man Driveway Southbound Northbound Eastbound Start Time Thru I Right I Peds A .Total Left Thru Peds A .Total Left Ri ht Peds App. Tetal lnt.Total ' 07:00 AM 0 0 0 0 0 0 0 0 0 4 0 4 4 07:15 AM 0 0 0 0 0 0 0 0 0 5 0 5 5 07:30 AM 0 0 0 0 0 0 0 0 0 3 0 3 3 07:45 AM 0 1 0 1 0 0 0 0 0 8 0 g , Total 0 -10 1 0 0 0 0 0 20 0 20 21 08:00 AM 0 1 0 1 0 0 0 0 0 7 0 7 g 08:15 AM 0 2 0 2 0 0 0 0 0 4 0 08:30 AM 0 0 0 0 0 0 0 0 0 5 0 5 5 08:45 AM 0 0 0 0 0 0 0 0 0 10 0 10 10 Total 0 3 0 3 0 0 0 0 0 26 0 26 29 Grand Total 0 4 0 4 0 0 0 0 0 46 0 46 50 , Apprch% 0 100 0 0 0 0 0 100 0 Total% 0 8 0 8 0 0 0 0 0 92 0 92 Can 0 4 0 4 0 0 0 0 0 43 0 43 47 %Cars 0 100 0 100 0 0 0 0 0 93.5 0 93.5 94 ' Trucks 0 -00 11 0 0 0 0 0 3 0 3 3 %Trucks 0 0 0 0 0 0 0 0 0 6.5 0 6.5 6 Highland venue , Out In Total ja4 4 ' 4 0 0 0 0 0 Rightd 0 0 ' Tlvu Peds ZAa n T b o00 ' North wnm c a o <"'v 5/21'20080 2008 07:00 AM o� 5121/200808:45 AM ' m p y eoo 00o Cars E 5� - Trucks 0 2 'o T Left Thm Peds 'T��43 466 Out In Total ' GPI 61 Spit Brook Road Suite 110 ' Nashua,NH.03060 File Name : Highland Ave @ S Wal-Mart Driveway - AM Site Code : 08571 Start Date : 5/21/2008 Page No : 2 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Southern Wal-Merl Driveway Southbound Northbound Eastbound Start Time Thru I Right I Peds App.7foull Left I Thrul Peds I App.Total I Left I Right I Pedsl App.Toul I Int.Total Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 �eak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 0 0 0 0 3 0 3 3 07:45 AM 0 1 0 1 0 0 0 0 0 8 0 8 9 08:00 AM 0 1 0 1 0 0 0 0 0 7 0 7 8 ' 08:15 AM 0 2 0 2 0 0 0 0 0 4 0 4 6 Total Volume 0 4 0 4 0 0 0 0 0 22 0 22 26 %App.ToW 0 100 0 0 0 0 0 100 0 PHF .000 .500 .000 .500 .000 .000 .000 .000 .000 .688 .000 .688 .722 ' Can 0 4 0 4 0 0 0 0 0 22 0 22 26 %Cars 0 100 0 100 0 0 0 - 0 0 100 0 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 %Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 ' Highland venue e 107) Out In Total 0 4 4 ' 0 4 4 40 0 0 0 0 ' 0 Int 0 RThru Peds � 1 ' Peak Hour Data �6 D 1 North Y N O N Peak Hour Begins a107:30 AM Cars E�000 000 Trucks a 50 a 0 1 ' Left Th Peds 0 0 0 0 0 0 ' 0 0 0 22 0 22 22 0 22 �. ' ON In Total GPI 1 61 Spit Brook Road Suite 110 Nashua,NH.03060 1 File Name : Highland Ave @ S Wal-Mart Driveway - AM Site Code : 08571 Start Date : 5/21/2008 1 Page No : 1 Groups Printed-Trucks 1 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Southern Wal-Mart Driveway Southbound Northbound Eastbound Start Time Thru Right Peds App.Total LeftThru Peds App.Total Left I Right I Peds App.Total ]ni.Total 1 07:00 AM 0 0 0 0 0 0 0 0 0 1 0 1 1 07:15 AM 0 0 0 0 0 0 0 0 0 '2 0 2 2 07:30 AM 0 0 0 0 0 0 0 0 _ 0 0 0 0 0 07:45 AM 0 0 0 0 0 - 0 0 0 0 0 0 - 0 0 1 Total 0 0 0 0 0 0 0 0 0 3 0 3 3 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 AM 0 0 0 0 0 0 0 0. 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 _00 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 3 0 -3 3 1 Apprch% 0 0 0 0 0 0 0 100 0 Total% 0 0 0 . 0 - 0 0 0 0 0 100 0 100 Highland venue 1 Out In Total 0 Fol 0 0 1Rightt Thru Peds . � 1 1 1 TNS � NOM Y n rc + 5/21/2008 0700 AM - 1 5/21/2008 08:45 AM - 0 E 5� a Tnxks O a 'o 1 1 Lett Thru Peds 1 0 0 0 Harland Ay,n,,fRte 1071 1 Our In Total 1 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ S Wal-Mart Driveway - AM Site Code' : 08571 Start Date : 5/21/2008 Page No : 2 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Southern Wal-Mart Driveway Southbound Northbound - Eastbound Start Time Thru I Right I Peds 1 App.Total I Left I Thru I Peds I App.Total Left I Right I Peds App.Total I Int.Total ak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of I alk Hour for Entire lntersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 OS:ISAM 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 App.Total 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Highland venue e 107) Out In Total 0 F-01 ' 0 0 Rightt Thru Peds' Peak Hour Data 1 Tq0 11 �~� O o �� North z o Peak Hour Begins at 07:30 AM m ¢ 1 o m Trucks 0 a t5 0 ' Leh Thru Peds 0 0 0 O0 O Out In Total GPI 61 Spit Brook Road Suite 1 10 Nashua,NH.03060 File Name : Highland Ave @ Meineke Driveway - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 1 Groups Printed-Cars-Trucks Highland Avenue Highland Avenue Meineke Driveway Southbound Northbound Eastbound Start Time Thru Ri ht Peds App.Total Left Thru Peds App.Total Left I Right Peds App.Total Int.Total , 07:00 AM 0 1 0 1 0 203 0 203 0 0 0 0 204 07:15 AM -0 0 0 0 0 228 0 228 0 - 0 0 - 0 228 07:30 AM 0 0 0 0 0 170 0 170 0 0 0 0 170 07:45 AM 0 3 0 3 0 335 0 335 0 0 0 0 338 Total 0 4 0 4 0 936 0 936 0 0 0 0 940 08:00 AM 3 4 0 7 0 292 0 292 0 3 0 3 302 08:15 AM 0 4 0 4 0 287 0 287 0 1 0 1 292 08:30 AM 0 3 0 3 0 277 0 277 0 2 0 2 282 08:45 AM 0 2 0 2 0 267 0 267 0 2 0 2 - 271 Total 3 13 0 16 0 1123 0 1123 0 8 0 8 1147 Grand Total 3 17 0 20 0 2059 0 2059 0 8 0 8 2087 ' Apprch% 15 85 0 -0 100 0 0 100 0 - Total% 0.1 0.8 0 1 0 98.7 0 98.7 0 0.4 0 0.4 Can 0 17 0 17 0 1912 0 1912 0 8 0 8 1937 %Can 0 100 0 85 0 92.9 0 92.9 0 100- 0 100 92.8 Trucks 3 0 63 0 147 0 - 147 0 0 0 0 150 %Trucks 100 0 0 15 0 7.1 0 7.1 0 0 0 0 7.2 Highland venue out In Total , Y059 20 2079 17 0 0 0 3 0 7 3 0 Rilght Thru Peds ~ 1 TonN O N OOOY No th v c m o m m o m t 5/2212008 07:00 AM d rc 5/22/200808:45 AM Cars 25 m Trucks Oo u Left Thru Peds 0 1912 0 0 147 0 01 2059 0 1912 r 19-20] 147 11 2059 200 Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Meineke Driveway - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 2 Highland Avenue Highland Avenue Meineke Driveway Southbound Northbound Eastbound Start Time Thru Right I Peds I App.Total I Left Thru Peds I App.Total I Left I Ri ht I Peds I App.Total I Int.Total Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 ak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 170 0 170 0 0 0 0 170 07:45 AM 0 3 0 3 0 335 0 335 0 - 0 0 0 338 08:00 AM 3 4 0 7 0 292 0 292 0 3 0 3 302 08:15 AM 0 4 0 4 0 287 0 287 0 1 0 1 292 Total Volume 3 11 0 14 0 1084 - 0 1084 0 4 0 4 1102 A .Total 21.4 78.6 0 0 too 0 0 100 0 PHF .250 .688 .000 .500 .000 .809 .000 .809 .000 .333 .000 .333 .815 Can 0 11 0 II 0 1005 0 1005 0 - 4 0 4 1020 Can 0 100 0 78.6 0 92.7 0 92.7 0 100 0 100 92.6 'Lucks 3 0 0 3 0 79 0 79 0 0 0 0 82 Trucks 100 0 0 21.4 0 7.3 0 7.3 0 0 0 0 7.4 Highland venue Out In Total 1094 14 1098 11 0 0 0 3 0 ht 3 0 Right Thru Peds 4'I 1 Peak Hour Data mNoin 1 �f OOOm North Peak Hour Begins at 0730 AM m c a i Cars Trucks O41 � u Left Thru Peds 0 1005 0 0 79 0 o toe4 0 ` 31005 7009 3 79 81 7 1084 1t91 al Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Meineke Driveway - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 1 Groups Printed-Trucks Highland Avenue Highland Avenue Meineke Driveway Southbound Northbound Eastbound Start Time Thru Right Peds App.Total Left Tkru Peds A .Total Left Ri ht Peds A .Total Int Total 07:00 AM 0 0 0 0 0 16 0 16 0 0 0 0 16 07:15 AM 0 0 0 0 0 21 0 21 0 0 0 0 21 07:30 AM 0 0 0 0 0 14 0 14 0 0 0 0 14 07:45 AM 0 0 0 0 0 19 0 19 0 0 0 0 19 Total 0 0 0 0 0 70 0 70 0 0 0 0 70 08:00 AM 3 0 0 3 0 19 0 - 19 0 0 0 0 22 08:15 AM 0 0 0 0 0 27 0 27 0 0 0 0 27 08:30 AM 0 0 0 0 0 15 0 15 0 0 0 0 15 08:45 AM 0 0 0 0 0 16 0 16 0 0 0 0 16 Total 3 0 0 3 0 77 0 77 0 0 0 0 80 Grand Total 3 0 0 3 0 147 0 147 0 0 0 0 150 ApprcIt% 100 0 0 - 0 100 0 0 0 0 Total% 2 0 0 2 0 98 0 98 0 0 0 0 Highlarid Avenue Out In Tolal 4] 3 150 0 3 0 Riehl Thru Petls 4'! 1 _o =s 1 � Nonh 0 o ° of 5/22/2008 07:00 AM c 5/27J2000 OB:dS AM m 0.5 Trucks el 6 Th Peds 0 147 0 147 Total Out I1 Total 1 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Meineke Driveway- AM Site Code : 08571 Start Date : 5/22/2008 Page No : 2 Highland Avenue Highland Avenue Meineke Driveway Southbound Northbound Eastbound Start Time Thru I Right I Peds I App.Total I Left Thru I Peds I App.Total ILeft Right Peds App.Total Int.Total Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 �eak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 14 0 14 0 0 0 0 14 07:45 AM 0 0 0 0 0 19 0 19 0 0 0 0 19 08:00 AM 3 0 0 3 0 19 0 19 0 0 0 0 22 08:15 AM 0 0 0 0 0 27 0 27 0 0 0 0 27 Total Volume 1 3 0 0 3 0 79 0 79 0 0 0 0 82 App.Total 100 0 0 0 100 0 0 0 0 PHF .250 .000 .000 .250 .000 .731 .000 .731 .000 .000 .000 .000 .759 ill ig a venue Out In Total 79 1 3 1 82 0 3 0 Right Thru Peds � 1 Peak Hour Data _o * T � NOM > o a of Hour Begins at 07:30 rc �, c o n Trucks 0 m O a 47 T � Left Th Peds 0 79 0 3 79 B2 Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name Highland Ave @ Fays Ave - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 1 Groups Printed-Cars-Trucks Highland Avenue(Rte 107) Highland Avenue(Rte 107) Fays Avenue Southbound Northbound Eastbound Start Time Thru Ri ht Peds A .Total Left Thru Peds A .TotalLeft I RightRightl Peds I App.Tout Int.Total 07:00 AM 189 3 0 192 6 206 0 212 9 14 0 23 427 07:15 AM 234 4 0 238 11 192 0 203 7 16 0 23 464 07:30 AM 222 5 0 227 7 244 0 251 15 10 1 26 504 07:45 AM 210 4 0 214 12 296 0 308 12 10 1 23 545 Total 855 16 0 871 36 938 0 974 43 $0 2 95 1940 08:00 AM 203 11 3 217 5 262 0 267 13 10 0 23 507 08:15 AM 213 7 0 220 5 247 1 253 12 4 0 16 489 08:30 AM 202 5 0 207 6 245 0 251 17 5 0 22 480 08:45 AM 196 5 0 201 6 242 0 248 11 8 0 19 468 Total 814 28 3 845 22 996 1 1019 53 27 0 80 1944 Grand Total 1669 44 3 1716 58 1934 1 1993 96 77 2 175 3884 Apprch% 97.3 2.6 0.2 2.9 97 0.1 54.9 44 1.1 Total% 43 1.1 0.1 44.2 1.5 49.8 0 51.3 2.5 2 0.1 4.5 Cars 1553 41 3 1597 55 1801 1 1857 94 77 2 173 3627 %Cars 93 93.2 t00 93.1 94.8 93.1 100 93.2 97.9 100 100 98.9 93.4 Trucks 116 3 0 119 3 133 0 136 2 0 0 2 257 %Trucks 7 6.8 0 6.9 5.2 6.9 0 6.8 2.1 0 0 1.1 6.6 Highland venue e OuI In - Total 2030 1716 3796 I 41 1553 3 3 116 0 44 hru 3 Right Thru Peds - 1 �ommn + pN N F N tD m mss North 5/22/2008 07:00 AM E i 5122/200808:45 AM m onbN NON (ars � a Trucks 4� T 1 Left Thru Peds T9 ; 1630 16 7 1741161 136 9 ON In Total '' ■ GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Fays Ave - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 2 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Fays Avenue Southbound Northbound - Eastbound Start Time I Thin I Right I Peds j App. Left Thru I Peds Ipp.Total Left sugar I Peds I App.Total Int.Total Peak Hour Analysis From 07:30 AM to 08:15 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM _ 07:30 AM 222 5 0 227 7 244 0 251 15 10 1 26 504 07:45 AM 210 4 0 214 12 296 0 308 12 10 1 23 545 08:00 AM 203 11 3 217 5 262 0 267 13 10 0 23 507 08:15 AM 213 7 0 220 5 247 1 253 12 4 0 16 489 Total Volume 848 27 3 878 29 1049 1 1079 52 34 2 88 2045 %App.Total 96.6 3.1 - 0.3 2.7 97.2. 0.1 59.1 38.6 2.3 PHF .955 .614 .250 .967 .604 .886 .250 .876 .867 .850 .500 .846 .938 Can 788 26 3-w 28 977 - 1 1006 51 34 2 87 1910 %Can 92.9 96.3 100 93.1 96.6 93.1 100 93.2 98.1 100 100 98.9 93.4 Trucks 60 1 0 61 1 72 0 73 1 0 0 1 135 %Trucks 7.1 3.7 0 6.9 3.4 6.9 0 6.8 1.9 0 0 1.1 6.6 Highland venue e 107) Out In Total 1'� tt01 878 .1979 26 700 3 1 60 0 ht 646 3 Right Thlou Peds 1'I 1 Peak Hour Data of NC� North ill] � nm�m .- E eovq.-� LTC,.=- 4-] �N�oLftThou Peds T079 r 82228 6033 862 ON n Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 � File Name : Highland Ave @ Fays Ave - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 1 Groups Printed-Trucks Highland Avenue(Rte 107) - Highland Avenue(Rte 107) Fays Avenue Southbound Northbound Eastbound Start Time Thru Right Peds A .Total Left Thru Peds A .Total Left Right I Peds App.Total 07:00 AM 10 2 0 12 0 19 0 19 1 0 0 1 32 07:15 AM 6 0 0 6 1 17 0 18 0 0 0 0 24 07:30 AM 18 0 0 18 0 10 0 10 0 0 0 0 28 07:45 AM 10 0 0 10 1 20 0 21 0 0 0 0 31 ' Total 44 2 0 46 2 66 0 68 ] 0 0 1 115 08:00 AM 13 1 0 14 0 21 0 21 1 - 0 0 1 36 08:15 AM 19 0 0 19 0 21 0 21 0 0 0 0 40 08:30 AM 19 0 0 19 0 10 0 10 0 0 0 0 29 08:45 AM 21 0 0 21 1 15 - 0 16 0 0 0 0 37 Total 72 1 0 73 1 67 0 68 1 0-0 1 142 Grand Total 116 3 0 199 3 133 0 136 2 0 0 2 257 Appmb% 97.5 2.5 0 2.2 97.8 0 100 0 0 Total% 45.1 1.2 0 46.3 1.2 51.8 0 52.9 0.8 0 0 0.8 Highland venue e - Out In Total 35119 254 3 116 0 ' Right Thru Peds - fJ or c °E of 5222OD07:00 AM m � 5/122/12(N18 08:45 AM 5� u Tucks O Len Thru Peds �il-36 Total - ON In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Fays Ave - AM Site Code : 08571 Start Date : 5/22/2008 Page No : 2 Highland Avenue(Rte 107) .Highland Avenue(Rte 107) Fays Avenue Southbound Northbound Eastbound Start Time I Thru I Right I Pedal App.Tmall Left I Thrul Peds I App.Total I Left I Right I Peds I App.Total I In Total �eak Hour Analysis From 07:30 AM to 08:15 AM-Peak]of 1 eak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 18 0 0 18 0 10 0 10 0 0 0 0 28 07:45 AM 10 0 0 10 1 20 0 21 0 0 0 0 31 08:00 AM 13 1 0 14 0 21 0 21 1 0 0 1 36 08:15 AM 19 0 0 19 0 21 0 21 0 0 0 0 40 Total Volume 60 1 0 6] 1 72 - 0 73 1 0 0 1 ]35 App.Total 98.4 1.6 0 - 1.4 98.6 0 - 100 0 0 PHF .789 .250 .000 .803 .250 .857 .000 .869 .250 .000 .000 .250 .gqq Highland venue ¢ Out In Total 73 61 134 _ 1 60 0 Right Thru Peds Peak Hour Data "vs T NorN Peak Hour Begins at 07:30 AM, p a Trucks 'ry n O r Left Thr, Pads 1 72 0 731-337 Out In Total i GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Ravenna-Barnes - PM°J Site Code : 08571 Start Date : 5/27/2008 Page No : 1 Grou s Printed-Cars-Trucks-Turns Highland Avenue(RIe 107) Barnes Road Highland Avenue(Rte 107) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Left Thru Right Peds r � Time •rr Ta•r Left Thru AIgM Pede �r.rata Lefl Thru Right raa Left Thru Alght Peds Ayg Tea lm.Tuts 04:00 PM 10 251 3 0 264 I 0 4 0 5 2 225 I - 0 228 5 0 5 0 10 507 04:15 PM 11 246 3 0 260 3 2 3 0 8 1 215 0 0 216 5 1 6 0 12 496 04:30 PM 22 272 1 0 295 1 0 5 0 6 1 270 2 0 273 9 0 6 0 15 589 , 04:45 PM 20 268 3 0 291 0 0 4 0 4 7 267 2 0 276 6 0 1 0 7 578 Total 63 1037 10 0 1110 5. 2 16 0 23 I1 977 5 0 993 25 1 18 0 44 2170 05:00 PM 14 303 7 0 324 0 0 4 0 4 3 300 4 0 307 5 0 1 0 6 05:15 PM 16 263 3 0 282 1 0 9 0 10 2 299 00 30] 8 0 1 0 9 641 05:30 PM 12 262 3 0 277 0 0 6 0 6 4 269 5 0 278 7 0 3 05:45 PM 13 259 2 0 274 4 0 3 0 7 4 257 1 0 262 2 0 0 10 571 Total 55 1087 15 0 1157 5 0 22 0 27 ]3 ]125 ]0 0 1148 22 0 4 0 6 549 9 0 75 2363 GrandTota] ]18 2124 25 0 2267 10 2 38 0 50 24 2102 IS 0 2141 47 1 27 0 75 4533 APPmh% 5.2 93.7 1.1 0 20 4 76 0 1.1 98.2 0.7 0 62.7 1.3 36 0 Total% 2.6 46.9 0.6 0 50 0.2 0 0.8 0 1.1 0.5 46.4 0.3 0 47.2 1 006 0 1.7 49 %Cars 69.5 9Can 82 078 100 0 96.4 90 100 100 0 98 87.5 2098 931.3 0 9799 9 46 101 100 0 98 7 99.1 Trucks 4 43 0 0 47 1 0 0 0 1 0 40 1 0 41 ] 0 0 0 I %Tracks 3.4 2 0 0 2.1 10 0 0 0 2 0 1.9 6.7 0 1.9 2.1 0 0 0 90 U-Tums 32 3 0 0 35 0 0 0 0 1.3 2 0 3 2 0 0 5 0 0 0 0 0 .9 U-Tums 27.1 0.1 0 0 1.5 0 0 0 0 0 12.5 0.1 0 0 0.2 0 0 0 0 0 0.9 Ig a venue a Out I1 Total 2141 2185 4328 41 47 88 2 35 37 2187 2267 445q 25 2078 82 0 0 43 4 0 0 3 32 0 25 2124 1111 0 Right Thru Left Peds n�nm meson `CN * ry a OF F Q.- ? A mood+" uu mO North arrrn.r' > o n o h F-♦' ff5/27/2DD8 mm`c S-v o .n nporvc�'rnr -y M 4:00 Pov oo o mv oo'oa- ,om95:45 PM ks O v o 1 O O o O Y N Q m Left Thru Ri ht Pods 21 2060 14 0 0 40 1 0 3 2 0 0 24 2102 15 0 - 2114 2161 210487 r43102 ' GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Ravenna—Barnes - PM Site Code : 08571 Start Date : 5/27/2008 Page No : 2 Highland Avenue(Rte 107) Barnes Road Highland Avenue(Rte 107) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Time Left I Thru Right J Peds �,.>w,r Left I Thru I Right I Peds I A,T—I Left Thru I R7Peds Peak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 - aht •r>�T••� Left Thru wgnt Peds All m,Tew eak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 22 272 1 0 295 1 0 5 0 6 1 270 2 0 273 9 0 6 0 15 589 04:45 PM 20 268 3 0 291 0 0 4 0 4 7 267 2 0 276 6 0 1 0 7 05:00 PM 14 303 7 0 324 0 0 4 0 4 3 300 4 0 307 5 0 1 0 6 578 05:15 PM 16 263 3 0 282 1 0 9 0 ]0 2 299 0 0 301 g 0 1 641 Taal VolurrK 72 ]106 ]4 0 ]]92 2 0 22 0 24 13 1136 8 0 ll57 28 0 9 0 9 602 App.Total 6 92.8 1.2 0 8.3 0 91.7 0 1.1 98.2 0.7 0 75.7 0 24.3 0 37 2410 PHF .818 .081 - .500 .000 .920 .500 .000 .611 .000 .600 .469 .947 .500 .000 .942 .778 .000 .375 .000 .617 .940 Cars 44 1081 14 0 1139 2 0 22 0 24 12 1117 8 0 1137 28 0 9 0 37 2337 %Can 61.1 97.7 100 0 95.6 100 0 100 0 100 92.3 98.3 100 0 98.3 100 0 100 0 100 97.0 Trucks 1 22 0 0 23 0 0 0 0 0 0 17 0 0 17 0 0 0 0 0 %Trucks 1.4 2.0 0 0 1.9 0 0 0 0 0 0 1.5 0 0 1.5 0 0 0 40 U-Tums 27 3 0 0 30 0 0 0 00 1 2 0 0 3 0 0 0 0 0 0 0 33 %U-Tums 37.5 0.3 0 0 2.5 0 0 0 0 - - 0 7.7 0.2 0 0 0.3 0 0 0 0 0 1.4A ig a venue e ON In Total 1167 11392306 17 23 40 2 30 32 1186 1192 2376 14 1081 44 0 0 22 0 0 3 27 0 14 1106 '72 0 �. R ht Thru Left Pads Peak Hour Data norma ryooro Rp + m ]~ O �J.J ?NOON WN N c 00002 North ov�N Pe=Beginsat Hour 4—?-CaTruU-T �SNOON d Q 0000 O_ d d P V+ d rn 0000 �'— i 4, Lefl Thru Ri M eo 12 1117 8 0 0 n 0 0 1 2 0 0 13 1136 8 0 - 1092 1137 r2F1274S 22 17 31117 1157 Oul In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Ravenna_Bames - PM Site Code : 08571 Start Date : 5/27/2008 Page No : ] Groups Printed-Cars-Trucks Avenue(Rte 107) Barnes Road Highland Avenue(Rte 107) Ravenna Avenue Southbound Westbound Northbound Eastbound 3j;Hjighland Thru Ai ht Peds g Mo-Ta•� 1.¢ft Thru AfgM Peds pP.rre Left Thru Rigbt Peds •as.r.ui E¢Tt Thru Righl Peds ♦°r.raa Int.Tomi 04:00 PM 10 251 3 0 264 1 0 4 0 - 5 2 225 1 0 228 5 0 5 0 - 10 507 04:15 PM 11 246 3 0 260 3 2 3 0 8 1 215 0 0 216 5 1 6 0 -12 496 04:30 PM 11 272 1 0 284 1 0 5 0 6 1 270 2 0 273 9 0 6 0 15 578 , 04:45 PM 12 266 3 0 281 0 0 4 0 4 6 265 2 0 273 6 0 1 0 7 565 Total 44 1035 10 0 1089 5 2 16 0 23 10 975 5 0 990 25 1 18 0 44 2146 - 05:00 PM 11 303 7 0 321 0 0 4 0 4 3 300 4 0 307 5 0 1 0 6 638 05:15 PM 11. 262 3 0 276 1 0 9 0 10 2 299 0 0 301 8 0 1 0 9 596 05:30 PM 10 262 3 0 275 0 0 6 0 6 3 269 5 0 277 7 0 3 0 10 568 05:45 PM 10 259 2 0 271 4 0 3 0 7 3 257 1 0 261 2 0 4 0 6 545 Total 42 1086 15 0 1143 5 0 22 0 27 11 1125 10 0 1146 22 0 9 0 31 2347 Grand Total 86 2121 . 25 0 2232 10 2 38 0 50 21 2100 15 0 2136 47 1 27 0 75 4493 Apprch% 3.9 . 95 1.1- 0 20 4 76 0 ] 98.3 0.7 0 62.7 1.3 36 0 Total% 1.9 47.2 0.6 0 49.7 0.2 0 0.8 0- 1.1 0.5 -46.7 0.3 0 47.5 1 0 0.6 0 1.7 Can 82 2078 : 25 0 2185 9 2 38 0 49 21 2060 14 0 2095 46 1-27 074 4403 %Cars 95.3 98 100 0 97.9 90 100 100 0 98 100 98.1 93.3 0 98.1 97.9 100 100 0 98.7 98 Trucks 4 43 0 0 47 1 0-0o 1 0 40 1-0 41 1 0 0 0 - 1 90 %Trucks 4.7 2 0 0 2.1 10 0 0 0 2 0 1.9 6.7 0 1.9 2.1 0 0 0 1.3 2 i9 an venue e Out In Total W2121B6 7000 Right Thru Left Peds J .- NorM ^mom NmmS ' � c^'^ -f cm ry o n 5227/2004-055PM Nr I� m mom 5'r Trucks o m O o0o ti a o 00o nmim'md T F Left Thru Ri ht Peds 21 2060 74 0 0 40 7 0 21 2100 15 0 2158 21036 441 294 Out In Total , r GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Ravenna Barnes - PM Site Code : 08571 Start Date : 5/27/2008 Page No : 2 Highland Avenue(Rte 107) Barnes Road Highland Avenue(Rte 107) Ravenna Avenue Southbound Westbound Northbound - Eastbound Start Time Left I Thru I RigAt I Peds I npp.Tn.i L¢R Thru Right Peds .Twu Left Thru AIgAt Peds ,yr.Te,., Left Thru Rigbt Peds yr.mn 1nL Tom Peak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 eak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 11 272 1 0 284 1 0 5 0 6 1 270 2 0 273 9 06 0 15 578 04:45 PM 12 266 3 0 281 0 0 4 0 4 6 265 2 0 273 6 0 1 0 7 565 05:00 PM 11 303 7 0 321 0 0 4 0 4 3 300 4 0 307 5 0 1 0 6 638 05:15 PM 11 262 3 0 276 1 0 9 0 10 2 299 0 0 301 8 0 1 0 9 596 Total Volume 45 1103 14 0 1162 2 0 22 0 24 —T2--1134 8 0 1154 28 0 9 0 37 2377 %App.Total 3.9 94.9, 1.2 0 8.3 0 91.7 0 1 98.3 0.7 0 75.7 0 24.3 0 PRF .938 .910 .500 .000 .905 .500 .000 .611 .000 .600 .500 .945 :500 .000 .940 .778 .000 .375 .000 .617 .931 Cats 44 1081 14 0 1139 2 0 22 0 24 12 1117 8 0 1137 28 0 9 0 37 2337 %Cars 97.8 98.0 100 0 98.0 100 0 100 0 100 100 98.5 100 0 98.5 100 0 100 0 100 98.3 Trucks 1 22 0 0 23 0 0 0 0 0 0 17 0 0 17 0 0 0 0 0 40 %Trucks 2.2 2.0 0 0 2.0 0 0 0 0 0 0 1.5 0 0 I.5 0 0 0 0 0 1.7 I, Highland venue e Out In Total If17 W 1167 113 23Z Right Thru Left Peds Peak Hour Data T F W O W ry O N J� A N N 000 NorthyNON wJN0 O n 4_ c^t m ti2� Peak Hour Begins at 04:30 PM 2 000 _� WOWE - u o-r Cars r a o n Trucks d N O N Q 0 0 0 y - O O O 4, T r Leh Thru Right Peds 12r111780121092171ntal Out In Total Gln 1 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Ravenna_Bames - PM Site Code : 08571 Start Date : 5/27/2008 Page No : 1 Grou s Printed-Trucks Highland Avenue(RteF107) Barnes Road Highland Avenue(Rte 107) Ravenna Avenue Southbound Westbound NorthboundEastbound Start Left Thru Rf ht Peds Time g Left Thru RIgM Peds •er.rmi Left Thru Right Peds erc.r„„ Left Thru Right Peds µe,r„. tnr.raw 04:00 PM 0 6 0 0 6 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 12 . 04:15 PM 1 4 0 0 5 0 0 0 0 0 0 8 0 0 8 1 0 0 0 1 14 04:30 PM 0 7 0 0 7 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 12 04:45 PM 0 5 0 0 5 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 7 Total 1 22 0 0 23 0 0 0 0 0 0 21 0 0 21 1 0 0 0 1 45 05:00 PM 1 4 0 0 5 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 9 05:15 PM 0 6 0 0 -6 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 12 05:30 PM 1 7 0 0 8 0 0 0 0 0 0 3 1 0 4 0 0 0 0 05:45 PM ] 4 - 0 0 5 1 0 0 0 1 0 6 0 0 6 0 0 0 0 0 12 Total 3 21 0 0 24 1 0 0 0 1 0 19 1 0 20 0 0 0 0 0 45 Grand Total 4 43 0 0 47 1 0 0 0 ] 0 40 1 0 41 1 0 0 0 1 90 Apprch% 8.5 91.5 0 0 too 0 0 0 0 97.6 2.4 0 100 0 0 0 Total% 4.4 47.8 0 0 52.2 1.1 0 0 0 L] 0 44.4 1.1 0 45.6 1.1 0 0 0 1.1 Highland venue e 107) ON In Total 41 47 0 43 4 0 Right Thru Left Peds O � C o F—f North sn— m f—� c! c 5/27/2008 04:00 PM —3 C L m 5/27/2008 0545 PM r 5� o Trucks s w o - Leftht Peds1 0 05 ON In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Ravenna Barnes -PM Site Code : 08571 Start Date : 5/27/2008 Page No : 2 Highland Avenue(Rte 107) Barnes Road Highland Avenue(Rte 107) Ravenna Avenue Southbound Westbound Northbound Eastbound Star)Time Left Thru Right Peds wrr.r.a Lefl Thru Right Peds ww Ta., Left Thru. Right Peds wrr.Tan Left Thru Right Peds wr.T..n Im.rmvl Peak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of] eak Hour for Entire intersection Begins at 04:30 PM 04:30 PM 0 7 0 0 7 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 12 04:45 PM 0 5 0 0 5 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 7 05:00 PM 1 4 0 0 5 0 0 0 0, 0 0 4 0 0 4 0 0 0 0 0 9 05:15 PM 0 6 0 0 6 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 12 Total Volume 1 22 0 0 23 0 0 0 0 0 0 17 0 0 17 0 0—0 () 0 40 App.Tow] 4.3 95.7 0 0 0 0 0 0 0 100 0 0 0 0 0 0 PHF .250 .786 .000 .000 .821 .000 .000 .000 .000 .000 .000 .708 .000—.000 .708 .000 .000 .000 .000 .000 .833 III HighIOM Avenue Hie 1U7) Out In Total 1723 1 40 0 22 1 0 RigM Thru Left Peds � 1 LO J *6 0 0 Peak Hour Data F JJ ? = O o o � 0 2 NTorth �2v 20 3 � o Peak Hour Begins at 04:30 PM —w m o E i Trucks 5 � O� o a n �dm Left Thou Ri ht Peds 17 0 0 0 22 7 Outland al In Total GPI 1 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Ravenna Barnes -PM Site Code : 08571 Start Date : 5/27/2008 Page No : 1 Groups Prin ed-Turns Highland Avenue(Rte 107) Barnes Road Highland Avenue(Rte 107) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Left Thru RIM Peds Time g Nv.*un Left Thru Right Peds wrr.ran Left Th,. Right Peds wvr�*�•� Left Thru RigM1t Pedspr.run rnr row 04:00 PM 0 0 0 - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 11 0 0 0 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 04:45 PM 8 2 0 0 10 0 0 0 0 0 1 2 0 0 3 0 0 0 0 0 13 Total 19 2 0 0 21 0 0 0 0 0 1-2U 0 3 0 0 0 0 0 24 05:00 PM 3 0 0 0 3 00 0 0 0 0 0 0 0 0 0 0 0 0 0 3 05:15 PM 5 1 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 05:30 PM 2 0 0 0 2 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 3 05:45 PM 3 0 0 0 3 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 4 Total 13 1 0 0 14 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 16 Grand Total 32 3 0 0 35 0 0 0 0 0 3 2 0 0 S 0 0 0 0 0 40 Apprch% 91.4 8.6 0 0 0 0 0 0 60 40 0 0 0 0 0 0 Total% 80 7.5 0 0' 87.5 0 0 0 0 0 7.5 5 0 0 12.5 0 0 0 0 0 Highland venue a �. Out In Total _ 21 35 37 0 3 32 0 R In Thlru Left Peds 1 14 m� oJJ �p O F o Nonh ro F 1 c c o.. 5/27/2008 0400 PM u m L 5/2]/200 U-Tums 8 05:45 PM o m O 5 � m d mo Nm T r� Leh Thru Right Peds 31 21 0 0 5 �e Out In Total GPI 61 Spit Brook Road Suite 110 � Nashua,NH.03060 — File Name : Highland Ave @ Ravenna Barnes - PM Site Code : 08571 Start Date : 5/27/2008 Page No : 2 Highland Avenue(Rte 107) Barnes Road Highland Avenue(RIe 107) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Time I Left I Theo Right Peds ♦ r.a Left Thru I Right I Peds •w.rwa Leh Thru Right Peds w .rau Lefl Thru Right Peds w .raa lnt.Tout Peak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 eak04 Hour for Entire Intersection Begins at 04:30 PM 30 PM 11 0 0 0 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 04:45 PM 8 2 0 0 10 0 0 0 0 0 1 2 0 0 3 0 0 0 0 0 13 05:00 PM 3 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 All 05:15 PM 5 1 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 '/otil volume 27 3 0 0 30 0 0 0 0 0 1 2 0 0 3 0 0 0 0 0 333 a App.Total 90 10 0 0 0 0 0 0 33.3 66.7 0 0 0 0 0 0 PUT .614 .375 .000 .000 .682 '.000 .000 .000 .000 .000 1 .250 .250 .000 .000 .250 .000 .000 .000 .000 .000 .635 Highland venue JRte 107) ON In Total 30 32 Right t 3 0 Thin Left lfl Peds Peak Hour Data 0 �m� Ff � �o �O o North i o Fc Peak Four Begins a104:30 PM $� U-Tums rao o O o �o d N Q � +, T F* Left Thru Right Peds I 11 2 0 0 3 Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Olde Village Dr- PM Site Code : 08571 Start Date : 5/21/2008 Page No : 1 Groups Printed-Cars-Trucks-Turns Highland Avenue(Rte 107) Highland Avenue(Rte 107) Olde Village Drive Southbound Northbound Eastbound Start Time Thru Ri ht Peds A .Total Left Thru Peds A .ToGI Left Right Peds App.Total Int.Total ' 04:00 PM 260 11 1 278 9 222 0 231 23 2 0 25 534 04:15 PM 270 14 0 284 11 229 0 240 21 5 0 26 550 04:30 PM 205 21 0- 226 12 248 1 261 IB 2 0 20 507 04:45 PM 287 20 0 307 9 223 0 232 19 5 0 24 563 ' Total 1022 72 1 1095 41 922 1 964 81 14 0 95 2154 05:00 PM 277 15 0 292 11 202 1 214 28 4 0 32 538 05:15 PM 255 15 0 270 8 236 0 244 20 3 0 23 537 05:30 PM 261 19 0 280 10 233 1 244 21 4 0 25 549 05:45 PM 280 24 0 304 8 235 1 244 25 3 0 28 576 - Total 1073 73 0 1146 37 906 3 946 94 14 0 108 2200 Grand Total 2095 145 1 2241 78 1828 4 1910 175 28 0 203 4354 Approh% 93.5 6.5 - 0 4.1 95.7 0.2 86.2 13.8 0 Total% 48.1 3.3 0 51.5 1.8 42 0.1 43.9 4 0.6 0 4.7 Can 2057 145 1 2203 64 1797 4 1865 17] 28 0 199 4267 %Cars 98.2 100 100 98.3 82.1 98.3 100 926 97.7 100 0 98 98 Trucks 38 0 0 38 1 31 0 32 4 0 0 4 74 %Trucks 1.8 0 0 1.7 1.3 1.7 0 1.7 2.3 0 0 2 1.7 U-Tums 0 0 0 0 13 0 0 ]3 0 0 0 0 13 U-Turns 0 0 0 0 16.7 0 0 0.7 0 0 0 0 0.3 Highland venue e 107) Out In Total 19'82203 4171 35 38 73 0 2003 0 22411 4244 145 2057 1 0 38 0 0 0 0 145 2095 1 - - Ri9ht Thlnt Peas 4Jy 6 nm 6 f< 1 o North m e o n 5/21/2008 04:00 PM m m n N o o ry t 5/21/2008 05:45 PM _m y.� v 0000y i Cars mr�n Tmks pU-Tums 4T Left Thru Peas 64 1797 4 � 1 31 0 13 0 0 78 1828 4 21023 1910 1 4033 GIn 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Olde Village Dr -PM Site Code : 08571 Start Date : 5/21/2008 Page No : 2 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Olde Village Drive Soutbbound Northbound Eastbound �T- 'I turn j Right I Peds I App. —1 Left Tkru Peds Ipp.Total I Left I Migni Peds I App.Total I Int.Total ,desk Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 eak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 205 21 0 226 12 248 1 261 18 2 0 20 507 04:45 PM 287 20 0 307 9 223 0 232 19 5 0 24 563 05:00 PM 277 15 0 292 11 202 1 214 28 4 0 32 - 538 0515 PM 255 IS 0 270 8 236 0 244 20 3 0 23 537 Total Volume 1024 71 0 1095 40 909 2 951 85 14 0 99 2145 %App.Total 93.5 6.5 0 4.2 95.6 0.2 85.9 14.1 0 PHF .892 .845 .000 .892 .833 .916 .500 M 1 .759 .700 .000 .773 .952 � Can 1010 71 0 1081 32 888 2 922 84 14 0 98. 2101 Can 98.6 100 0 98.7 80.0 97.7 100 97A 98.8 100 0 99.0 97.9 Trucks 14 0 0 14 0 21 0 21 1 0 0 '1 36 Trucks 1.4 0 0 1.3 0 2.3 0 2.2 1.2 0 0 1.0 1.7 U-Tums 0 0 0 0 8 0 0 8 0 0 0 0 8 U-Turns 0 0 0 0 20.0 0 0 0.8 0 0 0 0 0.4 ig a venue JRW 107) out In Total 972 1081 [230536 22 14 0 0 994 1095 �� 71 1010 0 0 14 0 0 0 0 71 1024 0 ht Tru Peds l Peak Hour Data mOf mN O� H Om�pNp L. } North 1 m m o m as o e Peak Hour Begins at 04:30 PM W� r L ¢� Cars m p o 0 o Trucks 5 0 o w a U-Tums O u � T Left Thru Peas 32 88B 2 0 21 0 B 0. 0 40 909 2 1024 922 1946 4 21 35 0 8 B 1038 951 1989 out In Total HI,h and Avenue lRte 1071 1 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 - File Name : Highland Ave @ Olde Village Dr- PM Site Code : 08571 Start Date : 5/21/2008 Page No : I Groups Printed-Cars-Trucks Highland Avenue(Rte 107) Highland Avenue(Rte 107) Olde Village Drive Southbound Northbound Eastbound Start Time Thru Right Peds App.Total Left Thru Peds A p.Total Left Right Peds App.Total Int.Total 04:00 PM 260 17 1 278 7 222 0 229 23 2 0 25 532 04:15 PM 270 14 0 284 9 229 0 238 21 5 0 26 548 04:30 PM 205 21 0 226 10 248 1 259 18 2 0 20 505 04:45 PM 287 20 0 307 6 223 0 229 19 5 0 24 560 Total 1022 72 1 1095 32 922 1 955 81 14 0 95 2145 05:00 PM 277 15 -0 292 10 202 1 213 28 4 0 32 537 05:15 PM 255 15 0 270 6 236 0 242 20 - 3 0 23 535 05:30 PM 261 19 0 280 10 233 1 244 21 4 0 25 549 05:45 PM 280 24 0 304 7 235 1 243 25 3 0 28 575 Total 1073 73 0 1146 33 906 3 942 94 14 0 108 2196 Grand Total 2095 145 1 2241 65 1828 4 .1897 175 28 - 0 203 4341 Apprch% 93.5 6.5 0 3.4 96.4 0.2 86.2 13.8 0 Total% 48.3 3.3 0 51.6 1.5 42.1 0.1 43.7 4 0.6 0 4.7 Can 2057 145 1 2203 64 1797 4 1865 171-28o 199 4267 %Cars 98.2 100 100 98.3 98.5 98.3 100 98.3 97.7 100 0 98 98.3 Tmcks 38 0 0 38 131 0 32 _ 4 0 0 4 74 %Tmcks 1.8 0 0 1.7 1.5 1.7 0 1.7 2.3 0 0 2 1.7 Highland venue e 107) OW In Total 1960 2203 4171 - 35 38 73 2003 2241 4244 145 2057 7 0 38 0 145 2095 1 Right Thru .Petls 1 mmw � NoM � maw Lrn-� 5/21/2008 04:00 PM - - K 1 5/21/200805:45 PM m o 0 o Cars 5 N f ry a Trucks O T 1 Left Thm Peds 64 1797 4 31 0 65 7828 4 85 18 5 3950 21023 1897 4020 Out In Total '� GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Olde Village Dr- PM Site Code : 08571 Start Date : 5/21/2008 Page No : 2 Highland Aven�(Rtc107) Highland Avenue(Rte 107) Olde VillageSouthboNorthboundStart Time Ri hl A .Total Left Thru Peds A .Total Left Ri ht Peds A .Total lnt. otal eak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 T eak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 205 21 0 226 10 248 1 259 18 2 0 20 505 04:45 PM 287 20 0 307 6 223 0 229 19 5 0 24 560 05:00 PM 277 15 0 292 10 202 1 213 28 4 0 32 537 05:15 PM 255 15 0 270 6 236 0 242 20 3 6 23 535 Total Volume 1024 71 0 1095 32 909 2 943 85 14 . 0 99 2137 %App.Total 93.5 6.5 0 - 3.4 96.4 0.2 85.9 14.1 0 PHF .892 .845 .600 .892 .800 .916 .500 .910 .759 .700 .000 .773 .954 it-Cars1010 71 0 1081 32 888 2 922 84 14 0 - 98 2101 Cars 98.6 100 0 98.7 100 97.7 100 97.8 98.8 100 0 99.0 98.3 Trucks 14 0 0 14 0 21 0 21 1 0 0 1 36 %Tmcks 1.4 0 0 1.3 0 2.3 0 2.2 1.2 0 0 -1.0 1.7 HighlaW Avenue e 107) Out In Total 9� t095 2089 - 71 1010 0 i 0 4 0 7t 1024 0 RT Thru Peds Peak Hour Data mo 0 m� m mss F North m m Peak Hour Begins at 04:30 PM 1 a Cars m o 0 o H Trucks Sri o $ O a 41 T Leo Thru Peds 32 888 2 D 21 0 32 903 2 922 g93e 914 43 se Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Olde Village Dr- PM Site Code : 08571 Start Date : 5/21/2008 Page No : 1 Groups Printed-Trucks Highland Avenue(Rte 107) Highland Avenue(Rte 107) Olde Village Drive Southbound Northbound Eastbound Start Time Thru Right Peds App.Total Left Thru I Peds I Total Left I Right I Peds App.Total Int.To[al 04:00 PM 7 0 0 7 0 4 0 4 1 0 0 1 12 04:15 PM 5 0 0 5 0 3 0 3 2 0 0 2 - 10 04:30 PM 6 0 0 6 0 5 0 5 1 0 0 1 12 04:45 PM 3 0 0 3 0 7 0 7 0 0 0 0 10 Total 21 0 0-21 0 19 0 19 4 0 0 4 44 05:00 PM 3 0 0 3 0 5 0 5 0 0 0 0 8 05:15 PM 2 0 0 2 0 4 0 4 0 0 0 0 6 , 05:30 PM 3 0 0 3 0 1 0 1 0 0 0 0 4 05:45 PM 9 0 0 9 1 2 0 3 0 0 0 0 12 Total 17 0 0 17 1 12 0 13 0 0 0 0 30 Grand Total 38 0 0 381 3] 0 32 4 0 0 4 74 Apprcb% 100 0 0 3.1 96.9 0 100 0 0 Total% 51.4 0 0 51.4 1.4 41.9 0 43.2 5.4 0 0 5.4 Highland venue e 107) ON In Total 35 38 73 F-3-51 � Right Thr, Peds i~� North ' m- o� 1 5/21/200804:00 PM 5/21M100805:45 PM v om 5� u Trucks O Left Th Peds 1 31 0 ut 32 Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Olde Village Dr- PM Site Code : 08571 ' Stall Date : 5/21/2008 Page No : 2 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Olde Village Drive Southbound Northbound Eastbound Start Time Thru Ri ht .— A .Total Left Thru I Peds.I App.T'otal Left M ht Peds A .Total Int.Total Afeak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 Bak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 6 0 0 6 0 5 0 5 1 0 0 1 12 04:45 PM 3 0 0 3 0 7 0 7 0 0 0 0 10 05:00 PM 3 0 0 3 0 5 0 5 0 0 0 0 8 05:15 PM 2 0 0 2 0 4 0 4 0 0 0 0 6 Total Volume 14 0 0 14 0 21 0 21 1 0 0 I 36 A .Total 100 0 0 0 100 0 100 0 0 PHF .583 .000 .000 .583 .000 .750 .000 .750 .250 .000 .000 .250 .750 Highland venue e O —2 In Total 22 14 36 0 14 0 RigIn Thru Peds, Peak Hour Data s� � NOM m o� Peak Hour Begins at 04:30 PM m o m Trucks a n 0 n Left Th Peds 0 21 0 14 21 35 Out In Total iHiahland Avenue Mte 1071 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Olde Village Dr- PM . Site Code : 08571 Start Date : 5/21/2008 ' Page No : 1 Groups Printed-Turns Highland Avenue(Rte 107) Highland Avenue(Rte 107) Olde Village Drive Southbound Northbound Eastbound Start Time Thru Right I Peds 7APP.Total Left Thru Peds A.. Total Left Ri ht Peds A .Total ]nt.Total 04:00 PM 0 0 0 0 2 0 0 2 0 0 0 0 2 04:15 PM 0 0 0 0 2 0 0 2 0 0 0 0 2 04:30 PM 0 0 0 0 2 0 0 2 0 0 0 0 2 04:45 PM 0 0 0 0 3 0 0 3 0 0 0 0 - 9 ' Total 0 0 0 0 9 0 0 9 -00 0 0 9 05:00 PM 0 0 0 0 1 0 0 1 0 0 0 0 1 05:15 PM 0 0 0 0 2 0 0 2 0 0 0 0 2 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 1 0 0 1 0 0 0 0 1 Total 0 0 0 0 4 0 0 4 0 0 0 0 4 Grand Total 0 0 0 0 13 0 0 13 0 0 0 0 13 Apprch% 0 0 0 100 0 0 0 0 0 Total% 0 0 0 0 100 0 0 100 0 0 0 0 ig an venue e 107F— Out In Total 0 0 Right 7txu Peds Nonh 0 m o.. c 5/21/2009 04:00 PM 5/2112009 05:45 PM m c m m 5 a U-Tums O Left 7h Peds - 13 30 0 0 13 3 Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Olde Village Dr- PM Site Code : 08571 StartDate : 5/21/2008 Page No : 2 Highland�, P �AppT.t.l Highland Avenue(Rte 107) Olde VillageSNorthbound EastbuStart Time Thru Ri -Left Thr. Peds A .Total Left Ri ht Peds A .Total Int.� Total eak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 eak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 0 0 0 2 0 0 2 0 0 0 0 2 04:45 PM 0 0 0 0 3 0 0 3 0 0 0 0 3 05:00 PM 0 0 0 0 1 0 0 1 0 0 0 0 1 05:15 PM 0 0 0 0 2 0 0 2 0 0 0 0 2 Tota]Volume 0 0 0 0 8 0 0 8 0 0 0 0 8 A .Total 0 0 0 100 0 0 0 0 0 PHF .000 .000 .000 .000 .667 .000 .000 .667 .000 - .000 .000 .000 .667 Highland venue e ON In Total, 0 F70 0 0 0 Rilght Thm Peds Peak Hour Data sm m Nonh 0 m o.. Peak Hour Begins at 04:30 PM m o U-Tums m O a i Leo- Th Peos 8 0 0 ut9 O Out In Total GPI , 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Wa1Mart Internal Roadway -PM Site Code : 08571 Start Date : 5/21/2008 t Page No : 1 Groups Printed-Cars-Trucks Internal Roadway Interna]Roadway Residential Roadway(No Access Northbound Residential Roadway(No Southbound Access) Westbound Eastbound Start Left Thru Right PedsF,--.,ma Left Thru RIM Peds Time g App.r-, Left Thru Right Peds p>.nra Left Thru Right Peds ppp r.a Im.Tor. 04:00 PM 0 ]2 0 0 12 0 0 0 0 0 0 12 .0 0 12 0 0 0 2 2 26 ' 04:15 PM 0 3 0 1 4 0 0 0 0 0 0 5 0 0 5 0 0 0 1 1 10 04:30 PM 0 5 0 0 5 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 10 04:45 PM 0 9 0 0 9 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 10 Total 0 29 0 1 30 0 0 0 0 0 0 23 0 -0 23 0 0 0 3 3 56 05:00 PM 0 11 0 2 13 00 0 0 0 0 6 0 0 6 0 0 0 1 1 20 , 05:15 PM 0 4 0 0 4 0 0 1 0 1 0 6 0 0 6 0 0 0 0 0 11 05:30 PM 0 7 0 0 7 0 0 0 0 0 0 9 0 0 9 0 0 0 2 2 18 05:45 PM 0 5 0 1 - 6 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 14 Total 0 27 0 3 30 0 0 1 0 1 0 29 0 0 29 0 0 0 - 3 3 63 Grand Total 0 56 0 4 60 0 0 1 0 1 0 52 0 0 52 0 0 0 6 6 119 Appich% 0 9: 0 6.7 0 0 100 0. 0 100 0 0 0 0 0 100 ' Total% 0 4' 0 3.4 50.4 0 0 0.8 0 0.8 0 43.7 0 0 43.7 0 0 0 5 Can 5 0 56 0 4 60 0 0 1 0 I 0 52 0 0 52 0 0 0 6 5 119 Cars 0 100 0 100 100 0 0 100 0 100 0 100 0 0 100 0 0 0 100 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 ema as y ' Oul In Total 53 60 113 0 0 0 53 60 113 0 56 0 4 0 0 0 0 0 56 0 4 Rilghl Thru Left Peds y O J� O m T 0 o c aoo2 - North ti+ F.IJ T 000 F—� 5/21/2008 04:00 PM f—P o 0 o v 0 0 o c 5/21/2008 05:45 PM q� F 000 + Cars ��'000 Jol 5� n o o TNCk$ y o 0� V m O Left Thru Right Peds 0 52 0 0 0 0 0 0 0 52 0 0 56 52 108 1 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : WalMart Internal Roadway- PM Site Code : 08571 Start Date : 5/21/2008 Page No : 2 Residential Roadway(No Residential Roadwa No Internal Roadway Access) Internal Roadway y Southbound westbound Northbound Access) Eastbound Start Time Left Thru Right Peds � .ra„ I Thru Right Peds Ina.ma Lett Thru Af ht Peds n .rd„ Left Thru Rigbt Peds �,n.., 7r.. eak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 eak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 5 0 0 5 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 10 04:45 PM 0 9 0 0 9 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 10 05:00 PM 0 1] 0 2 13 0 0 0 0 0 0 6 0 0 6 0 0 0 1 1 20 05:15 PM 0 4 0 0 4 0 0 1 0 1 0 6 0 0 6 0 0 0 0 0m ]1 Tom]Volume 0 29 0 2 31 0 0 1 0 1 0 18 0 0-18 0 0 0 1 1 51 App.Taal 0 93.5- 0 6.5 0 - 0 100 0 0 100 0 0 0 0 0 100 PHF .000 .659 .000 .250 .596 .000 .000 .250 .000 .250 .000 .750 .000 .000 .750 .000 ..000 .000 .250 .250 .638 Can; 0 29 0 2 31 0 0 1 0 1 0 18 0 0 18 0 0 o 1 1 51 Can 0 100 0 100 10o 0 0 100 0 ]00 0 100 0 0 100 0 0 0 100 ]00 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Trucks 0 0 0 . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ema o way Out In Total 79 37 0 0 0 79 37 50 0 29 0 2 0 0 0 0 0 29 0 2 Right Thou Left Peds Peak Hour Data m000 w 8~� �� j Om o 0 0 0 2 North -i' IF] a T O Peak Hour Begins at 04:30 PM ~2 0 0 0 _n v 000 o t Cars 'Trucks ra mj000 000 EO 0 '0 1 - m a m �o-+wS m '^ 000 u T Left Thu R.ht Peds 0 76 00 0 0 0 0 0 18 0 0 29 19 47 000 29 0 47 Out In Total GPI ' 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : WalMart Internal Roadway- PM Site Code : 08571 Start Date : 5/21/2008 Page No : 1 Gran sprinted-Trucks ' Residential Roadway(No Residential Roadway Internal Roadway Internal Roadway y�O Southbound Access) Northbound Access) Westbound Eastbound Start Left Thru Ai hl Peds Time 6 +vv.ran Left Taru Aighf Peds nv>.ran Left Thru Alghl P¢ds Mv,ran Left Thru Algh[ Pods avv.raa rat Tom 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 o 0-00 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch% 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total IntemaF Roadway Out Total 0 0 0 0 0 0 0 Right Thru Left Peds ' v �f Om c ° o NOM c o ro _o F—( -2 0 c 5/21/2008 04:00 PM a F D t 5/21/200805:45 PM o 10 5� o Tracks o 0 F* Lett Thru Right Pods 01 01 01 0 o 0 0 Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Wa1Mart Internal Roadway- PM Site Code : 08571 Start Date : 5/21/2008 Page No : 2 Residential Roadway(No Residential Roadwa Internal Roadway thru ernal Roadway y NO Southbound Access) Northbound Access) Westbound Eastbound Start Time Left Thru Rl ht Peds wp.raa Left Thru Riht Peds App.rn.i Left Right Peds .r.n Left Thru I RIgAt I Peds I n .raa I rm.rom tteakHour Analysis From 04:30 PM to 05:15 PM-Peak I of I eak How for Entire Intersection Begins at 04:30 PM _ 04:30 PM 0 0 0 0 0 0 0 0 0 '0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7oul Volume 0 0 0 0 0 0 0—00 0 0 0—00 0 0—0 - 0 0 0 0 App.Tote] 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000—000000 .000 .000—000000 .000 .000 .000—.000 -000 .000 .000 Internal °a way Out In Total O0 O 0 o o 0 Right Thru Left Peds Peak Hour Data J � O� p o o North o n m— o� Peak Hour tlegins at 04:30 PM o ' F 0 o m o ¢ ♦ Trucks °a m� o O O y° ON m y 0 o—m m w o N 1 Left Thou Rohl Peds 01 01 01 0 0Fol Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ North Wal-Mart Driveway_Clark St -PM Site Code : 08571 Starl Date : 5/21/2008 Page No : 1 Groups Printed-Cars-Trucks Highland Avenue(Rte 107) Clark Street Highland Avenue(Rte 107 Southbound Westbound Northbound ) Star[Time Lefl Thru Peds A .TotalLeit Ri ht Peds A .TotalThru W ht Peds App.Total ]nt.Total 04:00 PM 0 22 0 22 0 I 0 10 234 2 0 236 268 04:15 PM 0 0 0 0 0 17 0 17 223 3 0 226 243 04:30 PM 0 0 0 0 0 7 0 7 260 1 -2 263 270 04:45 PM 0 0 0 0 0 12 2 14 244 6 4 254 268 t� Total 0 22 0 22 0 46 2 48 961 12 6 979 1049 05:00 PM 0 0 2 - 2 0 2 1 3 241 5 1 247 252 05:15 PM 0 0 0 0 - 0 12 0 12 243 6 0 249 261 ' 05:30 PM 0 0 0 0 0 5 1 6 247 1 2 250 256 05:45 PM 0 0 0 0 0 9 1 10 249 3 1 253 263 Tota] 0 0 2 2 0 28 3 31 980 is 4 999 ]032 Grand Total 0 22 2 24 0 74 5 79 1941 27 10 1978 2081 Apprch% 0 91.7 8.3 0 93.7 6.3 98:1 1.4 0.5 Total% 0 1.1 0.1 1.2 0 3.6 0.2 3.8 93.3 1.3 0.5 95.1 Can 0 22 2 24 - 0 72 5 77 1908 25 10 1943 2044 ' Can 0 100 100 100 0 97.3 100 97.5 98.3 92.6 100 98.2 98.2- Trucks 0 0 0 0 0 2 0 2 33 2 0 35 37 Trucks 0 0 0 0 -0 2.7 0 2.5 1.7 7.4 0 1.8 L8 Highland venue Rte 107) Out In Total 20 5 24 2039 22 0 2 0 0 0 22 0 2 Thru Lefl Peds Tc jNorth N u' O N N s/21/zooe o4:0o PM a 5/21/200805:45 PM rm q a 000 fpNJ Cars 9 m Trucks o OIYNm T � Thou Right Peds T1978 1Out00 ' GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ North Wal-Mart Driveway_Clark St - PM Site Code : 08571 Start Date : 5/21/2008 Page No : 2 Highland Avenue(Rte 107) Clark Street Highland Avenue(Rte 107) Southbound Westbound Northbound Start Time I Left Thru Peds I App.Tota]I Left Right I Peds I App.Total I Thru I Right I Peds I App.Total Int.Total leak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 ook Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 0 0 0 0 7 0 7 260 1 2 263 270 04:45 PM 0 0 0 0 0 12 - 2 14 244 6 4 254 268 05:00 PM 0 0 2 2 0 2 1 3 241 5 1 247 252 05:15 PM 0 0 0 0 0 12 0 12 243 6 0 249 261 Total Volume 0 0 2_2 0 33 3 36 ___M8_18 7 1013 1051 %App.Total 0 0 100 0 91.7 8.3 9Z5 1.8 0.7 PHF .000 .000 .250 .250 .000 .688 .375 .643 .950 .750 .438 .963 .973 Cars 0 0 2 2 0 32 3 35 Vol 16 7 990 - 1027 %Cars 0 0 100 100 0 97.0 100 97.2 97.9 88.9 100 97.7 97.7 Trucks 0 0 0 0 0 - 1 0 1 21 2 - 0 23 24 %Trucks 0 0 0 0 0 3.0 0 2.8 2.1 11.1 0 2.3 2.3 Highland venue s 107) Oul In Total ' 1021 2 1023 0 0 2 0 0 0 0 0 2 Thin Left Peds 1 L* Peak Hour Data T ° North vw w mNm'- ^fJ+N Peak Hour Begins at 04:30 PM 1 Cars a �s000 m�u t Trucks u 0 n y wIJOw A w T r Thru RI hl Peds 967 16 7 21 2 0 k 1 7 90 s239-01 23 1013 ON n Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ North Wal-Mart Driveway_Clark St - PM Site Code : 08571 Start Date : 5/21/2008 Page No : 1 Groups Printed-Trucks Highland Avenue(Rte 107) Clark Street Highland Avenue(Rte 107) Southbound Westbound Northbound .� Start Time Left I Thru I Peds EAPP,Total Leff Ri ht Peds A .Total Thru Ri ht Peds I App.Total Int.Total 04:00 PM 0 0 0 0 0 0 0 0 6 0 0 6 6 04:15 PM 0 0 0 0 0 1 0 1 2 0 0 2 3 04:30 PM 0 0 0 0 0 0 0 0 6 1 0 7 7 04:45 PM 0 0 0 0 0 1 0 1 7 0 0 7 8 Total 0 0 0 0 0 2 0 2 21 1-0 22 24 05:00 PM 0 0 - 0 0 0 0 0 0 5 0 0 5 5 05:15 PM 0 0 0 0 0 0 0 0 3- 1 0 4 4 05:30 PM 0 0 0 0 0 0 0 0 2 0 0 2 2 05:45 PM 0 0 0 0 0 0 0 0 2 0 0 2 2 Total 0 0 0 0 0 0 0 0 ]2 1-0 13 13 Grand Total 0 0 0 0 0 2 02 33 2 - 0 35 37 Apprcb% 0 0 0 0 100 0 94.3 5.7 0 Total% 0 0 0 0 0 5.4 0 5.4 89.2 5.4 0 94.6 Highland venue e - ' ON In- Total 35 035 a ft � Thru Left Peds NT 0° th ^N d 5121/2008 04:00 PM m l 5/21/200805:45 PM �� N o Trucks o Thru RI ht Peds , 33 2 0 35 ON n Total 1 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ North Wal-Mart Driveway_Clark St - PM Site Code : 08571 Start Date : 5/21/2008 Page No : 2 Highland Avenue(Rte 107) Clark Street - Highland Avenue(Rte 107) Southbound Westbound � Northbound Start Time - Left I Thrn I Peds App.Total Left Right I Peds I App.Total I Tturn I right I Peds Airs.Total lnl.Total k Hour Analysis From 04:30 PM to 05:15 PM-Peak I of 1 k Hour for Entire lnlersection Begins at 04:30 PM 04:30 PM 0 0 0 0 0 0 0 0 6 1 0 7 7 04:45 PM 0 0 0 0 0 1 0 1 7 0 0 7 8 05:00 PM 0 0 0 0 0 0 0 0 5 0 0 5 5 05:15 PM 0 0 0 0 0 0 0 0 3 1 0 4 4 Total Volume 0 0 0 0 0 1 0 1 21 2 0 23 24 A .Total 0 0 0 0 100 0 91.3 8.7 0 PHF 1 .000 .000 .000 .000 .000 .250 .000 .250 .750 .500 .000 .821 .750 Highlandvenue e107) Out In .Total ® 0 0 0 0 0 Thru Left Peds I L4 Peak Hour Data 1 or ND° - w Peak Hour Begins at 04:30 PM a Tucks m C y TRI� Th Peds �0 23 al Out In Total GPI 1 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - PM Site Code :08571 Start Date : 5/21/2008 Page No : I Groups Printed-Cars-Trucks-Turns Highland Avenue(Rte 107) Self-Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Star[ Left Thru RI m Peds Time a Mr.raa Left Thru RIgM Peds ♦rr,rwa Left Thru Rigbt f Peds µy.raa Left Thru Rlght PMS po.m.� IM.Tout 04:00 PM 0 232 20 0 252 0 0 0 0 0 21 217 b 0 238 2] 0 14 0 35 525 04:15 PM 0 232 30 0 262 0 0 0 0 0 27 220 0 0 247 22 0 7 0 29 538 04:30 PM 0 212 21 0 233 0 0 0 0 0 28 240 0 0 268 24 0 10 0 34 535 04:45 PM 1 238 19 0 258 0 0 0 0 0 25 219 0 1 245 20 0 14 0 34 537 Total 1 914 90 0 1005 0 0 0 0 0 101 896 0 1 998 87 0 45 0 132 2135 05:00 PM 0 277 20 0 297 00 -0 1 1 21 225 0 0 246 20 0 10 0 30 574 05:15 PM 0 268 26 0 294 0 0 0 0 0 25 233 0 0 258 18 0 4 0 22 574 05:30 PM 0 230 29 0 259 0 0 0 0 0 21 238 0 0 259 23 0 7 0 30 548 05:45 PM 0 258 34 0 292 0 0 0 0 0 25 233 0 1 259 21 0 6 0 27 578 Total 0 1033 109 0 1142 0 0 0 1 1 92 929 0 1 1022 82 0 27 0 109 2274 Grand Total 1 1947 199 0 2147 0 0 0 1 1 193 1825 0 2 2020 169 0 72 0 241 4409 Apprch% 0 90.7 9.3 0 0 0 0 100 9.6 90.3 0 0.1 70.1 0 29.9 0 Total% 0 44.2 4.5 0 46.7 0 0 0 0 0 4.4 41.4 0 0 45.8 3.8 0 1.6 0 5.5 ' Can 0 1903 196 0 2099 0 0 0 1 1 173 1791 0 2 1966 169 0 71 0 240 4306 %Cars 0 97.7 98.5 0 97.8 0 0 0 100 100 89.6 98.1 0 100 97.3 100 0 98.6 0 99.6 97.7 Trucks 0 .44 3 0 47 0 0 0 0 0 3 34 0 0 37 0 0 1 0 1 85 %Trucks 0 . 2.3 1.5 0 2.2 0 0 0 0 0 1.6 1.9 0 0 1.8 0 0 1.4 0 0.4 1.9 U-Tums 1 0 0 0 1 0 0 0 0 0 17 0 0 0 17 0 0 0 0 0 18 %U-Tums 100 0 0 0 0 0 0 0 0 0 8.8 0 0 0 0.8 0 0 0 0 0 0.4 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - PM Site Code : 08571 Start Date : 5/21/2008 Page No : 2 Highland venue e 107) Out In Total 1960 2099 4059 34 47 81 0 1 1994 2147 4141 196 1903 0 0 3 44 0 0 0 0 0 199 1947 0 Rilght Thr, Left Peds FU) Y! JJ 0 0 0 05j m 00002 NTorth ti 5/21/2008 04:00 PIVI o qcN 5121/200805:45 PM Zoo OO ;:'Onc � m m Cars m m 0'N Tuks5 o00o U-Tus0o<mv m _ Left Tlvu Right Peds 173 1791 0 2 3 34 0 0 17 0 0 - 0 1931 18251 0 T 39,1 0 2019 2020 4039 Out In Total HighlwdAyenue(Rte 107) i GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway- PM Site Code : 08571 Start Date : 5/21/2008 Page No : 3 Highland Avenue(Rte 107) Self-Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Start Left Tare ht Peds Right Peds nrv.raa Left Thru Rt Time a aev.rau Left Thru Right Peds wve Twa Left Thru Right Peds wvv.'ra.i myTome Peak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 212 . 21 0 233 0 0 0 0 0 28 240 0 0 268 24 '0 10 0 34 535 04:45 PM 1 238 19 0 258 0 0 0 0 0 25 219 0 1 245 20 0 14 0 34 537 05:00 PM 0 277 20 0 297 0 0 0 1 1 21 225 0 0 246 20 0 10 0 30 574 05:15 PM 0 268 26 0 294 0 0 0 0 0 '25 233 0 0 258 18 0 4 0 22 574 Total Volume 1 995 86 0 1082 0 0 0 1 1 99 917 0 1 1017 82 0 38 0 120 2220 %App.Tenet 0.1 92 7.9 0 0 0 0 100 9.7 90.2 0 0.1 68.3 0 31.7 0 PHF .250 .898 .827 .000 .911 .000 .000 .000 .250 .250 .884 .955 .000 .250 .949 .854 .000 .679 .000 .882 .967 Can 0 975 85 0 1060 0 0 0 1 1 85 895 0 1 981- 82 0 37 0 119 2161 %Cars 0 98.0 -98.8 0 98.0 0 0 0 100 100 85.9 97.6 0 100 96.5 100 0 97.4 0 99.2 97.3 Trucks 0 20 1 0 21 0 0 0 0 0 2 22 0 0 24 0 0 1 0 1 46 %Trucks 0 2.0 1.2 0 1.9 0 0 0 0 0 2.0 2.4 0 0 2.4 0 0 2.6 0 0.8 2.1 U-Tums 1 0 0 0 1 0 0 0 0 0 12 0 0 0 12 0 0 0 0 0 13 %U-Tums 100 0 0 0 0.1 0 0 0 0 0 12.1 0 0 0 1.2 0 0 0 0 0 0.6 O a venue e ' In Total 97 977 1060 2037 22 21 43 0 1 7 999 1082 2081 85 975 0 0 1 20 0 0 0 0 1 0 as 9s0 1 0 Right Thru -Left Peds Peak Hour Data FN N J O 0 0 0 0 2 North ti o m o ti F� Peak Hour Begins at 04:30 PM 4—? o m 1 Trucks m o 0 3: or;"�� U-Tums ��0000 m m0 0000 - 9n a� a i Lea Taru RI ht Petls '261202 5 0 1 0 0 0 0917 0 1 Z 981 1993 24 45 12 12 1017 2050 out InTotal ' GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway- PM Site Code : 08571 Start Date : 5/21/2008 Page No : 1 Groups Printed-Cars-Trucks Highland Avenue(Rte 107) Self-Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Start Left Thru AigM Peds woo.m.� Left Thru RIM Peds Time a apo.raa Left Thru Right Peds Mo.raa Left Thru Right P¢ds wvr Ta•i 1n�roW 04:00 PM 0 232 20 0 252 0 0 0 0 0 20 217 0 0 - 237 21 0 14 0 35 524 04:15 PM 0 232 30 0 262 0 0 0 0 0 25 220 0 0 245 22 0 7 0 29 536 04:30 PM 0 212 21 0 233 0 0 0 0 0 27 240 0 - 0 267 24 0 10 0 34 534 04:45 PM 0 238 19 0 257 0 0 0 0 0 21 219 0 1 241 20 0 14 0 34 532 Total 0 914 90 0 1004 0 0 0 0 0 93 896 0 1-990 87 0 45 0 132 2]26 1 05:00 PM 0 277 - 20 0 297 0 0 0 1 1 16 225 0 0 241 20 0 10 0 30 569 05:15 PM 0 268 26 0 294 0 0 0 0 0 23 233 0 0 256 18 0 4 0 22 572 05:30 PM 0 230 29 0 259 0 0 0 0 0 20 238 . 0 0 258 23 0 7 0 30 547 05:45 PM 0 258 34 0 292 0 0 0 0 0 24 233 0 1 258 21 0 6 0 27 577 Total 0 1033 109 0 1142 0 0 0 1 1 83 929 0 1 1013 82 0 27 0 109 2265 and Total 0 1947 199 0 2146 0 0 0 1 1 176 1825 0 2 2003 169 0 72 0 241 4391 Apprch% 0 90.7 9.3 0 0 0 0 100 8.8 91.1 0 0.1 70.1 0 29.9 0 Total% 0 44.3 4.5 0 48.9 0 0 0 0 0 4 41.6 0 0 45.6 3.8 0 1.6 0 5.5 Cars 0 1903 196 0 2099 0 0 0 1 1 173 1791 0 2 1966 169 0 71 0 240 4306 %Cars 0 97.7 98.5 0 97.8 0 0 0 100 100 98.3 98.1 0 100 98.2 100 0 98.6 0 99.6. 98.1 Trucks 0 44 3 0 47 0 0 0 0 0 3 34-0 () 37 0 0 1 0 1 85 %Trucks 0 2.3 1.5 0 2.2 0 0 0 0 0 L7 1.9 0 0 1.8 0 0 1.4 0 0.4 1.9 Highland venue e 107) Out In Total ' 1994 2148 440 ' 196 1903 0 0 3 44 0 0 799 1947 0 0 Right Thru Left Peds mOFb O.OM t O > 0002 North y000 000'-m _ ~_ m rcN N -s 5/21/200804:00 PM 2 2 m _ @ 5/21/2008 05:45 PM m m m rc 1 Cars 000 mOSno^ o00 Trucks m m m T F+ Lel Thou Right Peds 173 1791 0 2 3 34 0 0 176 1825 0 2 `, 2019 003 4022 2 Out In Total GPI ■ 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway- PM Site Code : 08571 Start Date : 5/21/2008 Page No : 2 Highland Avenue(Rte 107) Self-Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound I Northbound Eastbound Start Time Left I Thru I Right I Peds n .Ta,i Left I Thru Right I Peds I ,yr.T.a I Left I Thru I Right I Peds np rt�n Left Thru Right Peds nrr,raa tnc Tmn Peak Hour Analysis From 04:30 PM to 05:15 PM-Peak I of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 212 21 0 233 0 0 0 0 0 27 240 0 0 267 24 0 10 0 34 534 04:45 PM 0 238 19 0 257 0 0 0 0 0 21 219 0 1 241 20. 0 14 0 34 532 05:00 PM 0 277 20 0 297 0 0 0 1 1 16 225 0 0 241 20 0 -10 0 30 569 05:15 PM 0 268 26 0 294 0 0 0 0- 0 23 233 0 0 256 18 0 4 0 22 572 Total Volume 0 995 86 0 1081 0 0 0 1 1 87 917 0 1 1005 82 0 38 0 120 2207 _ %App.Total 0 92 8 0 0 0 0 100 8.7 91.2 0 0.1 68.3 0 31.7 0 PHF .000 .898 .827 .000 .910 .000 .000 .000 .250 .250 .806 .955 .000 .250 .941 .854 .000 .679 .000 .882 -.965 Cats 0 975 85 0 1060 0 0 0 1 1 85 895 0 1 981 82 0 37 0 119 2161 ' %Can 0 98.0 98.8 0 98.1 0 0 0 100 100 97.7 97.6 0 100 97.6 100 0 97.4 0 99.2 97.9 Trucks 0 20 1 0 21 0 0 0 0 0 2 22 0 0 24 0 0 1 0 1 46 %Trucks 0 2.0 1.2 0 1.9 0 0 0 0 0 2.3 2.4 0 0 2.4 0 0 2.6 0 0.8 2.1 . ig a venue e 107) ON In Total 999 1080 2080 ' 85 975 0 0 1 20 0 0 Right Thin Left Peds 4-'r 1 IY ♦ Peak Hour Data �N V+ 0 W JJ O QN N 0 ~ O O O 0 Nonh y 000' m Q � o n H—f Peak Hour Begins at 04:30 PM 2 000 –m mf wt Cars o- � 0 0 ono rc i Trucks n cif ��000 0 m O ooa a ��c.� 'o-•m 41 T I , Left Thru Right Peds 95 895 0 1 2 22 0 0 97 912 0 1 1012 981 F197�2 24 45 1033 1005 2038 11Oul In Total ' GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - PM Site Code : 08571 Start Date : 5/21/2008 Page No : 1 Crou sprinted-Trucks Highland Avenue(Rte 107) Self-Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Start Left Thru Right Peds Time g Np.Tnn Left Thru Right Peds yr.rnn Left Thru Right Peds err rnn Left Thru Right Peds ♦pp ran tm.Tom 04:00 PM 0 7 0 0 7 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 12 04:15 PM 0 5 1 0 6 0 0 0 0 0 0 2 0 '0 2 0 0 0 0 0 8 04:30 PM 0 8 1 0 9 0 0 0 0 0 1 6 0 0 7 0 0 0 0 0 16 04:45 PM 0 5 0 0 5 0 0 0 0 0 1 7 0 0 8 0 0 1 0 1 14 Total 0 25 2 0 27 0 0 0 0 0 2 20 0 0 22 0 0 1-0 1 50 105:00 PM 0 4 0 0 4 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 10 05:15 PM 0 3 0 0 3 0 0 0 0 0 3 0 0 3 0 0 0 0 0 6 05:30 PM 0 3 0 0 3 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 5 05:45 PM 0 9 1 0 10 0 0 0 0 0 1 3 0 0 4 0 0 0 0 0 14 Total 0 19 1 0 20 0 0 0 0 0 1 14 0 0 15 0 0 0 0 0 35 rend Total 0 44 3 0 41 0 0 0 0 0 3 34 0 0 37 0 0 1 0 1 85 Apprch% 0 93.6 6.4 0 0 0 0 0 8.1 91.9 0 0 0 0 100 0 Total% 0 51.8 3.5 0 55.3 0 0 0 0 0 3.5 40 0 0 43.5 0 0 1.2 0 1.2 Highlandvenue to 107) Out In Total ® 47 01 3 44 0 0 Right Thru Left Peds — o ~� J T �_O ac o2 No In o m m 5/21/2008 04:00 PM c o n t 5/21/2008 m 05:45 PIO �ao c 5 o Trucks `m 7110 � c� m m a NO Ob r Lett Thru Right Peds 31 341 01 0 F-451 37 82 Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway- PM Site Code : 08571 Start Date : 5/21/2008 Page No : 2 Highland Avenue(Rte 107) Self-Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Start Time Leh I Thru I Right I Peds err,TaJ Left Thru I Right I Peds I .rp.Twa Left Thru I Righl I Peds Left I Thru I Right Peds I 1m Tam Peak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 - Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 8 10 9 0 0 0 0 0 1 6 0 0 7 0 0 0 0 0 16 04:45 PM 0 5 0 0 5 0 0 0 0 0 1 7 0 0 8 0 0 1 0 1 14 05:00 PM 0 4 0 0 4 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 10 ' 05:15 PM 0 3 0 0 3 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 6 Total Volume 0 20 1 0 21 0 0 0 0 0 2 22 0 0 24 0 0 1 0 1 46 App.Total 0 95.2 4.8 0 0 0 0 0 8.3 91.7 0 0 0 0 100 0 PHF .000 .625 .250 .000 .583 1 .000 .000 .000 .000 .000 .500 .786 .000 .000 .750 .000 .000 .250 .000 .250 .719 Highlaud Averms, e , Out In Total 22 21 20 0 0 :R ht Thru Lab Pods 4-'f 1 ♦ Peak Hour Data > o�J 1 ~ O 0 2 North y o 5 m c o C c f I`-� 4-2 0 1p- Peak Hour Begins at 04:30 PM m r o n � Trucks iso c5� m AO o9 � om m Lett Thru Right Peds 2 22 0 0 211 24 —451 al Out In Total Hiahland Avenue Mrs 107) 1 ' GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - PM Site Code : 08571 Start Date : 5/21/2008 Page No : 1 Grou s Printed.Turns Highland Avenue(Rte 107) Self-Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway 'Southbound Westbound Northbound Eastbound Start Left Thru Right Peds Time g +rv.Ta•i Lefl Thru Right Peds n>o.raa Left Thru RIgh1 Peds en.Twin LeR Tbru Aight Peds y,,raa 11:1To�.l 04:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 - ] 04:15 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 2 ' 04:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 04:45 PM 1 0 0 0 1 0 0 0 0 0 4 0 0 0 4 0 0 0 0 0 5 Total 1 0 0 0 1 o 0 0- 0 0 8—00 0 8 0 0 0 0 0 9 105:00 PM 0 0 0 0 0 0 0 0 0 0 5 0 0 0 5 0 0 0 0 0 5 05:15 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 2 05:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 05:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 tTotal 0 0 0 0 0 0 0 0 0 0 9 0_00 9 0 0_00 0 9 rand Total 1 0 0 0 1 0 0 0 0 0 17 0 0 0, 17 0 0 0 0 0 18 Apprch% 100 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 Total% 5.6 0 0 0 5.6 0 0 0 0 0 94.4 0 0 0 94.4 0 0 0 0 0 Highland vene e 107) Out In Total 0 Pi0 0 0 1 0 Right Thm Left Peds Fj mF o t 02 Nodh yo �Ou 4-2 0 r 5/21/2008 04:00 PM o 5 m c 512,@00805:45 PM r o m ca 5– o U-Tums y F ca m n y^ F+ Left Thm Right Peds 17 0 0 0 F__ ,7 t7 Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway-PM Site Code : 08571 Start Date : 5/21/2008 , Page No : 2 Highland Avenue(Rte 107) Self-Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Start Time I Left I Thru I Right I Peds I App,,, Left I Thru I Right t Peds I App.Taa ILC" I Thru Iright Peds IApp.T.�.� Left Thru I Right I Peds I App.Ta1 mi.Total Peak Hour Analysis From 04:30 PM to 05:15 PM-Peek 1 of 1. Peak Hour for Entire Intersection Begins at 04:30 PM - 04:30 PM 0 0 0 0 0 0 0 - 0 0 0 1 0 0 0 I 0 0 0 0 0 1 04:45 PM 1 0 0 0 1 0 0 0 0 0 4 0 0 0 4 0 0 0 0 0 5 05:00 PM 0 0 0 0 0 0 0 0 0 0 5 0 0 0 5 0 0 0 0 0 5 05:15 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 2 Tout volume 1 0 0 0 1 0 0 0 0 0 12 0 0 0 12 0 0 0 0 0 13 %App.Tom] 100 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 PHF .250 .000 .000 .000 - .250 1 .000 .000 .000 .000 .000 .600- .000 .000 .000 .600 .000 .000 .000ga .000 .000 .650 ' venue e Out In Total o � o a iRight Thru Left Peds Peak Hour Data TO OSJ I' 0 2 North o m o r-� 4 E e Yc � Peak Hour Begins at 04:30 PM o m m � lJ-Tums m00 m 0 a mo od Leo Tbru Rht Peds 121 0 0 0 ut z al out In Total 1 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ S Wal-Mart Driveway- PM Site Code : 08571 Start Date : 5/21/2008 Page No : 1 Groups Printed-Cars-Trucks Highland Avenue(Rte 107) Highland Avenue(Rte 107) Southern Wal-Mart Driveway Southbound Northbound Eastbound Start Time Thru Ri ht Peds App.Total Left Thru Peds A .Total Left Ri ht Peds App.Total Int.Total 04:00 PM 241 0 0 241. 0 0 0 0 0 20 0 20 261 04:15 PM 236 0 0 236 0 0 0 0 0 15 0 15 451 04:30 PM 232 0 0 232 0 0 0 0 0 19 0 19 251 04:45 PM 267 0 0 267 0 0 0 - 0 0 16 0 16 283 Total 976 0 0 976 0 -0o 0 0 70 0 70 1046 05:00 PM 276 1 0 277 0 0 0 0 0 21 0 21 298 05:15 PM 281 1 0 282 0 0 0 0 0 23 0 23 305 05:30 PM 243 2 0 245 0 0 0 0 0 23 0 23 268 05:45 PM 257 0 0 257 0 -0 0 0 0 23 0 23 280 Total 1057 4 0 1061 0 0 0 0 0 90 0 90 1151 Grand Total 2033 4 0 2037 0 0 0 0 0 160 0 .160 2197 Apprch% 99.8 0.2 0 0 0 0 0 100 0 Total% 92.5 0.2 092.7 0 0 0 0 0 7,3 0 7.3 Cars ]983 4 0 1987 0 0 0 0 0 157 0 157 2144 %Cars 97.5 100 0 97.5 0 0 - 0 0 0 98.1 0 98.1 - 97.6 Trucks 50 0 0 50 0 0 0 0 0 3 0 3 53 Trucks 2.5 0 0 2.5 0 0 0 0 0 1.9 0 1.9 2.4 HigNand Avenue e Out In Total 0 20307 2037 4 1983 0 0 50 0 4 2033 0 Right Thlru Peds tJ 1 �o o .r cc North Y nno [6M00--------- 00288! /21/200804:00 PM 521/2008 05:45 PM ' E000 „ Cars p m(C m Toxo a Left Th Peds 0 0 0 0 0 0 0 0 0 2140 I�. 2193 0 ON In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ S Wal-Mart Driveway- PM , Site Code : 08571 Start Date : 5/21/2008 , Page No : 2 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Southern Wal-Mart Driveway Southbound Northbound Eastbound Start Time I Thru I Right I Peds A .Total I Left Tbru Peds App.1ocal I Left I Hight I Peds I-Ap .Total Int Total Peak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 Peak Hour for Entire intersection Begins at 04:30 PM 04:30 PM 232 0 0 232 0 0 0 0 0 19 0 19 251 04:45 PM 267 0 0 267 0 0 0 0 0 16 0 16 283 05:00 PM - 276 1 0 277 0 0 0 0 0 21 0 21 298 05:15 PM 281 1 0 282 0 0 0 0 0 23 0 23 305 Total Volume 1056 2 0 1058 0 0 0 0 0 79 0 79 1137 %App.Total 99.8 0.2 0 0 0 0 0 100 0 PHF .940 .500 .000 .938 .000 .000 .000 .000 .000 .859 .000 .859 .932 Cars 1033 2 0 1035 0 0 0 0 0 78 0 78 1113 %Can 97.8 100 0 97.8 0 0 0 0 0 98.7 0 98.7 97.9 Trucks - 23 0 0 23 0 0 0 0 0 1 0 1 Y4 %Trucks 2.2 0 0 2.2 0 - 0 0 0 0 1.3 0 1.3 2.1 Highland- venue le , Out In Total 0 1035 7035 0 23 23 - 0 7058 1058 ' 2 1033 0 0 23 0 2 1056 0 Right Thru Peds, ' Peak Hour Data m f Non ' FPoakour Beginsat 04:30 PM E� v m0' u 0 Leh Th Peds 0 0 0 0 0 0 - 0 0 0 0 24 1135 0 Out In Total i 1 1 GPI 61 Spit Brook Road Suite 110 . Nashua,NH.03060 File Name : Highland Ave @ S Wal-Mart Driveway- PM Site Code : 08571 Start Date : 5/21/2008 Page No : 1 Groups Printed-Trucks Highland Avenue(Rte 107) Highland Avenue(Rte 107) Southern Wal-Mart Driveway Southbound Northbound Eastbound Start Time Thru Ri ht Peds A .Total Left Thru Peds A .Total Left I Right I Peds App.Total Int Totel 04:00 PM 11 0 0 11 0 0 0 0 0 1 0 1 12 04:15 PM 4 0 0 4 0 0 0 0 0 0 0 0 4 04:30 PM 8 0 0 8 0 0 0 0 0 0 0 0 g 04:45 PM 4 0 0 4 0 0 0 0- 0 1 0 1 5 Total 27 0 0 27 0 0 0 0 0 2 0 2 29 05:00 PM 7 0 0 7 0 0 0 0 0 0 0 0 7 05:15 PM 4 0 0 4 0 0 0 0 0 0 0 0 4 05:30 PM 3 0 0 3 0 0 0 0 0 0 0 0 3 05:4 5 PM 9 0 0 9 .0 0 0 0 0 1 0 1 10 Total 23 0 0 23 0 0 0 0 0 1 0 1 24 Grand Total 50 0 0 50 0 0 - 0 0 0 3 03 53 Apprch% 100 0 0 0 0 0 0 100 0 Total% 94.3 0 0 94.3 0 0 0 0 0 5.7 0 5.7 Highland venue e Out In Total 50 ' Ripht Thru Peds I NTh Y A E t ' m 5/22008 04:00 PM 5121/1/200805:45 PM om E 0 a Tnsks 50 0 Left T" Peds 0 0 0 53 Out 0 hI In Tolal GPI 1 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ S Wal-Mart Driveway-PM , Site Code : 08571 Start Date : 5/21/2008 Page No : 2 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Southern Wal-Mart Driveway Southbound Northbound Eastbound Start Time I nru Ri hl Peds App.Total Left Thru Peds A .Total Left Right Peds App.Total Int Total Peak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 8 0 0 S 0 0 0 0 0 0 0 0 g 04:45 PM 4 0 0 4 0 0 0 0 0 1 0 ] 5 05:00 PM 7 0 0 7 0 0 0 0 0 0 0 0 7 05:15 PM 4 0 0 4 0 0 0 0 0 0 0 0 4 Total Volume 23 0 0 23 0 0 0 0 0-10 1 Y4 A .Total 100 0 0 0 0 0 0 100 0 PHF .719 .000 .000 .719 .000 .000 .000 .000 .000 .250 .000 .250 .750 Highland venue e Out In Total Fol 23 23 0 23 0 , Right Tniu Peds Peak Hour Data Im * t ~ O mJ North z m c Paak Hour Begins at 04:30 PM E-.� Trucks , u ' a 50 0 Left Th Peds I' 0 0 0 24 0 al Out In Total 1 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Meineke Driveway- PM Site Code : 08571 Start Date : 5/21/2008 Page No : 1 Groups Printed-Cars-Trucks Highland Avenue(Rte 107) Highland Avenue(Rte 107) Southern Wal-Marl Driveway Southbound - Northbound Eastbound Start Time Thru Ri ht Peds A .Total Left Thru Peds A .Totel Left Ri ht . Peds I App.Total Int.Total 04:00 PM 0 1 0 1 0 0 0 0 0 2 0 2 3 04:15 PM 0 1 0 1 0 0 0 0 0 2 0 2 3 04:30 PM 0 1 0 1 0 0 0 0 0 2 0 2 3 04:45 PM 0 0 0 0 0 0 0 0 0 2 0 2 2 Total 0 3 0 3 0 0 0 0 0 8 0 8 ]1 05:00 PM 0 0 0 0 0 0 0 0 0 2 0 2 2 05:15 PM 0 0 0 0 0 - 0 0 0 0 2 0 2 2 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 2 0 2 2 Total 0 0 0 0 - 0 0 0 0 0 6 0 6 6 Grand Total 0 3 0 3 0 0 0 0 0 14 0 14 17 Apprch% 0 100 0 0 0 0 0 100 0. Total% 0 17.6 0 17.6 0 0 0 0 0 82.4 0 82.4 Can 0 2 0 2 0 0 0 0 0 11 0 11 - 13 %Cars 0 66.7 0 66.7 0 0 0 0 0 78.6 - 0 78.6 76.5 Trucks 0 1 0 1 0 0 0 0 0 - 3 0 3 4 %Trucks 0 33.3 0 33.3 0 0 0 0 0 21.4 0 21.4 23.5 Mightanni Averm e 107) Out In Total 3 21 0 0 0 Right Thru Peds � 1 F 000z 1 North m ¢� 5/21/200805:45 PM E n 000 „ Cars 05 'm Trucks O u 0 T Leh Thru Pens 100 0 0 0 0 0 0 0 o 14 0 4 ON In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 - File Name : Highland Ave @ Meineke Driveway-PM ' Site Code : 08571 Start Date : 5/21/2008 , Page No : 2 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Southern Wal-Mart Driveway ' Southbound Northbound Eastbound Start Time Thru I Right I Peds -pp. Left ThruI Peds I App.Total Left su ht I Peds I App.Total I lnt.Total. Peak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 1 0 1 0 0 0 0 0 2 0 2 3 04:45 PM 0 0 0 0 0 0 0 0 0 2 0 2 2 05:00 PM 0 0 0 0 0 0 0 0 0 2 0 2 2 05:15 PM 0 0 0 0 0 0 0 0 0 2 0 2 2 Total Volume 0 1 0 1 0 0 0 0 0 8 0 8 - 9 %App.Total 0 100 0 0 0 0 0 100 0 PHF .000 .250 .000 .250 .000 .000 .000 .000 .000 1.000 .000 1.000 .750 Can 0 0 0 .0 0 0 0 0 0 7 0 7 7 , %Cars 0 0 0 0 0 0 0 0 0 87.5 0 8T5 77.8 Trucks 0 1 0 1 0 0 0 0 0 1 0 1 2 %Trucks 0 100 0 100 0 0 0. 0 0 12.5 0 12.5 22.2 Highland venue e , Out- In Total 0 0 0 1 1 0 0 0 1 0 0 0 0 ' ' RipM Thru Peds 4-�I 1 Peak Hour Data m rwm F J- 0. T North p Peak Hour Begins at 04:30 PM Cars m0Tnxks � Left Thru Peds 'T�_78 0ul In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Meineke Driveway - PM Site Code : 08571 Start Date : 5/21/2008 Page No : 1 Groups Printed-Trucks Highland Avenue(Rte 107) Highland Avenue(Rte 107) Southern Wal-Mart Driveway Southbound Northbound Eastbound Start Time Thru Right Peds A .Total Left Thru Peds A .Total Left Ri ht Peds A .Total Int.Total 04:00 PM 0 0 0 0 0 0 0 0 0 1 0 1 1 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 1 0 1 0 0 0 0 0 -0 0 0 1 04:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 1 Total 0 1 0 1 - 0 0 0 0 0 2 0 2 3 05:00 PM 0 0 0 0 0 0 0 0 0 0 - 0 0 0 0515 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 - 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 1 Total 0 0 0 0 0 0 0 0 -01 0 1 1 i Grand ApprchTot %1 0 100 0 1 0 0 0 0 _ 0 -100 0 3 4 Total% 0 25 0 25 0 0 0 0 0 75 0 75 Highland venue e 107) Out In Total 1 0 1 0 0 r Right ThN Peds mma � North z � C mL 5/21/200804:00 PM m � 5/21120080545 PM oy E 5� a Trucks 00 ' Leh Th Peds 0 0 0 O 0 O Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 , File Name : Highland Ave @ Meineke Driveway - PM Site Code : 08571 Start Date : 5/21/2008 ' Page No : 2 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Southern Wal-Marl Driveway , Soutbbound Northbound Eastbound Start Time I Tbru I Right I Peds I App.Total I Left I Toru Peds I App.1 otal I Left I Fight I Peds I App.Total Int To[al Peak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 - Peak Hour for Entire Intersection Begins at 04:30 PM , 04:30 PM 0 1 0 1 0 0 0 0 0 0 0 0 1 04:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 1 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 , Total Volume 0 1 0 1 0 0 0 0 0 1 0 1 2 A .Total 0 too 0 0 0 0 0 100 0 PHF .000 .250 .000 .250 000 .000 .000 .000 .000 .250 .000 .250 .500 Highland venue e , ON In Total 0 1 0 t o o Right Tnlru Peds 1 Peak Hour Data ' €S or 1 . z North Y 4� Peak Four Begins at 04:30 PM m ¢ , o � Trucks m0 u 50 0 Left Thou Peds 0 00 0 (� out In Total 1 GPI 61 Spit Brook Road Suite 110 . Nashua,NH.03060 File Name : Highland Ave @ Fays Ave -PM Site Code : 08571 Start Date : 5/27/2008 Page No : 1 Groups Printed-Cars-Trucks Highland Avenue(Rte 107) Highland Avenue(Rte 107) Fays Avenue Southbound Northbound Eastbound Start Time Thru Right Peds App.Total Left Thru Peds A .Tobl Left Right Peds App.Total Int.To[al 04:00 PM 250 9 0 259 9 234 0 243 6 4 0 10 512 04:15 PM 252 10 1 263 8 231 0 239 7 9 1 17 519 04:30 PM 241 8 0 249 6 251 0 257 14 6 0 20 526 04:45 PM 229 18 0 247 14 226 0 240 8 6 0 14 501 Total 972 45 1 1018 - 37 942 0 979 35 25 1 61 2058 05:00 PM 279 11 0 290 19 248 0 267 12 4 1 17 574 05:15 PM 241 13 0 254 12 238 0 250 13 10 2 25 529 05:30 PM 216 14 2 232 9 213 0 222 17 5 0 22 476 05:45 PM 220 7 1 228 9 217 0 226 14 5 0 19 473 Total 956 45 3 1004 49 916 0 965 56 24 3 83 2052 Grand Total 1928 90 4 2022 86 1858 0 1944 91 49 4 144 4110 Apprch% 95.4 4.5 0.2 4.4 95.6 0 63.2 34 2.8 Total% 46.9 2.2 0.1 49.2 2.1 45.2 0 47.3 2.2 1.2 0.1 3.5 Can 1906 88 4 1998 86 1843 0 1929 88 47 4 139 4066 %Cars 98.9 97.8 100 98.8 100 99.2 0 99.2 96.7 95.9 100 96.5 98.9 Trucks 22 2 0 24 0 15 0 15 3 2 0 5 44 %Trucks 1.1 2.2 0 1.2 0 0.8 0 0.8 3.3. 4.1 0 3.5 1.1 tHighlana Avenue e 107) Out In Total E1931 1998 18 1949 2022 3911 86 1906 4 2 22 0 90 1928 4 RM Thlru Peds 1 O� ti �mmY� North C Fm oTO LIT ^v N<c 52712008 04:00 PM 5//27/2008 05:45 PM T K� a o e Cars V N O 5 ^ u Trucks O Left Thru Peds 86 1843 0 5 0 866 1658 0 19 2 1977 1915 19277 3921 _ Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 ' File Name : Highland Ave @ Fays Ave - PM Site Code : 08571 Start Date : 5/27/2008 ' Page No : 2 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Fays Avenue , Southbound Northbound Eastbound Start Time I Thru i Right I Peds I App.Total I Left Thru I Peds I App.Total Left I Right Peds I App.Total I ]nt.Total Peak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of I Peak Hour for Entire Intersection Begins at 04:30 PM , 04:30 PM 241 8 0 249 6 251 0 257 14 6 0 20 526 04:45 PM 229 18 0 247 14 226 0 240 8 6 0 14 501 05:00 PM 279 II 0 - 290 19 248 0 267 12 4 1 17 574 05:15 PM 241 13 0 254 12 238 0 250 13 10 2 25 529 Total Volume 990 50 0 1040 51 963 0 ]014 47 26 3 76 2130 App.Towl 95.2 4.8 0 5 95 0 61.8 34.2 3.9 PHF .887 .694 .000 .897 .671 .959 .000 .949 .839 .650 .375 .760 .928 Cars 974 49 0 1023 51 959 0 1010 44 26 3 73 2106 %Can 98.4 98.0 0 98.4 100 99.6 0 99.6 93.6 100 100 96.1 98.9 Trucks 16 1 0 17 0 4 0 4 3 0 0 3 24 Trucks 1.6 2.0 0 1.6 0 0.4 0 0.4 6.4 0 0 3.9 1.1 venue e Out In Total 1010 1p40 2050 49 974 0 ' t 16 0 50 990 0 Right Thru Peds Peak Hour Data a ova m North m c^ ^ ry O N c Peak Hour Begins at 04:30 PM 8 Cars m w o n m Trucks ' v — r�o o y p a Left Th Peda , 51 959 0 0 4 0 51 963 0 , toxo 1010 zolo s 4 20 10th 1014 2tal ' Out In Total 1 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Fays Ave - PM Site Code _: 08571 ' Start Date : 5/27/2008 Page No : 1 Groups Printed-Trucks Bighland Avenue(Rte 107) Highland Avenue(Rte 107) Fays Avenue Southbound Northbound Eastbound t04:45PMA Thru Ri ht Peds App.Total Left Thru Peds A .Total Left Ri ht Peds App.Total ]nt.Total 2 0 0 2 0 3 0 3 0 0 0 0 5 2 0 0 2 0 4 '0 4 0 1 0 1 7 7 0 0 7 0 2 0 2 2 0 0 2 11 4 0 0 4 0 1 0 1 0 0 0 0 5 15 0 0 15 0 10 0 10 2 1 0 3 28 05:00 PM 1 1 0 2 0 0 0 0 0 0 0 0 2 05:15 PM 4 0 0 4 0 1 0 1 1 0 0 1 6 05:30 PM 2 1 0 3 0 3 0 3 0 1 0 1 7 05:45 PM 0 0 0 0 0 1 0 1 0 0 0 0 1 Total 7 2 0 9 0 5 0 5 1-1 0 2 16 Grand Total 22 2 0 24 0 150 0 15 3 2 0 5 44 Apprch% 91.7 8.3 0 0 100 0 60 40 0 Total% 50 4.5 0 54.5, 0 34.1 0 _ 34.1 6.8 4.5 0 11.4 Highland venue e 107) Out In Total 18 24 42 2 22 0 RigM TYw Peds NT c N m � NL 5/27/2008 04:00 PM - >, + 5/27/200805:45 PM N O N 5� n Tucks O ' Left Thm Peds 0 15 0 24 15 r 36]al Ow In Total GPI 1 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Fays Ave - PM ' Site Code : 08571 Start Date : 5/27/2008 ' Page No : 2 Highland Avenue(Ric 107) Highland Avenue(Ric 107) Fays Avenue Southbound Northbound Eastbound Start Time I Thru I Right I Peds I App.Total Left I Thru I Pedsj App.Total Left 1 Ri M I Peds I App.Total I In Total Peak Hour Analysis From 04:30 PM to 05:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 7 0 0 7 0 2 0 2 2 0 0 2 11 04:45 PM 4 0 0 4 0 1 0 1 0 0 0 0 5 05:00 PM 1 1 0 2 0 0 0 0 0 0 0 0 2 05:15 PM 4 0 0 4 0 1 0 1 1 0 0 1 6 T%App.Total 94.1 ota]Volume 16 1 0 17 0 4 0 4 3 0 0 3 24 5.9 0 0 100 0 100 0 0 - PHF .571 .250 M-0607 .000 .500 .000 .500 .375 .000 .000 .375 .545 Highland venue e e Out In Total 17 24 Right Thru Peds 1 Peak Hour Data ' � T y � North a � o— — Peak Hour Begins at 04:30 PM u. o m Trucks - 5� n O 41 T Leh Th Peds , 0 4 0 76 4 al , out In Total Highland GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 - File Name : Highland Ave @ Ravenna Barnes - SAT Site Code : 08571 Start Date : 6/7/2008 Page No : 1 Groups Printed-Cars-Trucks-Turn Highland Avenue(Rte107) Barnes Road Highland Avenue(Rte107) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Left Thru Right Peds a Ms.r.a Left Thru Right Peds .rp.ma Left Thru Rt ht Peds Right wr,,m.i rm.Tom Tltne H eN.ra.� Left Thru RI t Peds 11:00 AM 17 255 4 0 276 0 0 6. 2 8 6 244 2 1 253 8 0 1 0 9 546 11:15 AM 36 246 1 0 283 1 0 3 - 0 4 9 316 1 0 326 7 0 3 0 10 623 11:30 AM 14 . 249 3 0 266 2 0 7 0 9 4 286 0 0 290 3 0 0 0 3 568 11:45 AM 16 235 3 0 254 0 0 2 0 2 5 249 1 0 255 4 1 4 0 9 520 Tota] 83 985 11 0 1079 3 0 18 2 23 24 1095 4 1 1124 22 1 8 0 31 2257 ' 12:00 PM 23 279 5 0 307 3 0 6 0 9 3 275 1 0 279 9 0 3 0 12 607 12:15 PM 16 277 2 0 295 1 0 6 0 7 4 290 3 0 297 6 0 4 2 12 611 12:30 PM 19 .270 3 0 292 0 0 6 0 6 9 268 0 0 277 5 0 2 0 7 582 12:45 PM 19 260 2 0 '281 1 0 5 0 6 5 294 2 0 301 3 0 3 0 6 594 Total 77 1086 12 0 1175 5 0 .23 0 26 21 1127 6 0 1154 23 0 12 2 37 2394 01:00 PM 19 266 6 0 291 2 0 4 1 7 1 273 0 0 274 7 0 4 0 11 583 01:15 PM 26 288 8- 0 322 2 0 1 0 3 9 271 2 0 282 11 0 4 0 IS - 622 01:30 PM 13 247 4 0 264 0 1 4 0 5 0 283 3 0 286 5 0 1 0 6 561. 01:45 PM 12 287 4 0 303 1 0 5 0 6 1 289 1 0 291 2 0 5 0 7 607 Total 70 1088 22 0 1180 5 1 14 1 21 Ul 1116 6 0 1133 25 0 14 0 39 2373 Grand Total 230 3159 45 - 0 3434 13 1 55 3 '72 56 3338 16 1 3411 70 1 34 2 107 7024 Appmh% 6.7 92 1.3 0 18.1 1.4 76.4 4.2 1.6 97.9 0.5 0 65.4 0.9 31.8 1.9 Total% 3.3 45 0.6 0 48.9 0.2 0 0.8 0 1 0.8 47.5 0.2 0 48.6 1 0 0.5 0 1.5 Can 131 3098 44 0 3273 13 1 52 3 69 33 3295 16 1 3345 69 1 32 2 104 6791 Can 57 98.] 97.8 0 95.3 100 100 94.5 100 95.8 58.9 98.7 - 100 100 98.1 98.6 100 94.1 100 97.2 96.7 Trucks 1 61 1 0 63 0 0 3 0 3 1 43 0 0 44 0 0 2 0 2 112 %Trucks 0.4 1.9 2.2 0 1.8 0 0 5.5 0 4.2 1.8 1.3 0 0 1.3 0 0 S.9 0 1.9 1.6 U-Tum 98 0 0 0 98 0 0 0 0 0 22 0 0 0 22 1 0 0 0 1 ]2] •U-Tum 42.6 0 0 0 2.9 0 0 0 0 0 39.3 - 0 0 0 0.6 1.4 0 0 0 0.9 1.7 I GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Ravenna_Barnes - SAT , Site Code : 08571 Start Date : 6/7/2008 ' Page No : 2 ighan venue(Rte107) Out In Total , 3416 3273 6689 46 63 109 1 98 99 3463 3434 6697 443098 131 0 , 61 0 0 0 98 0 . 45 3159 230 0 Right Thru Left Peds7. , 6 NN�N0 r ZJ J_J ' °� j `�1° O North ��oWrwi c m > o N ^o r-1 6/7/200811:00 AM 6/7/2008 01:45 PM Cars rm NOO"O o X-5- Twcks �WOOw m O N o o N$ U-TUT m wW rom r Left Thru Right Peds 33 329516 1 43 0 0 22 0 0 0 55 33361 16 7 3143 3345 6488 63 44 07 , 0 22 22 3206 3411 6617 Out In Total GI 61 Spit Brook Road Suite 110 Nashua,NH.03060 - - File Name : Highland Ave @ Ravenna Barnes - SAT Site Code : 08571 Start Date : 6/7/2008 Page No : 3 sill Highland Avenue(Rte107) - Barnes Road Highland Avenue(RIel07) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Left Thru lug M Peds ew.r.a Left Thru RIM Peds Time 8 •...rmn Left Thru Right Peds µr.rma Left Tnru Right Peds µe.rnn Int To,rl eak Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of I :eak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 16 235 3 0 254 0 0 2 0 2 5 249 1 0 255 4 1 4 0 9 520 12:00 PM 23 279 5 0 307 3 0 6 0 9 " 3 275 1 0 279 9 0 3 0 12 607 12:15 PM 16 277 2 0 295 I 0 6 0 7 4 290 3 0 297 6 0 4 2 12 611 ]2:30 PM 19 270 3 0 292 0 0 6 0 6 9 268 0 0 277 5 0 2 0 7 582 Total Vo]ume 74 1061 13 0 1148 4 '0 20 0 24 21 1082 5 0 1108 24 1 13 2 40 2320 %A .Total 6.4 92.4 1.1 0 16.7 0 83.3 0 1.9 97.7 0.5 0 60 2.5 32.5 5 PHF .804 .951 .650 .000 .935 .333 .000 .833 .000 .667 .583 .933 .417 .000 .933 .667 .250 .813 .250 .833 .949 Can 40 1037 12 0 1089 4 0 19 0 23 14 1062 5 0 1081 24 1 12 2 39 2232 %Cars 54.1 97.7 92.3 0 94.9 100 0 95.0 0 95.8 66.7 98.2 100 0 97.6 100 100 92.3 100 97.5 96.2 Trucks 0 24 1 0 25 0 0 1 0 1 0 20 0 0 20 0 0 1 0 1 47 %Trucks 0 2.3 7.7 0 2.2 0 0 5.0 0 4.2 0 1.8 0 0 1.8 0 0 7.7 0 2.5 2.0 U-Tum 34 0 0 0 34 0 0 0 0 - 0 7 0 0 0 7 0 0 0 0 0 41 %U-Tum 45.9 0 0 0 3.0 - 0 0 0 0 0 33.3 0 0 0 0.6 0 0 0 0 0 1.8 ' - Highland venuejRte107) out In Total 1012 1037 40024 0 0 0 34 0 13 hru 74 0 Right Thru Left Peds 4� 1 'i ' Peak Hour Data o O NOM oaam" ti r-/ Peak Hour Begins at 11:45 AM m c � 20000 _w c -. Cars c �� Trucks U-Tum saooa mOn n noonm � um m a -�0000 n�"mOm Left Thm Ri M Peds ' - 14 1062 5 0 - 0 20 0 0 7 0 0 0 21 1082 5 0 ' 1053 1061 2134 25 20 45 0 7 7 1078 1108 2186 ' Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Ravenna-Barnes - SAT ' Site Code : 08571 Start Date : 6/7/2008 ' Page No : 1 Groups Printed-Cars-Trucks ' Highland Avenue(Rte107) Barnes Road Highland Avenue(Rte107) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Left Thru Right Peds g w , Time g wrr ra.r Lefl Thru Riht Peds w xd.� Left Thru Right Peds wrr.m.i Wt 76ru Right Peds wrr T••i myTow 11:00 AM 10 255 4 0 269 0 0 6 28 2 244 2 1 249 8 0 1 0 9 535 ]1:15 AM 26 246 1 0 273 I 0 3 0 4 3 316 1 0 320 7 0 3 0 10 607 11:30AM 7 249 3 0 259 2 0 7 0 9 4 286 0 0 290 3 0 0 0 3 561 ' 11:45 AM 10 235 3 0 248 0 0 2 0 2 5 249 1 0 255 4 1 4 0 9 514 Total 53 985 11 0 1049 3 0 18 2 23 14 1095 4 1 1114 22 1 8 0 31 1 2217 12:00 PM 11 279 5 0 295 3 0 6 0 9 1 275 1 0 277 9 0 3 0 12 593 ' 12:15 PM 8 277 2 0 287 1 0 6 0 7 2 290 3 0 295 6 0 4 2 12 601 12:30 PM 11 270 3 0 284 0 0 6 0 6 6 268 0 0 274 5 0 2 0 7 571 12:45 PM 12 260 2 0 274 1 0 5 0 6 5 294 2 0 301 3 0 3 0 6 587 Total 42 1086 12 0 1140 5 0 23 0 28 14 1127 6 0 1147 23 0 ]2 2 37 2352 ' 01:00 PM 12 266 6 0 284 2 0 4 1 7 0 273 0 0 273 6 0 4 0 10 574 01:15 PM 13 288 8 0 309 2 0 1 0 3 5 271 2 0 278 11 0 4 0 15 605 01:30 PM 6 247 4 0 257 0 1 4 0 5 0 283 3 0 286 5 0 1 0 6 554 01:45 PM 6 287 4 0 297 I 0 5 0 6 1 289 1 0 291 2 0 5 0 7 601 ' Tota] S-7-1088 22 0 1147 5 1 14 1 21 6 1116 6 0 1128 24 0 14 0 38 2334 Grand Total 132 3159 45 0 3336 13 1 55 3 72 34 3338 16 1 3389 69 1 34 2 106 6903 Appich% 4 94.7 1.3 0 I8.1 1.4 76.4 4.2 1 98.5 0.5 0 65.1 0.9 32.1 1.9 , Total% 1.9 45.8 0.7 0 48.3 0.2 0 0.8 0 1 0.5 48.4 0.2 0 49.1 1 0 0.5 0 1.5 Can 131 3098 44 0 3273 13 1 52 3 69 33 3295 16 1 3345 69 1 32 2 104 6791 %Cars 99.2 98.1 97.8 0 98.1 100 100 94.5 100 95.8 97.1 98.7 100 100 98.7 100 100 94.1 100 98.1 98.4 Trucks I 61 1 0 63 0 0 3 0 3 1 43 0 0 44 0 0 2 0 2 112 ' %Trucks 0.8 1.9 2.2 0 1.9 0 0 5.5 0 4.2 2.9 1.3 0 0 1.3 0 0 5.9 0 1.9 1.6 1 ' GPI 61 Spit Brook Road Suite 110 ' Nashua,NH.03060 File Name : Highland Ave @ Ravenna—Barnes - SAT Site Code : 08571 Start Date : 6/7/2008 Page No : 2 Highland venue e Out In Total 3416 3273 6689 46 63 log 3462 3336 6798 ' 44 3098 131 0 1 61 1 0 45 3159 132 0 Right Thr Lefl Peds 1 � F� M-6 mT A J O NOM 6/7/2006 01:45 PM _—w C (7N�t mm N om LL' Tidle QNON Tf11C!$ N 41OW AJ- T r Lefl qT[67595S ' 31633206 Out In Total _ GPI 61 Spit Brook Road Suite 110 - Nashua;NH.03060 - ' File Name : Highland Ave @ Ravenna Barnes - SAT Site Code : 08571 Start Date : 6/7/2008 ' Page No : 3 Highland Avenue(Rte107) Barnes Road Highland Avenue(Rte]07) Ravenna Avenue , Southbound Westbound Northbound Eastbound Start Left Thru Right Peds w,,.rm., Left ThRight Time ru Peds .yr rwn Left Thru Right Peds ,br,rm., Left Thru Right Peds woP.r.a lnv Taul Peak Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of 1 ' Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 10 235 3 0 248 0 0 2 0 2 5 249 ] 0 255 4 1 4 0 9 514 12:00 PM 11 279 5 0 295 3 0 6 0 9 1 275 1 0 277 9 0 3 0 12 593 ' 12:15 PM 8 277 2 0 287 1 0 6 0 7 2 290 3 0 295 6 0 4 2 12 601 12:30 PM 11 270 3 0 284 0 0. 6 0 6 6 268 0 0 274 5 0 2 0 7 571 Total Volume 40 1061 13 - 0. 1114 4 0 20 0 24 14 1082 5 0 1101 24 1 13 2 40 2279 r+PP.Total 3.6 95.2 1.2 0 16.7 0 83.3 0 1.3 98.3 0.5 0 60 2.5 32.5 5 PHF .909 .951 .650 .000 .944 .333 .000 .833 .000 .667 .583 .933 .417 .000 .933 .667 .250 .813 .250 .833 .948 ' Cars 40 1037 12 0 1089 4 0 19 0 23 14 1062 5 0 1081 24 1 12 2 39 2232 Can 100 97.7 92.3 0 97.8 100 0 95.0 0 95.8 100 98.2 100 0 98.2 100 100 92.3 100 97.5 97.9 Trucks 0 24 1 0 25 0 0 1 0 1 0 20 0 0 20 0 0 1 0 1 47 Tnicks 0 2.3 7.7 0 2.2 0 0 5.0 0 4.2 0 1.8 0 0 1.8 0 0 7.7 0 2.5 2.1 ' Highland venue e Out In Total 05 146 11105 26 1084 2240 ' 12 1037 40 0 1 24 0 0 , 13 hru 40 0 Right Thru Left Peds Peak Hour Data 6; mJ m� J T. ?aero a o5 Fm-W Nath ti Too+ !a 4- c �-a Peak Hour Begins at t 1:45 AM 2 3 ' Cars r a u m n K 1 Trucks 0 N Q y m O V p TW a moon o'•o' T r Left Thou Right Peds 4 1062 5 0 ' 0 20 0 0 14 1082 5 0 1078 11 2145 79 Out In Total , ' GPI 61 Spit Brook Road Suite 1 10 1 Nashua,NH.03060 File Name : Highland Ave @ Ravenna_BaMes - SAT Site Code : 08571 1 Start Date : 6/7/2008 Page No : I Groups Printed-Trucks Highland Avenue(Rte107) Barnes Road Highland Avenue(Rte107) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Left Thru fU ht Peds Tyle 8 ^>o.rwn Lefl Thru Right Peds nrr.r.n Left Thru Right Peds wr,.rm•i Left Thru Right Peds yp.rma rn�,Tow 11:00 AM 0 .4 0 0 4 0 0 0 0 0 1 3 0 0 4 0 0 0 0 0 8 11:15 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2 1130 AM 0 5 0 0 5 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 10 11:45 AM0 1 0 0 1 -0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 4 Total 0 1-00 11 0_U0 0 0 1 12 0 0 13 0 0 0 0 0 24 1 12:00 PM 0 9 0 0 9 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 12 12:15 PM 0 6 1 0 7 0 0 0 0 0 0 6 0 0 6 0 0 1 0 1 14 12:30 PM 0 8 0 0 8 0 0 1 0 1 0 8 0 0 8 0 0 0 0 0 17 12:45 PM 0 9 0 0 9 0 0 1 0 1 0 1 0 0 1 0 0 0 0 0 11 Total 0 32 1 0 33 0 0 2 0 2 0 18 0 0 18 0 0 1 0 1 54 01:00 PM 0 4 0 0 4 0 0 0 0 0 0 3 -0 0 3 0 0 0 0 0 7 0 1:15 PM 0 6 0 0 6 0 0 0 0 0 0 3 0 0 3 0 0 1 0 1 10 01:30 PM 1 3 0 0 4 0 0 1 0 1 0 5 0 0 5 0 0 0 0 0 10 01:45 PM 0 5 0 0 5 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 7 Total 1 18 0 0 19 0 0 1 0 1 0 13 0 0 13 0 0 1 0 1 34 Grand Total 1 61 1 0 63 0 0 3 0 3 1 43 0 0 44 0 0 2 0 2 112 1 A Total% 0.9 54.5 0.9 0 56.2 0 0 200 - 0 2. 7 0.9 38.4 0 0 39.3 0 0 108 0 L8 1 i 1 1 1 i 1 GPI ' 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Ravenna—Barnes - SAT Site Code : 08571 Start Date : 6/7/2008 ' Page No : 2 ig a venue e OW In Total 46 ' 63 109 1 61 1 0 Right Thru Left Peds ' 16 o J� T �0 o No th 3 ry_ �6.72 0 0AM 08 45PM08 1':7!200601 On raoo u '0 4, 1 r Left Thru Right Peds' 1�InTOW ��107 6 OW GPI - 61 Spit Brook Road Suite 110 ' Nashua,NH.03060 File Name : Highland Ave @ Ravenna Barnes - SAT Site Code : 08571 ' Start Date ; 6/7/2008 Page No : 3 Highland Avenue(Rte107) Barnes Road Highland Avenue(Rte107) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Left Thru Right Peds Time g •vr.T.. Left Thru Right Peds Aw.T.n Left Thru Right Peds Mn T.a Left Thru Right Peds wn.r.. Int Tow eak Hour Analysis From]1:45 AM to 12:30 PM-Peak 1 of 1 ak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 0 1 0 0 1 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 4 - 12:00 PM 0 9 0 0 9 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 12 12:15 PM 0 6 1 0 7 0 0 0 0 0 0 6 0 0 6 0 0 1 0 1 14 12:30 PM 0 8 0 0 8 0 0 1 0 1 0 8 0 0 8 0 0 0 0 0 17 Total Volumr 0 24 1 0 25 0 0 1 0 1 0 20 0 0 20 0 0 1 0 1 47 A .T ul 0 96 4 0 0 0 100 0 0 100 0 0 0 0 100 0 PHF .000 .667 .250 .000 .694 .000 .000 .250 .000 .250 .000 .625 .000 .000 .625 .000 .000 .250 .000 .250 .691 Highland venue e Out In Total 21�1 25 24 U 0 :TR ht Thru Left Peds Peak Hour Data o North �o 2 > -� 4_2 J m F 2 0 —� TPeak Hour Begins a1,1:45 AM rucks ' O� T rr Left Thru R" ht Peds 0 20 0 0 ' F 251 20 F 45 Out In Total , GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 — , File Name : Highland Ave @ Ravenna Barnes - SAT Site Code : 08571 Start Date : 6/7/2008 , Page No : 1 Groups Printed-Turn ' Highland Avenue(Rte307) Barnes Road Highland Avenue(Rte107) Ravenna Avenue Southbound Westbound Northbound Eastbound Start Left Th,. Ri nt Peds ' Time a •ve Ta•� Left Tbru Right Peds µo.ra.� Left Thru Right Peds gp.raa Left Thru Right Peds ♦w,ran tm.r°W 11:00 AM 7 0 0 0 7 0 0 0 0 0 4 0 0 0 4 0 0 0 0 0 11 11:15 AM 10 0 0 0 10 0 0 0 0 0 6 0 0 0 6 0 0 0 0 0 16 _ 11:30 AM 7 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 ' 11:45 AM 6 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 Total 30 0 0 0 30 0 0 0 0 0 10 0 0 0 10 0 0 0 0 0 40 12:00 PM 12 0 0 0 12 00 0 0 0 2 0 0 0 2 0 0 0 0 0 14 ' 12:15 PM 8 0 0 0 8 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 10 12:30 PM 8 0 0 0 8 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 11 12:45 PM 7 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 Total 35 0 0 0 35 0 0 0 0 0 7 0 0 0 7 0 0 0 0 OT 42 ' 01:00 PM 7 0 0 0 7 00 0 0 0 1 0 0 0 1 1 0 0 0 1 9 01:15 PM 13 0 0 0 13 0 0 0 0 0 4 0 0 0 4 0 0 0 0 0 17 01:30 PM 7 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 ' 01:45 PM 6 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 Total 33 0 0 0 33 0 0 0 0 0 5 0 0 0 5 ] 0 0 0 I 39 Grand Total 98 0 0 0 98 0 0 0 0 0 22 0 0 0 22 1 0 0 01 121 Appreh% 100 0 0 0 0 0 0 0 100 0 0 0 100 0 0 0 ' Total% 81 0 0 0 81 0 0 0 0 0 18.2 0 0 0 ]8.2 0.8 0 0 0 0.8 1 GPI 61 Spit Brook Road Suite 110 ' Nashua,NH.03060 — File Name : Highland Ave @ Ravenna Bames - SAT Site Code : 08571 ' Start Date : 6/7/2008 Page No : 2 Highland venue e OW In Total O 98 0 0 98 0 Right Thm Lefl Peds O o m —o n6 o North o c 6/7/2008 11:00 AM 6!7/2008 01:45 PM m o 0 �a m 0 o U-Tum o ti O � m c om a wo m— II +-, T r Left Thru RIM Peds 221 01 01 0 o o OW In Total I GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 - — ' File Name : Highland Ave @ Ravenna Barnes - SAT Site Code : 08571 Start Date : 6/7/2008 ' Page No : 3 HighlandAvenue(Rte107) Barnes Road Highland Avenue(Rte107) Ravenna Avenue , Southbound Westbound Northbound Eastbound $tart L¢]t Thru R3 hl Peds Time g Mr.raa Lefl Thru Right Peds n>wraa Left ThruRight Peds pr.raa Left Thru Right Peds sra*au lm.Tom Peak Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of 1 ' Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 6 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 12:00 PM 12 0 0 0 12 0 0 0 - 0 0 2 0 0 0 2 0 0 0 0 0 14 ' 12:15 PM 8 0 0 0 8 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 10 12:30 PM 8 0 0 0 8 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 11 Total Volume 34 0 0 0 34 00 0 0 0 7 0 0 - 0 7 0 0 0 0 0 41 Y A .Total 100 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 PHF .708 .000 .000 .000 .708 .000 .000 .000 .000 .000 .583 .000 .000 .000 .583 1 .000 .000 .000 .000 .000 1 g a venue(Rte107) Out In Total 10 a4 ® 1 0 0 s4 0 Right Thru Left Peds 4� 1 4 ' Peak Hour.Data ? p o�n o J� 1 O ' W� o NOM ~ Peak Hour Begins at 11:45 AM of rc� U-Tum rA o'ro �.5 O o9 mo o_ 1 r Left Thru Right Peds 71 01 01 0 O T 0 Out In Total 1 GPI 61 Spit Brook Rd. 1 Nashua, NH.03060 File Name : Highland Ave @ Olde Village Dr - Site Code : 08571 1 Start Date : 5/31/2008 Page No : 1 1 Grou s Printed-Cars-Trucks-Turn Highland Avenue(Rte107) Highland Avenue(Rte107) Olde Village Drive Southbound Northbound Eastbound Start Time Thru I $i ht Peds A -Totd Lerl Thru Peds A .Total 1.e 1 Ri ht Peds A .Total lnt.Total 11:00 AM 215 23 1 239 10 255 - 0 265 24 2 1 27 531 11:15 AM 243 14 0 257 10 252 0 262 15 2 0 17 536 11:30AM 279 16 0 295 9 276 0 285 24 7 0 31 611 11:45 AM 278 19 0 297 17 292 0 309 14 2 2 18 624 Total 1015 72' I 1068 46 .1075 0 1121 77 13 3 93 2302 12:00 PM 281 17 0 298 7 270 0 277 21 4 0 25 600 1 12:15 PM 258 16 0 274 9 238 0 247 31 1 0 32 553 12:30 PM 236 17 0 253 7 258 0 265 14 0 3 17 535 12:45 PM 279 14 0 293 13 260 0 273 19 6 3 28 594 Total 1054 64 0 1118 36 1026 0 1062 85 11 6 - 102 2282 1 01:00 PM 255 18 0 273 7 258 0 265 27 2 0 29 - 567 01:15 PM 305 12 0 317 6 256 0 262 26 4 2 32 611 01:30 PM 280 14 0 294 8 269 0 277 21 2 1 24 595 1 Grand Total 2909 180 1 3090 103 2884 0 2987 236 32 12 280 6357 Apprch% 94.1 5.8 0 3.4 96.6 0 84.3 11.4 4.3 Total% 45.8 2.8 0 48.6 1.6 45.4 0 47 3:7 0.5 0.2 4.4 Can 2855 178 1 3034 - 67 2849 0 2916 233 32-12 277 6227 MON 0% Can 98.1 98.9 100 98.2 65 98.8 0 97.6 98.7 100 100 98.9 98 Trucks 54 2 0 56 2 35 0 37 3-0o 3 - 96 %Trucks 1.9 1.1 0 1.8 1.9 1.2 0 1,2 1.3 0 0 1.1 1.5 U-Tum 0 0 0 0 34 0 0 34 0 0 0 0 34 1 % u- -Turn 0 0 0 0 33 0 0 1.1 0 0 0 0 0.5 � 1 1 1 i 1 1 GPI 61 Spit Brook Rd. Nashua, NH. 03060 File Name : Highland Ave @ Olde Village Dr - SAT ' Site Code : 08571 Start Date : 5/31/2008 ' Page No : 2 Highland venue e Out In Total ' 3082 3034 6116 56 94 0 0 0 3120 3090 6210 178 2855 1 ' 2 54 0 0 0 0 180 2909 1 Right Thru Peds , �' 1 nmom � North - - n o o - 5/31/2008 11:00 AM ' 5/31/2008 01:30 PM m nomM rvoorvy Cars - a Trucks pry a U-Tum T Left Th. Peds 67 2849 0 2 35 0 ' 34 0 0 103 2884 0 2887 2916 5803 ' 54 37 91 0 34 34 2941 2987 5928 ON In Total 1 1 1 GPI 61 Spit Brook Rd. ' Nashua,NH. 03060 File Name : Highland Ave @ Olde Village Dr - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 3 Highland Avenue(Rte107) Highland Avenue(Rte107) Olde Village Drive Southbound Northbound Eastbound Start Time Then Ri ht I Peds App.Total Left Thru Peds I App.Total I Left Ri htPeds App.Total lnt.Total teak Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of 1 eak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 278 19 0 297 17 292 0 309 14 2 2 18 624 12:00 PM 281 17 0 298 7 270 0 277 21 4 0 25 600 12:15 PM 258 16 0 274 9 238 0 247 31 1 0 32 553 1230 PM 236 17 0 253 7 258 0 265 14 0 3 17 535 Total Volume 1053 69 0 1122 40 1058 0 1098 80 - 7 5 92 2312 %App.Total 93.9 6.1 0 3.6 - 96.4 0 87 7.6 5.4 PHF .937 .908 W-0941 .588 .906 .000 .888 .645 .438 .417 .719 .926 ' Can 1039 69 0 1108 27 1043 0 1070 80 7 5 92 2270 %Can 98.7 100 0 98.8 67.5 98.6 0 97.4 100 100 100 100 98.2 Trucks 14 0 0 14 - 0 - 15 0 15 0 0 0 0 29 %Trucks 1.3 0 0 1.2 0 1.4 0 1.4 0 0 0 0 1.3 U-Tum 0 0 0 0 13 0 0 13 0 0 0 0 13 %U-Tum 0 0 0 0 32.5 0 0 1.2 0 0 0 0 0.6 Highland venue e ' outITotal 112 1123 111 08 2231 15 14 29 0 0 0 1138 1122 22( 0 ' fi9 1039 0 0 14 0 0 0 0 69 1053 0 ' Right Thru Peds ' Peak Hour Data momma N m �O o000 NOM ' m m o o n noon Peak Hour Begins at 11:45 AM c ¢� Cars a h o o m Trucks - U-Tum O o 41 T Left Thru Peds 27 1043 0 ' 0 5 0 13 0 0 40 1058 0 ' 11098 2716 29 3 110160 2758 Out In (R1007l i GPI 61 Spit Brook Rd. Nashua, NH. 03060 File Name : Highland Ave @ Olde Village Dr - SAT ' Site Code : 08571 Start Date : 5/31/2008 ' Page No : 1 Groups Printed-Cars-Trucks ' Highland Avenue(Rte107) Highland Avenue(Rte107) Olde Village Drive Southbound Northbound Eastbound Start Time Thru Right I Leff I Thru Peds A .Total Lcftl Ri ht Peds A .Total Int.Total ' 11:00 AM 215 23 1 239 10 255 0 265 24 2 1 27 531 1IA5 AM 243 14 0 257 6 252 0 258 15 2 0 17 532 11:30AM 279 16 0 295 2 276 0 278 24 7 0 31 604 11:45 AM 278 19 0 297 12 292 0 304 14 2 2 18 619 , Total 1015 72 1 1088 30 1075 0 110577 ]3 3 93 2286 12:00 PM 281 17 0 298 5 270 0 275 21 4 0 25 598 12:15 PM 258 16 0 274 5 238 0 243 31 1 0 32 549 ' 12:30 PM 236 17 0 253 5 258 0 263 14 0 3 17 533 12:45 PM 279 14 0 293 11 260 0 271 19 6 3 28 592 Tota] 1054 64 0 1118 26 1026 0 1052 85 11 6 102 2272 01:00 PM 255 18 0 273 5 258 0 263 27 2 0 29 565 ' 01:15 PM 305 12 0 317 3 256 0 259 26 4 2 32 608 01:30 PM 280 14 0 294 5 269 0 274 21 2 1 24 592 Grand Total 2909 180 1 3090 69 2884 0 2953 236 32 12 280 6323 ' Apprch% 94.1 5.8 0 2.3 97.7 0 84.3 11.4 4.3 Tota]% 46 2.8 0 48.9 1.1 45.6 0 46.7 3.7 0.5 0.2 4.4 Cars 2855 178 1 3034 67 2849 0 2916 233 32 12 277 6227 Cars 98.] 98.9 100 98.2 97.1 98.8 0 98.7 98.7 100 100 98.9 98.5 ' Trucks 54 2 0 56 2 35 0 37 3-00 3 96 %Trucks 1.9 1.1 0 1.8 2.9 1.2 0 1.3 1.3 0 0 1.1 1.5 1 1 1 GPI 61 Spit Brook Rd. III ' Nashua, NH. 03060 File Name : Highland Ave @ Olde Village Dr - SAT Site Code : 08571 1 Start Date : 5/31/2008 Page No : 2 MignIaM Avenue(17067) Out In Total 3082 3034 6116 38 56 94 3120 3090 6210 �' 178 2855 1 2 54 0 180 2909 1 Right Thni Peds RNnN mmm fin u, 1 m w wc� N N� NONI nmo mcH ry non'cv�-� 5/31/200811:00 AM 10 1 5/31/2008 01:30 PM m ry o ry H Cars N p N 5 ry `* f n Trucks 0 Left Th Peds T31' 54 4 Oul In Total GPI 1 61 Spit Brook Rd. Nashua, NH. 03060 File Name : Highland Ave @ Olde Village Dr - SAT 1 Site Code : 08571 Start Date : 5/31/2008 1 Page No : 3 Highland Avenue(Rte107) Highland Avenue(Rte107) Olde Village Drive �< Southbound Northbound Eastbound Start Time Thru I Right I Peds I App.Total I Left I Then Peds App.Total Left Right Peds I App.Total lot.Total Peak Hour Analysis From 11:45 AM to 12:30 PM-Peak l of 1 Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 278 19 0 297 12 292 0 304 14 2 2 18 619 12:00 PM 281 17 0 298 5 270 0 275 21 4 0 25 598 12:15 PM 258 16 0 274 5 238 0 243 31 1 0 32 549 ' 12:30 PM 236 17 0 253 5 258 0 263 14 0 3 17 533 Total Volume 1053 69 0-1122 1122 27 1058 0 1085 80 7 5 92 2299 %App.Tota] 93.9 6.1 0 2.5 - 97.5 0 87 7.6 5.4 PHF .937 .908 .000 .941 .563 .906 .000 .892 .645 .438 .417 .719 .929 1 Can 1039 - 69 0 1108 27 1043 0 1070 80 7 5 92 2270 %Cars 98.7 100 0 98.8 100 98.6 0 98.6 100 100 100 100 98.7 Trucks 14 0 0 14 0 15 0 15 0 0 0 0 29 %Trucks 1.3 0 0 1.2 0 1.4 0 1.4 0 0 0 0 1.3 1 ig a venue - ON In Total 1730 1122 2260 69 7039 0 0 14 0 69 0 1 RipM Thou Peds 4Jr 1 Peak Hour Data mmm omm or NOM N O N Peak Hour Begins at 11:45 AM 1 - rr Cars m m a m Trucks mom c 5�' �' m O 4-1 T Leh Thou Peds T15 1046 12910645 Out In Total 1 GPI 61 Spit Brook Rd. Nashua, NH. 03060 File Name : Highland Ave @ Olde Village Dr - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 1 - Groups Printed-Trucks - Highland Avenue(Rte107) Highland Avenue(Rte]07) Olde Village Drive Southbound Northbound Eastbound Start Time Thru Ri ht Peds AP .Total Left Thru Peds A .Total Left Ri ht Peds App.Total Int.Total 11:00 AM 5 0 0 5 0 2 0 2 0 0 0 0 7 11:15 AM 4 1 0 5 1 1 0 2 1 0 0 1 8 11:30AM 6 0 0 6 0 3 0 3 1 0 0 1 10 11:45 AM 8 0 0 8 0 5 0 5 0 0 0 0 13 Total 23 1 0 24 1 11 0 12 2 0 0- 2 38 12:00 PM 0 0 0 0 0 3- 0 3 0 0 0 0 3 �- 12:15 PM 2 0 0 2 0 3 0 3 0 0 0 0 5 12:30 PM 4 0 0 4 0- 4 0 4 0 0 0 0 8 12:45 PM 8 0 0 8 0 2 0 2 0 0 0 0 10 Tote] I4 0 0 14 0 12 0 12 0 0 0 0 26 ' 01:00 PM 5 1 0 6 0 6 0 6 0 0 0 0 12 01:15 PM 9 0 0 9 1 4 0 5 0 0 0 0 14 01:30 PM 3 0 0 3 0 2 0 2 1 0 0 1 6 Grand Total 54 2 0 56 2 35 0 37 3 0 0 3 - 96 Appmb% 96.4 3.6 0 5.4 94.6 0 100 0 0 Total% 56.2 2.1 0 58.3 2.1 36.5 0 38.5 3.1 0 0 3.1 Highland venue e Out In Total 38 56 1 94 ' 2 54 0 Ri1ght -Thru Peds 4- n @ti ^ E p� North m m c rc 5/31/2008 1100 AM 5/31/2008 01:30 PM oe a Trucks Left Th Peds 2 35 0 —911 37 al Out In Total GPI 61 Spit Brook Rd. Nashua, NH. 03060 File Name : Highland Ave @ Olde Village Dr - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 2 Highland Avenue(Rtt107) Highland Avenue(Rte]07) Olde Village Drive Southbound. Northbound Eastbound Start Time I Thru I Right I Peds I App.Total I Left I Thru I Peds I App.Total Lett I Right I Peds I App.Total Int Total Peak Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 8 0 0 8 . 0 5 0 5 0 0 0 0 13 12:00 PM 0 0 0 0 0 3 0 3 0 0 0 0 3 12:15 PM 2 0 0 2 0 3 0 3 0 0 0 0 5 12:30 PM 4 0 0 4 0 4 0 4 0 0 0 0 8 Total Volume 14 0 0 14 0 15 0 15 0 0 0 0 29 %App.Total 100 0 '0 0 100 0 0 0 0 PHF .438 .000 .000 .438 .000 .750 .000 .750 .000 .000 .000 .000 .558 Highlancl Avenue e Out In Total 5 14 29 0 u 0 Right Thru Peds � 1 Peak Hour Data W� ? . H m m-1 > North ` c m � of Peak Hour Begins at 11:45 AM m o Trucks _o v O a Left Th Peds ' 0 15 0 14 5 al Out In Total GPI 61 Spit Brook Rd. Nashua, NH. 03060 File Name : Highland Ave @ Olde Village Dr - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 1 Groups Printed-Turn Highland Avenue(Rte107) Highland Avenue(Rte107) Olde Village Drive Southbound Northbound Eastbound Start Time Thru I Right I Peds FApp,Total Left I Thru I Peds A .Total Left I Ri ht Peds I App.Total Int.Total 11:00 AM 0 0 0 - 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 0 0 4 0 0 4 0 0 0 _ 0 4 11:30 AM 0 0 0 0 7 0 0 7 0 0 0 0 7 11:45 AM 0 0 0 0 5 0 0 5 0 0 0 0 5 Total 0 0 0 0 16 0 0 16 0 0 0 . - 0 16 12:00 PM 0- 0 0 0 2 0 0 2 0 0 0 0 2 12:15 PM 0 0 0 0 4 0 0 4 0 0 0 0 4 12:30 PM 0 0 0 0 2 0 0 2 0 0 0 0 2 12:45 PM 0 0 0 -0 2 0 0 2 0 0 0 0 2 Total 0 0 0 0 10 0 0 10 0 0 0 0 1 10 01:00 PM 0 0 0 0 2 0 0 2 0 0 0 0 2 01:15 PM 0 0 0 0 3 0 0 3 - 0 0 0 0 3 01:30 PM 0 0 0 0 3 0 0 3 0 0 0 0 3 Grand Total 0 0 0 0 34 0 0 34 0 0 0 0 34 Apprch% 0 0 0 100 0 0 0 0 0 Total% 0 0 0 0 100 0 0 100 0 0 0 0 ig a venue e Ou0 l In 0 Total 0 R! M Thru Peds 1 m� Tm c North mco ci - 5/31/2008 11:OD AM - 5/31/2008 01:30 PM m ow 0ti a U-Tum - Left TMu Peds 34 0 0 ut 34 34 Out In Total GPI 61 Spit Brook Rd. Nashua, NH. 03060 File Name : Highland Ave @ Olde Village Dr - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 2 Highland Avenue(R e107) Highland Avenue(Rtel07) Olde Village Drive T� Southbound Northbound Eastbound .Start Time Thru Right g ht Peds A .Total Left Thru Peds Ap .Total Left Right Peds App.Total Int.Total Peek Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 0 0 0 0 5 0 0 5 0 0 0 0 5 4 12:00 PM 0 0 0 0 2 0 0 2 0 0 0 0 2 12:15 PM 0 0 0 0 4 0 0 4 0 0 0 0 4 12:30 PM 0 0 0 0 2 0 0 2 0 0 0 0 2 Total Volume 0 0 0 0 13 0 0 13 0 0 0 0 13 %App.Total 0 0 0 100 0 0 0 0 0 PHF .000 .000 .000 .000 .650 .000 .000 .650 .000 .000 .000 .000 .650 Highland venue a Out In Total 0 0 0 Right Toru Peds 1 Peak Hour Data 70� T � � North v �o o— m— Peak Hour Begins at 11:45 AM ir m o ,, U-Tum I� O� R Left Thre, Peds 13 0 0 iut 3 13 Out In Total Maitland Avenue(Rtel07) i GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Wa]Mart Internal Roadway - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 1 Groups Printed-Cars-Trucks Internal Roadwe Residential Roadway(No Residential RoadNo y Roadway Access) Internal Roadway y Southbound Westbound Northbound Access) Eastbound Start Left Thru aim Peds Time g wv.Taa Left Thru Right Peds evv,T,m Left Thru Right Peds evv.Td,i Left Thru Right Peds n>n Tu„ rn�Toh� 11:00 AM 0 9 0 0 9 0 0 0 0 0 0 11 00 ]1 0 0 0 0 0 20 11:15 AM 0 IS 0 0 15 0 0 0 0 0 0 13 0 0 13 0 0 0 0 0 - 28 11:30 AM 0 24 0 0 24 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 28 11:45 AM0 3 0 0 3 0 0 0 0 0 0 5 0 0 5 1 0 0 0 1 9 Total 0 51 0 0 51 0 00 00 0 33 0 0 33 1 0 0 0 ] 85 12:00 PM 0 23 0 0 23 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 31 12:15 PM 0 12 0 0 12 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 23 r 12:30 PM 0 10 0 0 10 0 0 0 0 0 0 12 0 0 12 0 0 0 0 0 22 12:45 PM 0 8 0 0 8 0 0 0 0 0 0 7 0 0 7 1 0 0 0 1 - 16 Total 0 53 - 0 0 53 0 0 0 0 0 0 38 0 0 38 - 1 0 0 0 I 92 01:00 PM 0 9 . 0 0 9 0 0 0 0 0 0 10 0 0 10 2 0 0 0 2 21 01:15 PM 0 19 0 0 19 0 0 0 0 0 0 10 0 0 -10 0 0 0 0 0 29 01:30 PM 0 19 0 0 19 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 30 01:45 PM 0 8 0 0 8 0 0 0 0 0 0 10 0 0 10 1 0 0 0 1 19 Total 0 55 0 0 55 0 0 0 0 0 0 41 0 0 41 3 0 0 0 3 99 rand Total 0 159 0 0 159 0 0 0 . 0 - 0 0 112 0 0 112 5 0 0 0 5 276 Apprch% 0 100 0. 0 0 0 0 0 0 100 0 0 100 0 0 0 Total% 0 57.6 0 0 57.6 0 0 0 0 0 0 40.6 0 -0 40.6 1.8 0 0 0 1.8 Can 0 157 0 0 157 0 0 0 0 0 0 112 0 0 112 5 0 0 0 5 274 an 0 98.7 0 0 98.7 0 0 0 0 0 0 100 0 0 too 100 0 0 0 100 99.3 Trucks 0 2 0. 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Trucks 0 1.3 0 0 1.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0- 0 0.7 GPI 1 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Wa1Mart Internal Roadway - SAT r Site Code : 08571 StartDate ; 5/31/2008 Page No : 2 Int.,naloa way ON In Total 274 157 1107 159 276 0 157 0 0 o z o 0 0 159 0 0 RigM Thm Left Peas � 1 + m NON NOVI � - mm Tp om 00002 NoM yoao 000"m T N O N m - —4 51311200811:00 AM —� o m Door W112008 01:45 PM o 0 oOf r 000� m 000 Cas �s Trucks o0o do OO� m m m a n 000m� Ex v oao m J! T Left Thor R' ht Peds 0 112 0 0 0 0 0 0 01 112 0 0 157 112 269 0 112 271 Out In Total ' GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Wa1Mart Internal Roadway - SAT Site Code : 08571 Stals Date : 5/31/2008 Page No : 3 Internal RoadwayResidential Roadway(No Residential Roadway(No . Access Internal Roadway Southbound Westbound Northbound Access) Eastbound Start Left Thru Rf Time Bhr Peds Mr.'run Left I Thru Right Peds sro-ran L¢ft TM1ru Afght Peda •w.r.0 Lefl Thru RI ht Peds B ser.r.,a rut.Tont eak Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 0 3 0 0 3 0 0 0 0 0 0 5 0 0 5 1 0 0 0 1 9 12:00 PM 0 23 0 0 23 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 -31 12:15 PM 0 12 0 0 12 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 23 12:30 PM 0 10 0 0 10 0 0 0 0 0 0 12 0 0 12 0 0 0 0 0 22 Toni Volume 0 48 0 0 48 0 0 0 0 0 0 36 0 0 36 1 0 0 0 1 85 App.Total 0 100 0 0 0 0 0 0 0 100 0 0 100 0 0 0 PHF .000 .522 .000 .000 .522 .000 .000 .000 .000 .000 .000 .750 .000 .000 .750 .250 .000 .000 .000 .250 .685 Cars 0 48 0 0 48 0 0 0 0 0 0 36 - 0 0 36 1 0 0 0 1 85 %-Cars 0 100 0 0 100 0 0 0 0 0 0 too 0 - 0 100 100 0 0 0 100 100 Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Internal Roadway Out ' In Total 3746 65 0 0 0 37 48 05 0 48 0 0 III o a o 0 0 0 0 Right Thru Left Peds n Peak Hour Data �O7 p O O O 0002 No ti 000�m —t Peak Four Begins at 11:45 AM n o00 � F � tpO��� CaB m 0 0 p � A�000 K TNCa$ ��000 N0 OOON 9 - Oa n m r +, T r ' - Left Thru Ri ht Pads 0 36 0 0 0 0 0 0 0 36 0 0 48 3684 48 366 B4 Out In Total r GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Wa1Mart Intemal Roadway - SAT Site Code : 08571 Start Date : 5/31/2008 , Page No : 1 Groups Printed-Trucks t� Residential Roadway(No Residential Roadway(No Southbound Access) Northboun Internal Roadway Access Internal Roadway � - Nortd Access Westbound Eastbound Start Left Thr. Right Peds Time a Ara.raa Lett Thru AIgM Ped6 yr.rata Let[ Taru Right Peds •rr.raa Left Thr. Right Peds n>r.rna tm.Toul 11:00 AML 11:15 AM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 11:30AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 12:45 PM 0 - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -Total 0 0 0 0 01 0 0 0 0 0 0 0 0 0 —0—[—o 0 0 0 0 0 01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - 0 01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 '0 0 01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Apprch% 0 100 0 0 0 0 0 0 - 0 0 0 0 0 0 0 0 " Total% 0 loo 0 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : WalMart Intemal Roadway - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 2 Internal Roadway Out In Total 0 2 2 o 21 01 0 Ri ht Thru Left Peds 1 L4 1 m� oaJ ♦ ? P O m ti ° No h - o � m T O L� -C O 5/3112008 11:00 AM o g F o o 5/31/2008 01:45 PM io o s Trucks m01 m Umm m o a m m *1 T r Left Thm Right Peds 0 01 01 0 02 0 [al Out In Total 1 I GPI ■ 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Wa1Mart Internal Roadway - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 3 Residential Roadway(No Residential Roadway(No Internal Roadway Access) Internal Roadway Access) Southbound Westbound Northbound Eastbound .Start Left Thru might Peds nro.Tam Lcfl Thru Ri ht Peds w con Left Thr. Right Peds Time B B vv B wvv.ran Left Tbru Right Peds nvvn.n m,.Toul Peak Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM ' 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 0 0 0 0 0 0 0 0 . 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Toml Volume 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 App.Tocol 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 1 .000 Internal oa y Out In Total a 01 F-Eo� 01 01 0 Right Thru LeL Peds � 1 -/ i. H Peak Hour Data 0 o e S Ta t-2 F J � O North -o ° o 0 0 v ° o^ Peak Four Begire et 11:45 AM �E M moo o ° y0 oa m o y u y n a m o o-io a Left Thru Right Peds 0 0 0 0 o 0 ON In Total r �r GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ North Wal-Mart Driveway_Clark St - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 1 Groups Printed-Cars-Trucks Highland Avenue(Rte 107) Clark Street Highland Avenue(Rte 107) Residential Driveway(Limited Southbound Westbound Northbound Access) Eastbound Start Time Left Thru Right Peds r.. Left L¢N Thru Right Peds ern.r.a Left Thru RIgM Peds ,y,.r.n Lefl Thru Aight Peds wvv.*+� tm.'rmsi 11:00 AM 0 213 0 0 213 0 0 10 0 10 0 261 1 0 262 0 0 0 0 0 485 1:15 AM 1 193 0 0 194 0 0 11 0 11 0 253 2 0 255 0 0 0 0 0 460 1:30 AM 0 247 0 0 247 0 0 15 0 15 0 238 0 0 238 0 0 0 0 0 500 11:45 AM 0 297 1 0 298 0 0 ]7 0 ]7 0 268 0 0 268 0 0 0 0 0 583 Total 1 950 1 0 952 0 0 53 0 53 0 1020 3 0 1023 0. 0 0 0 0 2028 12:00 PM 0 266 0 0 2660 0 11 0 11 0 271 3 0 274 0 0 0 0 0 551 12:15 PM 0 279 0 0 279 0 0 11 0 11 0 273 2 0 275 0 0 0 0 0 565 12:30 PM 0 276 0 0 276 0 0 13 0 13 0 216 1 0 217 0 0 0 0 0 506 12:45 PM 0 251 1 0 252 0 0 19 0 19 0 254 2 0 256 0 0 0 0 0 527 Total 0 1072 1 0 1073 10 0 54 0 54 0 1014 B 0 1022 0 0 0 0 0 2149 01:00 PM 0 274 2 0 276 0 0 11 0 11 0 246 1 0 247 0 0 0 0 0 534 01:15 PM 0 255 0 0 255 0 0 13 0 13 0 258 0 0 258 0 0 0 0 0 526 01:30 PM 0 292 0 0 292 0 0 10 0 10 0 244 2 0. 246 0 0 0 0 0 548 01:45 PM 0 268 1 0 269 0 0 7 0 7 0 227 1 0 228 0 0 0 0 0 504 Total 0 1089 3 0 1092 0 0 41 0 41 0 975 4 0 979 0 0 0 0 0 2112 'nd Total I 3111 .5 0 3117 0 0 148 0 148 0 3009 15 0 3024 0 0 0 0 0 6289 perch% 0 99.8 0.2 0 0 0 100 0 0 99.5 0.5 0 0 0 `, 0 0 Total% 0 49.5 0.1 0 49.6 0 0 2.4 0 2.4 0 47.8 0.2 0 48.1 0 0 0 0 0 Can 1 3076 5 0 3082 00 147 0 147 0 -2984 14 0 2998 0 0 0 0 0 6227 Can 100 98.9 100 0 98.9 0 0 99.3 0 99.3 0 99.2 93.3 0 99.1 0 0 0 0 0 99 Trucks 0 35 0 0 35 0 0 1 0 1 0 25 1 0 26 0 0 0 0 0 62 %Tru 0 1.1 0 0 1.1 0 0 0.7 0 0.7 0 0.8 6.7 0 0.9 0 0 0 0 0 1 i r GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ North Wal-Mart Driveway_Clark St - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 2 9 a venue e 107) Out In Total - - 3131 3062 6273 26 35 61 3157 3717 6274 ' S 3076 t 0 0 35 0 0 5 3111 1 0 „ Right Thru Left Peds u g N p N 0_6 O G� ♦ o] E 0902 North 000 W e r—� 5/31/2006 71:00 AM 2 g o 0 o t 5/31/2000 01:65 PM � .. � n o n rc Cars rs m ' m 0° 000 . Trucks 0 0 o y^ O N O O O N N N T r Left Thru Ri ht Peds -' 0 2964 td 0 0 25 7 0 0 3009 75 0 3076 2998 6074 35 26 fit 3171 3024 6135 Out In Total GPI ' 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ North Wal-Mart Driveway_Clark St - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 3 Highland Avenue(Rte 107) Clark Street - Highland Avenue(Rte 107) Residential Driveway(Limited Southbound Westbound Northbound Access) Eastbound Start Left Thr. Right Peds L¢ Time 4 ^rcT+•� fl Thru AIgM Peds +er.ma Left Thru RillPeds sve rwe Left Thru Right P¢ds •or.ru•� IDt.Tom inkHour Analysis From 11:00 AM to 01:30 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 0 297 1 0 298 0 0 17 0 17 0 268 - 0 0 268 0 0 0 0 0 583 12:00 PM 0 266 0 0 266 0 0 11 0 11 0 271 3 0 274 0 0 0 0 0 551 12:15 PM 0 279 0 0 279 0 0 11 0 11 0 273 2 0 275 0 0 0 0 0 565 12:30 PM 0 276 0 0 276 0 0 13 0 13 0 216 1 0 217 0 0 0 0 0 506 oul Volume 0 1118 1 0 1119 0 0 52 0 52 0 1028 6 0 1034 0 0 0 0 0 2205 e A .Total 0 99.9 0.1 0 0 0 100 0 0 99.4 0.6 0 0 0 0 0 PHF .000 .941 .250 .000 .939 .000 .000 .765 .000 .765 .000 .941 .500 .000 .940 .000 .000 .000 .000 .000 .946 Can 0 1108 1 0 1109 0 0 52 0 52 0 1015 5 0 1020 0 0 0 0 0 2181 Can 0 99.1 100 0 99.1 0 0 100 0 100 0 98.7 83.3 0 98.6 0 0 0 0 0 98.9 Trucks 0 10 0 0 10 0 0 0 0 0 0 13 1 '0 14 0 0 0 0 0 24 %Tmcks 0 0.9 0 0 0.9 0 0 0 0 0 - 0 1.3 16.7 0 1.4 0 0 0 0 0 1.1 -� fliginland Avenve ftue 107) out In Total 1067 1109 2176 73 70 23 ' 1060 1719 2199 0 10 o a 1 1118 0 0 RIgM Thtu Left Peds Peak Hour Data p<*6 t �1OA O 0~ NON C North E 000 2—/ �2 v c F Peak Hour Begins at 11:45 AM c o 0 0 000t Cars' v o v J m 'c TNcks m0 000 � c a � _ Iru a '�^ 000 ia�vv_ u Left Thu h ru Ri M Peds 0 1015 5 0 0 13 1 0 0 1028 6 0 1108 1020 2126 10 14 24 7118 1034 2152 Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 1 Groups Printed-Cars-Trucks-Turns Highland Avenue(Rte 107) Self Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Start Left Thru AI hI Peds g r> Time B Mr.rm.i Leff Thru AI ht Peds ♦ r.a Left Thru Right Peds pc r.. Lefl Thru Aight Peds ear.raa ��,.Teul 11:15 AM 0 180 34 0 214 0 0 0 0 0 46 223 0 0 269 47 0 14 0 61 544 11:30 AM 0, 210 75 0 285 0 0 0 0 0 42 197 1 0 240 36 0 7 0 43 568 11:45 AM 0 220 41 1 262 0 0 0 0 0 39 261 1 0 301 44 0 3 0 47 610 Total 0 610 150 1 761 0 0 0 0 0 127 681 2 0 810 127 0 24 0 151 1722 12:00 PM 0 255 50 0 305 0 0 0 0 0 42 222 1 0 265 48 0 5 0 53 623 12:15 PM 0 221 57 0 278 0 0 1 0 1 39 241 0 0 280 38 0 8 0 46 605 12:30 PM 0 229 44 0 273 0 0 0 0 0 37 197 0 0 234 34 0 9 0 43 550 12:45 PM 0 2J4 37 0 251 0 0 0 0 0 59 226- 0 0 285 39 0 13 0 52 588 Total 0 919 188 0 1]07 0 0 1-0 - 1 177. 886 1 0 1064 J59 0 35 0 194 -Y3-66- 01:00 PM 0 221 49 0 270 0 0 0 1 1 48 237 0 0 285 41 0 17 0 58 614 01:15 PM 0 225 49 0 274 0 0 0 0 0 51 222 2 0 275 49 0 12 0 61 610 01:30 PM 0 240 51 0 291 0 0 0 0 0 57 250 1 0 308 34 0 10 0 44 643 01:45 PM 0 223 57 0 280 0 0 0 0 0 39 213 0 0 252 56 0 10 0 66 598 Total 0 909 206 0 1115 0 0 0 1 1 ]95 922-3o 1120 H80 0 49 0 229 2465 02:00 PM 0 226 - 43 0 269 0 0 0 0 0 35 254 1 0 290 50 0 10 0 60 619 Grand Total 0 2664 587 1 3252 0 0 1 1 2 534 2743 -7 0 3284 516 0 118 0 634 7172 Appmh% 0 81.9 18.1 0 0 0 50 50 16.3 83.5 0.2 0 81.4 0 18.6 0 t" Tota]% 0 37.1 82 0 45.3 0 0 0 0 0 7.4 38.2 0.1 0 45.8 7.2 0 1.6 0 8.8 Can -0-2609 583 1 3193 0 0 1-1 2 . 490 2704 6 0 3200 513 0 117 0 630 7025 Cars 0 97.9 99.3 100 98.2 0 0 100 100 100 91.8 98.6 85.7 0 97.4 99.4 0 99.2 0 99.4 98 Tricks0 55 4 0 59 0 0 0 0 0 4 37 1 0 42 3 0 1 0 4 ]OS %Tmcks 0 2.1 0.7 0 1.8 0 0 0 0 0 0.7 1.3 14.3 0 1.3 0.6 0 0.8 0 0.6 1.5 U-Tums 0 0 0 0 0 0 0 0 0 0 40 2 0 0 42 0 0 0 0 0 42 %U-Tums 0 0 0 0 0 0 0 0 0 0 7.5 0.1 0 0 1.3 0 0 0 0 0 0.6 1 1 1 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 2 Highland venue e 107) Out321 In Total 320 3193 6411 4 40 59 99 2 0 2 3260 3252 6512 583 2609 0 1 4 55 0 0 0 0 0 0 587 2664 0 1 R hl Thm Left Peds 1 MNON ' yOm NO Om J A O 00 = m � o00o NOM oeo0 2� 5131200811:15 AM 4—� -p w m m m • 51312008 02:00 PM 2 0 0 0 0 oma � m Cars m N o o ro =Snmvry i Trucks rs0000 m OrLB o 0 0 o U-Tums b c '-1 T r Left Thru R' hl Peds 490 2704 6 0 4 37 1 0 40 2 0 0 534 2743 7 D 2726 3200 26 59 56 42 98 0 42 1 42 'a, 2782 3284 1 6066 Out In Total KlAmenue Rte 107) I GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 3 Highland Avenue(Rte 107) Self Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Start Left Thr. Right Peds g pr. Time g w>s.raa Left Thru Right Peds w ran Left 7hm Right Peds pr.ran Left Thru Right Peds pa,ran 1m.tura Peak Hour Analysis From 11:45 AM to 12:30 PM-Peek 1 of 1 Peak Hour for Entire intersection Begins at 11:45 AM 11:45 AM 0 220 41 1 262 0 0 0 0 0 39 261 1 0 301 44 0 3 0 47 610 12:00 PM 0 255 50 0 305 0 0 0 0 0 42 222 1 0 265 48 0 5 0 53 623 12:15 PM 0 221 57 0 278 0 0 1 0 1 39 241 0 0 280 38 0 8 0 46 605 12:30 PM 0 229 44 0 273 0 0 0 0 0 37 197 0 0 234 34 0 9 0 43 550 Taal volume 0 925 192 1 1118 0 0 1 0 1 157 921 2 0 1080 164 0 25 0 189 2388 %App.Tout 0 82.7 17.2 0.1 0 0 100 0 14.5 85.3 0.2 0 86.8 0 13.2 0 PEE .000 .907 .842 .250 .916 .000 .000 .250 .000 .250 .935 .882 .500 .000 .897 .854 .000 .694 .000 .892 .95S Can 0 911 191 1 1103 0 0 1 0 1 142 902 2 0 1046 163 0 25 0 188 2338 %Cars 0 98.5 99.5 100 - 98.7 0 0 100 0 100 90.4 97.9 100 0 96.9 99.4 0 100 0 99.5 97.9 Trucks 0 14 1 0 15 0 0 0 0 0 3 18 0 0 21 1 0 0 0 1 37 %Trucks 0 1.5 0.5 0 1.3 0 0 0 0 0 L9 2.0 0 0 1.9 0.6 0 0 0 0.5 1.5 U-Turns 0 0 0 0 0 0 0 0 0 0 12 1 0 0 13 0 0 0 0 0 13 %U-Tums 0 0 0 0 0 0 0 0 0 0 7.6 0.1 0 0 1.2 0 0 0 0 0 0.5 rg a venue line ' Out I[;1118 Total ;1086 03 2169 15 34 0 2204 191 911 0 1 1 14 0 0 0 0 0 0 192 0 1 Right Thm hm Left Peds �' 1 Peak Hour Data N O N m f N O JJ j O .� 0 0 0 02 North ti o o ro ❑ m o rn F—t [LI-Turrs eak Hour Begins at 11:45 AM 4 0 tem m NOOry� am d .� rucks �m o o < _. n o n m K •� 0 0 0 0 m0 n o000 v a m d �oaoo "oom°–' 4, T r , Left Thru Ri ht Peds 742 902 2 0 3 10 0 0 12 1 0 0 57 921 2 0 936 1046 1962 4 21 35 0 3 13 950 1080 2030 Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 1 Crou s Printed-Cars-Trucks Highland Avenue(Rte 107) Self Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Start Left Thru Right Peds All.ran. Left Thru Right Peds wee r.n Left Thru Right Peds wet.run Left Thru Rf ht Peds Time B Moran mi.Tom 11:15 AM 0 180 34 '0 214 0 0 0 0 0 44 223 0 0 267 47 0 14 0 61 542 11:30 AM 0 210 75 0 285 0 0 0 0 0 38 197 1 0 236 36 0 7 0 43 564 1_11_:45 AM 0 220 41 1 262 0 0 0 0 0 36 261 1 0 298 44 0 3 0 47 607 Total 0 . 610 150 ] 761 0 0 0 0 0 118 681 2 0 801 127 0 24 0 151 1713 12:00 PM 0 255 50 0 305 0 0 0 0 0 41 222 1 0 264 48 0 5 0 53 622 12:15 PM 0 221 57 0 278 0 0 1 0 1 35 241 0 0 276 38 0 8_ 0 46 601 1230 PM 0 229 44 0 273 0 0 0 0 0 33 196 0 0 229 34 0 9 0 43 545 12:45 PM 0 214 37 0 251 0 0 0 0 0 54 226 0 0 280 39 0 13 0 52 583 Total 0 919 188 0 1107 0 0 1 0 1 163 . 885 1 0 1049 ]59 0 35 0 194 2351 01:00 PM 0 221 49 0 270 0 0 0 1 1 46 237 0 0 283 41 0 17 0 58 612 01:15 I'M 0 225 49 0 274 0 0 0 0 0 48 222 2 0 272 49 0 12 0 61 607 01:30 PM 0 240 51 0 291 0 0 0 0 0 48 250 1 0 299 34 0 10 0 44 634 01:45 PM 0 223 57 0 280. 0 0 0 0 0 37 212 0 0 249 56 0 10 0 66 595 Total 0 909 206 0 1115 0 0 0 1 1 179 921 3 0 1103 180 0 49 0 229 2448 02:00 PM 0 226 43 0 269 0 0 0 0 0 34 254 1 0 289 50 0 10 0 60 618 Grand Total 0 2664 587 1 3252 0 0 1 I 2 494 2741 7 0 3242 516 0 118 0 634 7130 III Apprch% 0 81.9 18.1 0 0 0 50 50 15.2 84.5 0.2 0 81.4 0 18.6 0 Total% 0 37.4 8.2 0 45.6 0 0 0 0 0 6.9 38.4 0.1 0 45.5 7.2 0 1.7 0 8.9 Cars 0 2609 583 1 3193 0 0 1 1 2 490 2704 6 0 3200 513 0 117 0 - 630 7025 %Cars 0 97.9 99.3 100 98.2 0 0 100 100 100 99.2 98.7 85.7 0 98.7 99.4 0 99.2 0 99.4 98.5 Trucks 0 55 4 0 59 0 0 0 0 0 4 37 1 0 42 3 0 1 0 4 105 %Trucks 0 2.1 0.7 0 1.8 0 0 0 0 0 0.8 1.3 14.3 0 1.3 0.6 0 0.8 0 0.6 1.5 i GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 2 Highland venue e 107) - Oul In Total 3218 3193 6417 60 59 99 3258 3252 6510 4 55 0 0 587 2664 0 1 Right Thru left Peds In o 0 0 2 North ti J �O m ovv —2 5/31/200811:75 AM 4 � m �'W c` 5/31/2008 02:00 PM o 0 0 _m N O N ;T K Cam apo 0 coo Trucks yq 1 Left Thru Right Peds 490 2704 fi 0 �- 4 37 1 0 494 2741 71 0 26 56 42 98 2782 3242 6024 Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 3 Highland Avenue(Rte 107) Self Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound - Westbound Northbound Eastbound Start Left Thru Ri ht Peds Time g •va raJ Left Thru Right I Peds F,.,... Left Thru RightPeds .ye.rma Left Thru I Right Peds wrr.rua I.,.Tom eal,Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of 1 ak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 0 220 41 1 262 0 0 0 0 0 36 261 1 -0 298 44 0 3 0 47 - 607 12:00 PM 0 255 50 0 305 0 0 0 0 0 41 222 1 0 264 48 0 5 0 53 622 12:15 PM 0 221 57 0 278 0 0 1 0 1 35 241 0 0 276 38 0 8 0 46 601 12:30 PM 0 229 44 0 273 0 0 0 0 0 33 196 0 0 229 34 .0 9 0. 43 545 ' Total Volume 0 925 192 1 1118 0 0 1 0 1 145 920 2 0 1067 164 0 25 0 189 2375 oApp.Total 0 82.7 17.2 0.1 0 0 100 0 13.6 86.2 0.2 0 86.8 0 13.2 0 PHF .000 .907 .842 .250 .916 .000 .000 .250 .000 .250 .884 .881 .500 .000 .895 .854 .000 .694 .000 .892 .955 Can 0 911 191 1 1103 0 0 1 0 1 142 902 2 0 1046 163 0 25 0 188 2338 %Cars 0 98.5 99.5 100 98.7 0 0 100 0 - 100 97.9 98.0 100 0 98.0 99.4 0 100 0 99.5 98.4 Trucks 0 14 1 0 15 0 0 0 0 0 3 18 0 0 21 1 0 0 0 1 37 %Trucks 0 1.5 -0.5 0 1.3 0 0 0 0 0 2.1 2.0 0 0 2.0 0.6 0 0 0 0.5 1.6 Highland venue e 107) OW In Total 69 19 15 34 1085 11018 2203 9t 911 0 1 1 `14 0 0 192 925 0 Right Thru Left Peds 4f 1 Y Peak H1our Data O ~ +O+ 0 0 0 02 North y Peak Hour Begins at 11:45 AM ~e q_ Cars = m r +o+ c5oo'j�'n� tt i Trucks 70 00o v o_u y< a '" 000 uou— T F Leh Thru Right Pads 142 902 2 0 3 18 0 0 145 920 2 0 938 1021 1882 - 4 21 35 950 1087 2017 OuI In Total I GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - SAT Site Code : 08571 Start Date : 5/31/2008 ' Page No : 1 Grou sprinted-Trucks Highland Avenue(Rte 107) Self Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Start L¢(t Thru Right P¢ds APP.ra� L¢ft Thru Rigbt Peds A».ra.r L¢fl Thru Ai M1t Peds Time g APP Taa L¢(1 Tbru Right PedsAPr.rmn Inr:,,Tom 11:15 AM 0 5 0 0 5 0 0 0 0 0 0 3 0 0 3 0 8 11:30 AM 0 3 1 0 4 0 0 0 0 0 1 4 1 0 6 J 0 0 0 1 11 11:45 AM 0 8 0 0 - 8 0 0 0 0 0 1 4 0 0 5 0 0 0 0 0 13 Total 0 16 ] 0 17 0 0 0 0 0 2 11 1-0 14 1 0-0o 1 32 12:00 PM 0 4 1 0 5 0 0 0 0 0 1 3 0 0 4 1 0 0 0 1 10 12:15 PM 0 1 0 0 - 1 0 '0 0 0 0 0 8 0 0 8 0 0 0 0 0 9 12:30 PM 0 I 0 0 I 0 0 0 0 0 1 3 0 0 4 0 0 0 0 5 1 12:45 PM 0 7 0 0 7 0 0 0 0 0 0 4 0 0 4 1 0 0 0 1 12 Total 0 13 1 .0 14 0 0 0 0 0 2 18 0 0 20 2 0 0 0 - 2 36 01:00 PM 0 7 1 0 8 0 0 0 0 0 0 1 0 0 1 0 0 1 0 1 ]0 01:15 PM 0 7 0 0 7 0. 0 0 0 0 0 5 0 0 5 0 0 0 0 0 ]2 01:30PM 0 7 1 0 8 0 0 0 0 0 0 1 0 0 1 0 0 0 01:45 PM 0 3 - 0 0 3 0 0 0 0 0 0 1 0 0 I0 0 Total 0 24 2 0 26 0 0 0 0 0 0 8 0 0 8 0 0 1 0 ] 35 02:00 PM 0 2 0 0 2 0 0 0 0 0' 0 0 0 0 0 0 0 0 0 0 2 Grand Total 0 55 4 0 59 0 0 0 0 0 4 37 1 0 42 3 0 - 1 0 4 105 Apprch% 0 93.2 6.8 0 0 0 0 0 9.5 88.1 2.4 0 75 0 25 0 Tola]°/ 0 52.4 3.8 0 56.2 0 0 0 0 0 3.8 35.2 1 0 40 2.9 0 1 0 3.8 � i 1 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 2 Highland venue e 107) Out In Total 40 ETff 4 55 0 0 Right 'Thru Lefl Peds ryj ry m 1 O > 0 2 North e c_4 �� g me '~ 20 —� 5/31/200911:15 AM 5/31/2009 02 m t :00 PM o o m cffi 5 o Trucks eo T r4 Left TMu RM Peds 4 37 1 0 I ® 42 90 Out In- Total i r GPI 1 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - SAT , Site Code : 08571 Start Date : 5/31/2008 Page No : 3 Highland Avenue(Rte 107) Self Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbo1d Westbound Northbound Eastbound Start M Left Thru 11 Peds Time a Nwrwa Left Thru I Right Peds nPP.rma Left Thru Right Peds sPP.rw,i Left Thru Right Peds ,yr.ra,.i 7T_], Peak Peak Hour Analysis From 11:45 AM to 12:30 PM-Peak I of 1 Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 0 8 0 0 8 00 0 0 0 1 4 0 0 5 0 0 0 0 0 73 12:00 PM 0 4 1 0 5 0 0 0 0 0 1 3 0 0 4 1 0 0 0 1 10 ,, 12:15 PM 0 1 0 0 1 0 0 0 0 0 0 8 0 0 8 0 0 0 00 9 12:30 PM 0 1 0 0 1 0 0 0 0 0 1 3 0 0 4 0 0 0 0 0 5 Total Volume 0 14 1 015 0 0 0 0 0 3 18 0 0 21 1 0 0 0 1 37 Ami.Tota] 0 93.3 6.7 0 0 0 0 0 14.3 85.7 0 0 100 0 0 0 PHF .000 .438 .250 .000 .469 .000 .000 .000 .000 .000 .750 .563 .000 .000 .656 .250 .000 .000 .000 .250 .712 Highland venue e Out In Total 95 34 1 14 0 0 Right Thru Left Peds Peak Hour Data N T 0 . � 0 2 North o_ m � Peak Four Begire at 11:45 AM g L e O o rc� Tiucks cg m m0� w o 4, T r Leh Thru Right Pods 31 181 01 0 14 21 35 Out In Total 1 GPI 61_Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - SAT Site Code : 08571 1 Start Date : 5/31/2008 Page No : 1 Groups Printed-Turns m Peds Highland Avenue(Rte 107) Self Storage Driveway Highland Avenue(Rte 107) Main Wal-Marl Driveway Southbound Westbound Northbound Eastbound Start -Left Tnru RI Time g .w.T-1 Left Tnru Right Peds nor.r„., Lett Tnru AigM Peds ,,,„,„., Left Tnru w m Peds 8 npn n., lm.To,el 11:15 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 2 11:30 AM 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 0 0 0 0 0 4 11:45 AM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 3 Total 0 0 0 0 0 0 0_00 0 9_00 0 9 0 0 0 0 0 9 12:00 PM 0 0 0 0 0 0 0 0 '0 0 1 0 0 0 1 0 0 0 0 0 1 12:15 PM 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 0 0 0 0 0 4 12:30 PM 0 0 0 0 0 0 0 0 0 0 4 1 0 0 5 0 0 0 0 0 5 12:45 PM 0 0 0 0 0 0 0 0 0 0 5 0 0 0 5 0 0 0 0 0 5 Total 0 0 0 0 0 0 0 0 0 0 ]4 1 0 0 1 s 0 0 0 0 0 15 'i 01:00 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 2 01:15 PM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 3 01:30PM 0 0 0 0 0 0 0 0 0 0 9 0 0 0 9 0 0 0 0 0 9 01:45 PM 0 0 0 0 0 0 0 0 0 0 2 1 0 0 3 0 0 0 0 0 3 Total 0 0 0 0 0 0 0 0 0 0 16 1 0 0 17 0 0 0 0 - 0 17 t 02:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 I Grand Total 0 0 0 0 0 0 0 0 0 - 0 40 2 0 0 42 0 0 0 0 0 42 A To al% 0 0 0 0 0 0 0 0 0 0 95.2 . 4.8 0 0 100 0 0 0 0 0 r r GPI 1 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - SAT Site Code : 08571 StartDate : 5/31/2008 Page No : 2 , _ HIIIMBW Awnue e Out In Total l2 0 0 0 0 0 ht Thm Left Peds 1 I`/ =s J � o 0 2 North o ac m cc � m 1/3311u=OM8 cmpe oo fK� ::75AM 00PM 02 F-_1 ms o gti AE 4, T r+ Left Thru RI hl Peds 40 2 0 0 0 42 42 Out In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Main Wal-Mart Driveway - SAT Site Code : 08571 Start Date : 5/31/2008 Page No : 3 Highland Avenue(Rte 107) Self Storage Driveway Highland Avenue(Rte 107) Main Wal-Mart Driveway Southbound Westbound Northbound Eastbound Siert Left Thru Right Peds Time g .bo-ro, L¢D Thru Right Peds ♦rr.r..� Leff Thru Right Peds ,bp.rwe Left Thru Right Peds wrTmi int.ioiei ak Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of 1 ak Hour for Entire intersection Begins at 11:45 AM 11:45 AM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 3 12:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 1215 PM 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 0 0 0 0 0 4 12:30 PM 0 0 0 0 0 0 0 0 0 0 4 1 0 0 5 0 0 0JOI0 0 5 oral Volume 0 0 0 0 0 0 0 0 0 0 IT 1 0 0 13 0 0 0 0 0 13 %App.Total 0 0 0 0 0 0 0 0 92.3 7.7 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .750 .250 .000 .000 .650 .000 .000 .000 .000 .000 .650 Highland venue e Out In Total O 0O 0 0 0 0 RM Thru Left Pads 1 4 Peak Hour Data 00 > 0 2 - North = �' c —�o o m o� Peak Hour Be91ns at 11:45 AM 5 m c : o ry rc 1 U-Tums .F 0� o m 0 f m m m m u. o 4, T r Left Thru Right Peds 121 11 01 0 13 3 Out In Total GPI 1 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ S Wal-Mart Driveway- SAT Site Code : 08577 Start Date : 5/31/2008 , Page No : 1 Groups Printed-Cars-Trucks Highland Avenue(Rfe107) Highland Avenue(Rte107) Southern Wal-Mart Driveway Southbound Northbound Eastbound Start Time Thru I Ri ht P-e-d-s-FApp.Total Left Thru I Peds I Apo.Total 7 Left R1 ht Peds App.Total Int.Total 11:00 AM 0 0 0 0 0 241- 0 241 0 28 0 28 269 11:15 AM 0 0 0 0 0 271 0 271 _ 0 24 0 24 295 11:30 AM 0 0 0 0 0 245 0 245 0 - 26 0 26 271 11:45 AM 0 1 0 1 0 292 0 292 0 29 0 29 322 Total 0 1 0 1 0 1049 0 1049 0 107 0 107 1157 12:00 PM - 0 0 0 0 0 264 0 264 0 26 0 26 290 12:15 PM 0 0 0 0 0 274 0 274 0 30 0 30 304 12:30 PM 0 0 0 0 0 224 0 224 0 31 0 31 255 12:45 PM 0 1 0 1 0 270 - 0 270 0 22 0 22 293 Total 0 1 0 1 0 1032 0 1032 0 109 0 109 1142 01:00 PM 0 0 0 0 0 263 0 263 0 - 25 0 25 288 01:15 PM 0 0 0 0 0 237 0 237 0 36 0 36 273 01:30 PM 0 0 0 D 0 283 0 283 0 35 0 -35 318 01:45 PM 0 1 0 1 0 257 0 257 0 35 0 35 293 Total 0 1 0 1 0 1040 0 1040 0 131 0 131 - 1172 Grand Total 0 3 0 3 0 3121 0 3121 0 347 0 347 3471 Apprch% 0 100 0 0 100 0 0 100 0 Total% 0 0.1 0 0.1 0 89.9 0 89.9 0 10 0 10 Can 0 3 0 3 0 3069 ' 0 3069 0 346 0 346 3418 %Cars 0 100 0 100 0 98.3 0 98.3 0 99.7 0 99.7 98.5 Trucks 0 0 0 '0 0 52 0 52 0 1 0 1 53 %Trucks 0 0 0 0 0 1.7 0 1.7 0 . 0.3 b 0.3 1.5 1 1 1 1 1 GPI 61 Spit Brook Road Suite 110 _ Nashua,NH.03060 File Name : Highland Ave @ S Wal-Mart Driveway - SAT Site Code : 08577 Start Date : 5/31/2008 Page No : 2 Higniond Avenue e Out In Total 3069 3 3072 52 0 52 3121 3 3124 1 3 0 0 0 0 0 3 0 0 Right Tlvu Pods Ion � NoM m o r 5/31/2006 11:00 AM w n 5/31/200601:45 PM I 3 � E_mon Doom Cars m 5 'm Trucks- 50 a 0 47 Left Thm -Petls 306 0 3069 0 0 52 0 0 3121 0 3069 3415 i'.. 1 52 53 347 3121 3466 Out In Total e GPI 1 61 Spit Brook Road Suite 110 Nashua,NH.03060 -� File Name : Highland Ave @ S Wal-Mart Driveway - SAT Site Code : 08577 Start Date : 5/31/2008 Page No : 3 Highland Avenue(RIel07) Highland Avenue(Rtel07) Southern Wal-Mart Driveway Soutbbound Northbound I Eastbound Start Time Thru I Right I Peds A .Total Left Thru I Peds I App.Total I Left Right I Peds App.Total Int.Total Peak Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of I Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 0 1 0 1 0 292 0 292 0 29 0 29 322 12:00 PM 0 0 - 0 0 0 264 0 264 0 26 0 26 290 12:15 PM 0 0 0 0 0 274 0 274 0 30 0 30 304 12:30 PM 0 0 0 0 0 224 0 224 0 31 0 31 255 , Total Volume 0 1 0 1 0 1054 0 1054 0 116 0 116 1171 %App.Total 0 100 0 0 100 0 0 100 0 PHF .000 .250 .000 .250 .000 .902 - .000 .902 .000 .935 .000 .935 .909 Can 0 1 0 1 0 1034 0 1034 0 115 0 Us 1150 %Can 0 100 0 100 0 98.1 0 98.1 0 99.1 0 99.1 98.2 Trucks 0 0 0 0 0 20 0 20 0 1 0 1 21 %Trucks 0 0 0 0 0 1.9 0 L9 0 0.9 0 0.9 1.8 Highland venue e Out In Total 1034 1 t035 zo o zo 1054 1 1055 1 0 0 0 0 0 1 0 0 Right Thru Peds Peak Hour Data o0o T Nonh n =f= 07 e—.� Peak Hour Begins at 11:45 AM 3 + Cars E y o 0 0 0 9 Trucks o 0 ,Left Thru Peds 0 1034 0 0 20 0 0 1054 0 116 1054 1170 Out to Total ' GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ S Wal-Mart Driveway - SAT Site Code : 08577 Start Date : 5/31/2008 Page No : 1 Grou sprinted-Trucks Highland Avenue(Rte 107) Highland Avenue(Rte107) Southern Wal-Mart Driveway - Southbound Northbound Eastbound Start Time Thru I Right Peds App.Total Left Thru Peds I App.Total Left Ri ht Peds App.Total Int.Total 11:00.AM 0 0 0 0 0 7 0 7 0 0 0 0 7 11:15 AM 0 0 0 0 0 3- 0 3 0 0 0 0 3 11:30 AM 0 0 0 0 0 4 0 4 0 0 0 0 4 11:45 AM 0 0 0 0 0 3 0 3 0 0 0 0 3 Total 0 0 0 0 0 17 0 17 0 0 0 - 0 17 12:00 PM 0 0 0 0 0 4 0 4 0 1 0 1 5 12:15 PM 0 0 0 0 0 5 0 5 0 0 0 0 5 12:30 PM 0 0 0 0 0 8 0 8 0 0 0 0 8 12:45 PM 0 0 0 0 0 5 0 5 0 0 0 0 5 Total 0 0 0 0 0 22 0 22 0 1 0 23 01:00 PM 0 0 0 0 0 3 0 3 0 0 0 0 - 3 01:15 PM 0 0 0 0 0 6 0 6 0 0 0 0 6 01:30 PM 0 0 0 0 0 3 A 3 0 0 0 0 3 01:45 PM 0 0 0 0 0 1 0 1 0 0 0 0 1 Total 0 0 0 0 0 13 0 13 0 0 0 0 13 Grand Total 0 0 0 0 0 52 0 52 0 1 01 53 Apprch% 0 0 0 0 100 - 0 0 100 0 Total% 0 0 0 0 0 98.1 0 98.1 0 1.9 0 1.9 Highland venue e Out In Total 52 0 52 0 0 0 Right T m Peds - �' 1 ms F O� — y� NOM Y .- m � m 5/31/2008 11:00 AM 5I31RDD8 01:45 PM oe ."s a Trucks 50 0 T Left Thru Peds 01 0 52 053 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ S Wal-Mart Driveway - SAT Site Code : 08577 Start Date : 5/31/2008 Page No : 2 Highland Avenue(Rte107) Highland Avenue(Rte107) SouthernWal-Mart Driveway Southbound Northbound Eastbound Start Time I Thru I Right I Peds I App.Total I Left I Thru I Peds I App.Total Left I Right I Peds I App.Total I Int.Total Peak Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 0 0 0 0 0 3 0 3 0 0 0 -0 3 12:00 PM 0 0 - 0 0 0 4 0 4 0 1 0 1 5 12:15 PM 0 0 0 0 0 5 0 5 0 0 0 0 5 12:30 PM 0 0 0 0 0 8 0 8 0 0 0 0 8 Total Volume 0 0 0 0 0 20 0 20 0 1 0 1 21 A .Total 0 0 0 0 100 0 0 100 0 PHF .000 .000 .000 .000 .000 .625 .000 .625 .000 .250 .000 .250 .656 Highland venue Out In Total ® 70120 0 0 Right Thru Peds Peak Hour Data N N } H� o� .North z q [' Peak Hour Begins at 11:45 AM E + o Trucks E a �O Left Thru Peds 0 20 0 ut zo 21 Out In Total ' GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Meineke Driveway - SAT Site Code : 08577 1 Start Date : 5/31/2008 Page No ; 1 Groups Printed-Cars-Trucks Hig�(Rtc Highland Avenue(Rte 107) Meineke Driveway Northbound Eastbound Start Time Thru Left I Thru Peds A .TotalLeR Ri hl Peds j App.Total lnt.Total 11:00 AM 0 1 0 1 0 0 0 0 0 1 0 1 2 11:15 AM 0 0 0 0 0 0 0 0 0 2 0 2 2 11:30 AM 0 1 0 1 0 0 0 0 0 2 0 2 3 11:45 AM 0 1 0 1 0 0 0 0 0 2 0 2 3 Total 0 3 0. 3 0 0 0 0 0 7 0 7 10 12:00 PM 0 3 0 3 0 0 0 0 0 5 0 5 8 1 12:15 PM 0 1 0 1 0 0 0 0 0 4 0 4 5 12:30 PM 0 4 0 4 0 0 0' 0 0 3 0 3 7 12:45 PM 0 3 0 3 0 0 0 0 0 3 - 0 3 6 Total 0 11 0 - 11 0 0 0 - 0 0 15 0 15 26 01:00 PM 0 1 - 0 1 0 0 0 0 0 2 0 2 3 01:15 PM 0 5 0 5 0 0 0 0 0 3 0 3 8 01:30 PM 0 2 - 0 2 0 0 0 0 0 4 0 4 6 01:45 PM 0 3 0 3 0 0 0 0 0 3 0 3 6 Total 0 II 0 17 0 0 0 0 0 12 0 12 23 Grand Total 0 25 0 25 0 0 0 0 0 34 0 34 59 Apprch% 0 100 0 0 0 0 0 100 0 Total% 0 42.4 0 42.4 0 0 0 0 0 57.6 0 57.6 Can 0 25 0 25 0 0 0 0 0 33 0 33 58 %Cars 0 100 0 100 0 0 0 0 0 97.1 0 97.1 98.3 Trucks 0 0 0 0 0 0 0 0 -0 1 0 1 1 %Trucks 0 0 0 0 0 0 0 0 0 2.9 0 2.9 1.7 1 GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Meineke Driveway - SAT Site Code : 08577 Start Date : 5/31/2008 , Page No : 2 Higni8nd Avenw e Out In Total 0 25 25 0 0 25 25 25 0 0 0 0 0 25 0 0 Right Thru Peds 16 TFNf V) OOO�� m Noth i � 5/3t/200801:45 PM 000y Cars m N O N 5� d Trucks O T Left Thru Peds 0 0 0 0 0 0 33 0 0 0 34 0 3a Out In Total r r r ' GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Meineke Driveway - SAT Site Code : 08577 Start Date : 5/31/2008 Page No : 3 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Meineke Driveway Southbound Northbound Eastbound Start Time I Thru I Right I Ped—,T.Pp.TotaP Left - ThruI Peds App.Total Left to ht I Peds I App.Total Int.Total ca k Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of 1 eak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 0 1 0 1 0 0 0 0 0 2 0 2 3 12:00 PM 0 3 0 3 0 0 0 0 0 5 0 5 g 12:15 PM 0 1 0 1 0 0 0 0 0 4 0 4 5 12:30 PM 0 4 0 4 0 0 0 0 0 3 0 3 7 Total Volume 0 9 0 9 0 0 0 0 0 14 - 0 14 23 %App.Total 0 100 0 0 0 0 0 100 0 PHF .000 .563 .000 .563 .000 .000 .000 .000 .000 .700 .000 .700 .719 Can 0 9 0 9 0 0 0 0 0 13 0 13 22 %Cars 0 100 0 100 0 0 0 0 0 92.9 0 92.9 95.7 Trucks 0 0 0 0 0 0 0 0 0 1 0 1 1 %Trucks 0 0 0 0 0 0 0 0 0 7.1 0 7.1 4.3 HighlaW Avenue e 107) Out In Total o ss 0 0 0 g s 0 0 0 0 0 s 0 0 Right Thru Peds � 1 Peak Hour Data - 15 + 1 _ T~� OOO�J NOM c w p Peak Hour Begins at 11:45 AM o + m Cars m5mom oo o$ Trucks O a Left Thru Peds 0 0 0 0 0 0 0 0 0 4 0 14 Out In Total GPI 61 Spit Brook Road Suite 110 , Nashua,NH.03060 File Name : Highland Ave @ Meineke Driveway , SAT Site Code : 08577 Start Date : 5/31/2008 , Page No : 1 Groups Printed-Trucks Highland Avenue(Rte 107) Highland Avenue(Rte 107) Meineke Driveway Southbound Northbound Eastbound Start Time Tbru Right Peds I App.Total Left I Thru Peds App.Total Left I Right I Peds I App.Total tut Total 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 - 0 0 12:00 PM 0 0 0 0 0 0 0 0 0 1 0 1 1 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 1 0 1 1 1 01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 1 0 I 1 Apprch% 0 0 0 0 0 0 0 100 0 Total% 0 0 0 0 0 0 0 0 0 100 0 100 ig an venue e 107) Out In Total 0 1) 0 1) 1) 1) R M ThN Pads 1 T T~ 1.-- North m 4--i5/312008 11:01)AM i5/31/2M 01:45 PM c5uTrucks 5 T , Left Thru Peds �' • GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Meineke Driveway - SAT Site Code : 08577 1 Start Date : 5/31/2008 Page No : 2 Highland Avenue(Rte 107) FlUghland Avenue(Rte 107) Meineke Driveway Southbound Northbound -Eastbound Start Time Thru Right I Peds App.Total Left Thru Peds I App.Total Left Ri htI Peds I App.Total Int.Total sk Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of 1 - alk Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 0 0 - 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 0 0 0 0 0 0 0 0 1 0 1 1 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 Tota]Volume 0 0 0 - 0 0 0 0 0 - 0 1 0 ] 1 %A .Total 0 0 0 0 0 0 0 100 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 .250 111gl1land Avenue e 107) Out In Total 0 g o Right Thru Peds Peak Hour Data s or � North cv� — i Peak Hour Begins at 11:45 AM a � c o Trucks 0 0 1 75 Left Th Peds 0 0 0 O0 O 00In Total GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Fays Ave - SAT i Site Code 08571 Start Date : 6/7/2008 Page No : I Groups Printed-Cars-Trucks Highland Avenue(Rte 107) Highland Avenue(Rte 107) Fays Avenue Southbound Northbound Eastbound Start Time Thr, Ri M Peds A .Total Left Thru Peds A .Tatal Left Ri hl F Peds App.Total Int.Total 11:00 AM204 16 0 220 11 237 0 248 - 13 7 1 21 489 11:15 AM 191 10 0 201 12 251 0 263 14 10 1 25 489 11:30 AM 215 11 0 226 9 228 0 237 9 9 0 18 481 11:45 AM 248 16 0 264 11 222 0 233 13 7 0 20 517 Total 858 53 0 911 43 938 0 981 ----49-33 2 84 1976 12:00 PM 224 19 1 244 11 251 0 262 18 5 0 23 529 12:15 PM 240 20 0 260 16 261 0 277 14 11 0 25 562 , 12:30 PM 229 7 1 237 14 246 0 260 14 13 0 27 524 12:45 PM 251 11 0 - 262 21 264 1 286 13 9 0 22 570 Total 944 57 2 1003 621022 I 1085 59 38 0 97 2185 01:00 PM 242 11 0 253 9 236 0 245 12 3 0 15 513 01:15 PM 227 12 2, 241 11 230 0 241 25 6 - 0 31 513 01:30 PM 235 10 0 245 11 237 0 248 12 5 0 17 510 01:45 PM 215 11 0 226 9 233 0 242 1] 7 0 18 486 Total 919 44 2 965 40 - 936 0 976 . 60 21 0 81 2022 Grand Total 2721 154 4 2879 145 2896 1 3042 168 92 2 -262 6183 Apprch% 94.5 5.3 0.1 4.8 95.2 0 64.1 35.1 0.8 Total% 44 2.5 0.1 46:6 2.3 46.8 - 0 49.2 2.7 1.5 0 4.2 Cars 2667 154 4 2825 142 2847 - 1 2990 165 89 2 256 6071 %Cars 98 100 100 98.1 97.9 98.3 100 98.3 98.2 96.7 100 97.7 - 98.2 Trucks 54 0 0 54 3 49 0 52 3 3 0 6 112 %Trucks 2 0 0 1.9- 2.1 1.7 0 1.7 1.8 3.3 0 2.3 1.8 1 i GPI 61 Spit Brook Road Suite 110 Nashua,NH.03060 File Name : Highland Ave @ Fays Ave - SAT Site Code : 08571 Start Date : 6/7/2008 Page No : 2 Highland venue .. Out In Total 3012 2825 , 5837 52 54 106 3064 2879 5943 �- 154 2867 4 0 54 0 154 2721 4 Riehl Thu Peds bm�L� m � � North C mmN i c ry n m 1O m t 6/7/2008 11:00 AM m 6f/12008 01:45 PM Win m m Cars O N N Tnxks T Left Thm Peds t42 2647 1 3 49 0 745 2696 1 299 46 '! 2813 3042 5855 ON In Total r r r GPI , 61 Spit Brook Road Suite 110 . Nashua,NH.03060 File Name : Highland Ave @ Fays Ave - SAT , Site Code : 08571 Start Date : 6/7/2008 Page No : 3 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Fays Avenue Southbound Northbound Eastbound Start Time Thru Right Peds I App.Tom] Left Thru I Peds App.Total I Left Right Peds I App,Total I lot.Total Peak Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 248 16 0 264 11 222 0 233 13 7 0 20 517 12:00 PM 224 19 1 244 11 251 - 0 262 18 5 0 23 529 12:15 PM 240 20 0 260 16 261 0 277 14 11 0 25 562 12:30 PM 229 7 1 237 14 246 0 260 14 13 0 27 524 Total Volume 941 62 2 1005 52 980 0 1032 59 36 0 95 2132 App.Total 93.6 6.2 0.2 5 95 0 62.1 37.9 0 PHF .949 .775 - .500 .952 .813 .939 .000 .931 .819 .692 .000 .880 .948 Can 923 62 2 987 50 962 0 1012 58 36 0 94 2093 , %Cars 98.1 loo 100 98.2 96.2 98.2 0 98.1 98.3 100 0 98.9 98.2 Trucks 18 0 0 18 2 18 0 20 1 0 0 1 39 Trucks 1.9 0 0 1.8 3.8 1.8 0 1.9 1.7 0 0 1.1 1.8 Highland venue e 107) Out In Total 1020 987 2007 - 19 18 37 1039 1005 2044 62 923 2 0 1e o 62 941 2 Right Thru Peds Peak Hour Data , N H b^ - 0 North J J Peak Hour Begins at 11:45 AM rc i Cars N N V O O O y Trucks a � a O' Left Thru Peas 50 962 0 2 18 0 52 980 0 959 1012 1977 8 20 38 977 1032 Out -in Total 1 GIn 61 Spit Brook Road Suite 110 1 Nashua,NH.03060 File Name : Highland Ave @ Fays Ave - SAT Site Code : 08571 ' Start Date : 6/7/2008 Page No : 1 Groups Printed-Trucks Highland Avenue(Rte 107) Highland Avenue(Rte 107) Fays Avenue Southbound Northbound Eastbound Start Time Thru Ri ht Peds App.Total Left Thru Peds A .Tobl Left Right I Peds I App.Total Int.Total 11:00 AM 4 0 0 4 0 8 0 8 0 0 0 0 12 11:15 AM 8 0 0 8 0 6 0 6 0 0 0 0 14 11:30 AM 3 0 0 3 0 4 0 4 0 1 0 1 8 11:45 AM 2 0 0 2 1 2 0 3 0 0 0 0 5 Total 17 0 0 17 1 20 0 21 0 1 0 1 39 12:00 PM 9 0 0 9 0 5 0 5 0 0 0 0 14 12:15 PM 2 0 0 2 0 6 0 6 1 0 0 1 9 12:30 PM 5 0 0 5 1 5 0 6 0 0 0 0 11 12:45 PM 5 0 0 5 0 1 0 1 0 0 0 0 6 Total 21 0 0 21 ] 17 0 18 I 00 1 40 01:00 PM 3 0 0 3 0 4 0 4 0 0 0 0 7 01:15 PM 5 0 0 5 0 1 0 1 2 1 0 - 3 9 01:30 PM 4 0 0 4 1 3 0 4 0 0 0 0 . 8 01:45 PM 4 0 0 4 0 4 0 4 0 1 0 1 9 Total 16 0 0 16 1 12 0 13 2 2 0 4 33 SII Grand Total 54 0 0 54 3 49 0 52 3 3 0 6 112 Appmh% 100 0 0 5.8 94.2 0 50 50 - 0 - Total% 48.2 0 0 48.2 2.7 43.8 0 46.4 2.7 2.7 0 5.4 Highland venue e 107) Out In Total t 54 100 0 54 0 Right Thm Paris *6 Tz� North c � 0 � mt 6/7/2008 11:00 AM 6/7/2008 01:45 PM o % 5� u Trucks O 1 4, T Left Thru Peds � 57 0 52 01 U9 n1a in rnW GPI 61 Spit Brook Road Sltite 110 Nashua,NH.03060 File Name : Highland Ave @ Fays Ave - SAT i Site Code : 08571 Start Date : 6/7/2008 Page No : 2 Highland Avenue(Rte 107) Highland Avenue(Rte 107) Fays Avenue , Southbound Northbound Eastbound Start Time Thru I Right I Peds App.Total Left Thru Peds A .Total Left I Right I Peds App.Total Int.Total Peak Hour Analysis From 11:45 AM to 12:30 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM 11:45 AM 2 0 0 2 1 2 0 3 0 0 0 0 5 12:00 PM 9 0 0 9 0 5 0 5 0 0 0 0 14 12:15 PM 2 0 0 2 0 6 0 6 1 0 0 1 9 12:30 PM 5 0 0 5 1 5 0 6 0 0 0 0 11 Total Volume 18 0 0 18 2 18 0 20 1 0 0 I 39 %App.Total 100 0 0 10 90 0 100 0 0 PHF .500 .000 .000 .500 .500 .750 .000 .833 .250 .000 .000 .250 .696 Highland venue e 107) out In Total 19 18 37 0 18 0 RII9M Thru Peds Peak Hour Data ~ or m � North y o_ Peak Hour Begins at 11:45 AM a + ' m o m Trucks 5� n O Leh Thru Peds ' 21 181 0 18 20 ON In Total [ ' TRAFFIC IMPACT`AND.ACCESS STUDY Walmart and Meineke Expansions and Lowe's Home Improvement Warehouse'- Salem Massachusetts y } v 4 j ' ! 4 Y i TRAFFIC-VOLUME ADJUSTMENT>DATA 4 4 F Iv y t r p~ a m m = = m = m = m m m i m = m m m m SECTION I- CONTINUOUS COUNTING STATION MONTHLY AVERAGE DAILY TRAFFIC STATION 35- BEVERLY-RTE.128 - NORTH OF BRIMBLE AVENUE YR JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC YEAR 02 39,100 40,809 45,914 49,007 50,686 53,387 55,526 55,484 50,687 48,997 45,322 44,019 48,245 6% -1% -5% -5% -1% -1% 2% -2% 0% 1% -1% -1% -1% 03 41,607 40,597 43,741 46,590 50,210 52,860 56,723 54,419 50,842 49,359 45,075 43,662 47,974 1% 8% 3% 2% 1% 5% -2% 2% 3% 3% 2% 3% 2% 04 41,954 43,944 45,072 47,339 50,787 55,470 55,392 55,715 52,351 51,000 45,992 44,889 49,159 -5% -3% -4% 0% -3% -1% -1% -2% -5% -9% 0% -2% -3% O5 40,000 42,720 43,414 47,496 49,010 55,111 54,830 54,453 49,541 46,632 46,086 44,140 47,786 0% -5% 4% -3% 2% -5% -2% -1% 1% 5% 0% 1% 0% 06 40,160 40,405 45,147 46,084 50,124 52,245 53,561 54,000 49,983 48,920 46,034 44,596 47,605 Avg 50,163 53,815 48,154 1.042 1.118 STATION 550 - PEABODY- RTEA - NORTH OF LOWELL ST. YR JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC YEAR 05 42,000 41,328 41,928 46,353 47,000 45,000 43,207 43,133 44,632 44,742 43,480 43,557 43,863 -3% -1% 5% -3% -7% 2% -1% - 2% -1% -2% -2% 1% -1% 06 40,910 40,968 43,840 44,805 .43,655 45,703 42,838 44,074 44,277 44,022 42,524 43,890 43,459 45,328 45,352 43,661 1.038 1.039 MADT SECTION I Page 1 Of 1 ITALICS=ESTIMATED DATA Traffic Growth Ratea Salem, Massachusetts Average Avera e Weekday Daily Annual Location 1996 1997 1 1998 1 1999 2000 1 2001 1 2002 1 2003 1 2004 1 2005 2006 Rate Broad Street,west of Summer Street 7,700 7,800 1 7,300 -0.88% Kemwood Road,at Beverly City Line i 7,800 10,700 10,300 1 7,100 1 -3.20% Route IA,north of Webb Street 1 1 28,3001 1 1 31,4001 1 1 1 3.53% Route 114,at Marblehead Town Line 1 23,3001 1 1 18,9001 1 1 17,400 1 1 -4.73% -132% 'Source: Based upon historical data;MassHighway - Greenman-Pedersen,Inc. Salem Historical Growth.XLS d 4 y. r n. TRAFFIC IMPACT AND ACCESS STUDY . '+ } Wal and Meineke Ex ansions;and Lowe's Home Improvement Warehouse Salem Massachusetts t � a c n e t � x t MASSDOT CRASH RATE WORKSHEETS IV f F' 4 • v � _ r n r � , f } r ,h r R 'r 1h MassHigh wa y CRASH RATE WORKSHEET CITY/TOWN : Salem COUNT DATE : 5121/08 MHD USE ONLY DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : Source#� — INTERSECTION DATA — ------- ................................—•-----------------------------•-•--.... ' MAJOR STREET : Highland Avenue(Route 107) RIN# O MINOR STREET(S): Ravenna Avenue RIN# Barnes Road RIN# RIN# RIN# Highland Avenue INTERSECTION NOrth INTERSECTION ' DIAGRAM REF# (Label Approaches) Ravenna Avenue Barnes Road ' Highland Avenue ' Peak Hour Volumes APPROACH : 1 2 3 4 5 6 DIRECTION : NB SB EB WB VOLUMES (AM/PM) : 1157 1192 37 24 K " FACTOR : 0.078 APPROACH ADT : 30,897 ADT=TOTAL VOLM"FACT. TOTAL O � CIDENTS R : YEARS :: ACCIDEN S OF AC ( A) : 2.3 -----------------------------------------------------------------------------•-------------------------........_- CRASH RATE CALCULATION : 0.21 RATE _ (A- 1.000,000) (ADT'365) Comments : MassHI hwa 9► Y 1 CRASH RATE WORKSHEET ' CITY/TOWN : Salem COUNT DATE : 5/21/08 MHD USE ONLY ' DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : Source#� — INTERSECTION DATA ----------------------------------------------------------------------------------------------------------------- MAJOR STREET : Highland Avenue(Route 107) RIN# , MINOR STREET(S) : Olde Village Drive RIN# RIN# ' RIN# RIN# , Highland Avenue ' INTERSECTION North INTERSECTION DIAGRAM REF# , (Label Approaches) Olde Village Drive Highland Avenue , Peak Hour Volumes APPROACH : 1 2 3 4 5 6 ' DIRECTION : NB SB EB WB VOLUMES (AM/PM): ;1112 1118 99 " K" FACTOR : 0.078 APPROACH ADT : 29,859 ADT=TOTAL VOLE K"FACT. ' TOTAL# AVERAGE O ACCIDENTS : 18 YES : ACCIDENTS CA) : 6. 0 i ------------------------------------------------------------------------------------------- CRASH RATE CALCULATION : 0.55 RATE _ (A' 1(ADT'- 3 3650) 65) Comments : I r MassHigh wa y CRASH RATE WORKSHEET ' CITY/TOWN : Salem COUNT DATE : 5/21/08 MHD USE ONLY DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : Source#� - INTERSECTION DATA - I ' MAJOR STREET : Highland Avenue (Route 107) RIN# MINOR STREET(S) : Clark Street RIN# RIN# RIN# ' RIN# O Highland Avenue INTERSECTION North INTERSECTION ' DIAGRAM REF# (Label Approaches) Clark Street ' Highland Avenue Peak Hour Volumes ' APPROACH : 1 2 3 4 5 6 DIRECTION : NB SB EB WB VOLUMES (AM/PM) : 1097 1096 0 33 " K FACTOR : 0.078 APPROACH ADT : 28,538 ADT=TOTAL VOL/W FACT. ' TOTAL 6 R FRE .-- YE S : ACC D ACCIDEN TS ( A) CRASH RATE CALCULATION : 0.06 RATE _ (A 1,000,000) ' (ADT-365) Comments : MassHigh wa y CRASH RATE WORKSHEET CITY/TOWN : Salem COUNT DATE : 5/21/08 MND USE ONLY , DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : Source#� - INTERSECTION DATA - ' ------------------------------ ------------------------------------------------------------------------- MAJOR ---•-••----•---------------------.-......------------------------------ MAJOR STREET : Highland Avenue (Route 107) RIN# MINOR STREET(S) : Wal-Mart main driveway RIN# ' RIN# RIN# RIN# ' jHighland Avenue ' INTERSECTION North INTERSECTION DIAGRAM REF# , (Label Approaches) Wal-Mart main drivewa Highland Avenue , Peak Hour Volumes APPROACH : 1 2 3 4 5 6 , DIRECTION : NB SB EB WB VOLUMES (AM/PM) : 1016 1095 0 120 , " K " FACTOR : 0.078 APPROACH ADT : 28,603 ADT=TOTAL VOLT"K"FACT. , TOTAL# F #OF AVERAGE#OF OACCIDE NTS: 24 YEARS : ACCIDENT S ( A) CRASH RATE CALCULATION : 0.77 RATE _ (A- 1,000,000) (ADT'365) ' Comments 1 MassHigh wa y CRASH RATE WORKSHEET CITY/TOWN : Lynn COUNT DATE : 5/21/08 MHD USE ONLY DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : Source#� ' - INTERSECTION DATA - --------------------------------------------------------------------------------------------...-------------------- ' MAJOR STREET : Western Avenue (Route 107) RIN# O MINOR STREET(S) : Fays Avenue RIN# RIN# RIN# RIN# ' Western Avenue INTERSECTIONNOrth INTERSECTION ' DIAGRAM REF# (Label Approaches) Fa s Avenue Western Avenue Peak Hour Volumes ' APPROACH : 1 2 3 4 5 6 DIRECTION : NB SB EB WB ' VOLUMES (AM/PM) : 1014 1040 73 0 "K " FACTOR : 0.078 APPROACH ADT : 27,269 ADT=TOTAL VOLP'K"FACT. ' TOTAL F CIDEN 8 #OF AVERAGE#OF AC . 10 YEARS : ACCIDENT S( A) CRASH RATE CALCULATION : 0.33 RATE _ (A �,00365 ) ' (ADT'365) Comments TRAFFIC IMPACT AND:ACCESS•STUDY i Walmart and Meineke Ezpansions•and:Lowe's Home Improvement Warehouse- Salem;Massachusetts _ _ T �. j � S SS �� tK � • t PUBLIC TRANSPORTATION INFORMATION ' � A 3 I Fv, • ! rt ' 5 4.y t } i ^. 424/424W/450/450W/456 WEEKDAY 450W SATURDAY ALL BUSES ON THESE ROUTES ARE WHEELCHAIR ACCESSIBLE Route 424/424W Leave Leave Arrive Arrive Arrive Arrive Leave Lv/Arrive Arrive Arrive Leave Arnve Arrive Leave Arrive Arrive Eastern A4e�$ Essex St. - ai Salem Eastern Central W.Lynn Wonder-Haymarket 2 Haymadel W.Lyno Central Salem Salem W.Lynn Wonderland Wonderland W.Lynn Salfm + . Depot 8 Essex Square Garage land Station Glalipn Garage Square Depot Depot Garage Ralil Station Garage Depot Haymarket or Woo lerland Sta. 450 5:40A .. ..... 5.57A _. 6:15A 450 450A __ 5'.07A 6'.30A 6'.55A 708A 605A 6:22A Route460145OW 424w ..... 601A _. 6:14 E26A .... 450 505 _. 5:22 7:30 755 808 645A 7:00 7123 SalemiDepot- 450 6'.10 6:27 6:5] 450 520 5:37 a'30 8.55 9:08 7:35 752 ' , , 424W _ 6 31 6'.52 Toa ..... 450 ... 520 __. 5:37 9130 9.55 1008 7'45 8:00 823 Haymarket or.Wonderland Sta. 450 640 ...., 7'.07 7'.39 450 550 607 10'.30 10.55 11.08 .... 8'.05 8:22 424W .,- 701 7'.22 738 _.. 450 _... 550 __ 6'.07 11:30 11:55 12:08P 845 9'.00 9:23 Route 456 450 710 _. 7'.37 __. 8:09 450 ..._ 610 6127 9:45 10:00 10.23 Salem Depot -{V6ntYal S Lynn 424W _. 731 __. 7:52 8'.08 450 640 6:57 10.45 11:00 11:23 P Sq., y 450 7140 8:07 ... 835 450 640A 703 726 11:45 12:0ON 12:23P via Highlbnd_Avenue 424w 11 8 01 _._ 822 836 •y; :alp" 450 8:10 ..... 8:37 ... 8.57 050 7:10 733 ..... 756 12:30P 12:55P 1:08P 12:45P LOOP 1:23P _ROUTE 42M424W/450/45UWFARES 450 8 40 9 05 9:25 450 7 40 803 8'.26 1.30 1:55 208 1'45 2:00 2:23 450 9 10 9 35 9.55 „7r0g 2:30 2:55 3:08 2:45 3.00 3.23 Local oven 1-as e.us+ I�nsu,r-eosa •'+•¢ .ur ., ?r` * j�6gqv^'lp,����p� "04 3:30 3:55 4:08 3:45 4.00 0:23 Pxwwwiw i xaus mm mcueuemv s,.ewn mm 450 1010 ... 1035 1055 gd88 td✓,.�? ' k'!"`ht,'a`�9?1E 0.$ 4:J0 4:55 5:08 4165 5.00 5:23 CharlielJard $1.25 $2.80 $2.60 $280 I .., ChadieTickel $150 $3.50 5500 55.50 d50 9:10 933 9:56 5:30 5:55 8:00 5:45 6:00 8:23 Cesn onboar4 $1.50 $3.50 $5.00 $5.50 450 11:10 11 35 11 55 ,.„�,�.xr / 6 30 fi:55 7:08 8:45 7:00 7:23 T Pu01 Badge- 80.60 $t 40 $1.40 $140 b :.. x684 e(. i'+t+. +5.i:... .g�'L. , _r:., 450 Old 1033 16:56' 6:30 6:47 ..... 7q5 8:00 8:23 SenicrrtAP card' $040 $1m S1.40 $140 y trtt '.t,f.;?'• 0 7:30 7:55 8:08 8:45 9:00 9:23 450 11'.10 11:33 .. 11'.56 7:30 7:47 ..... 9:45 10:00 10:23 Children 11 aM uMer ride free when accinhornie4 by in adult. * 830 8:55 9:08 10:45 11:00 11:23 Sind persons ride Ires wan MBIA BIiM Access cart 450 12:10P ..... 12:35P ..... 12:55P +'P 1 11 2N Sq. 9:30 9:55 10:08 or Mass.Comm lar?he BNM ID cart. :+ 450 1210P 1233P ... 12:56 10:30 10:55 11:08 VALID PASSES:Innrer Express Bus(3B9'nr4A,Older Express Bus IS129'rrc.L 450 1:10 1 JS .... 1.55 by„u «,. yy•_l 11:30 11:55 12:09A Cgmmter goal Pass(5198/mp.l.and CommNer Rail Zone 1A passes. Y %'�t xf-44 M1.•.- 5... 450 1.10 1:34 2:00 12:32A 12:49A .._. 450 2:10 ... 2:35 ..... 2:55 B J4`•'•%: s'%+1fi18+"i*--••Y.a6y5 Available to students through parlicadirg noddle schools J28h_ a 450 2:10 2:34 ..... 3:04 am high schools. 1 450 3:10 .... 3:35 ... 3:55 wilrS ;7,=7gFil "Available to Medicare purcradem,senium 65•. ?+ F..x .?. .w._ v u._r.ior 450 310 3:34 ..... 4:p4 450W SUNDAY and persons-h dua pities. 450 410 _... ..._ 4.39 ..... 5:10 450 3.40 4:04 .... 435 450 4:40 ..... ..... 5:09 ..... 5:40 424 b 4:10 4:35 ..... ..... laabod tare"(ples 4y44 lin roes M pass the robin 8rid,:,e or apsm Hu4xv. 450 540 ..... ..... 6:07 ..... 6:28 450 4:25 4:54 ..... 5:2d ROUTE 456 FARES 450 6:10 ..... ..... 6:46 ..... 6:54 424 b 4:40 5:10 ..... - Leave Arrive Amve Leave Amve Arrive 450 6:34 ..... ..... 6:46 ..... ..... 450 4:55 5:25 ..... 5:55 Salem W.Lynn vdOnderland Wonderlantl W.Lynn Salem Pewmo vnw, linins 2roms susv+ua•Ta,= 450 6:35 6:57 424 b 5:10 5:40 Ocher Garage Slalich Station Garage Depot 450 6:40 ..... 7:02 ._., 450 5:25 5:55 ..... 6:20 ChaliieCard $1.25 $1.25 $1.70 450 7:00 _... ..... 7:17 ..... ..... 424 b 5:40 6:07 ..... ..... OharlleTteket $1.50 $1.50 $3.50 450 7:10 ..... 7:27 ..... 450 5:55 6:19 .._. 8:43 8.30A 8:55A 9'.08A 745A B:OOA 8:23A Cash concord $1.50 $3.00 $3.50 44 9'.30 9'.55 10'.08 845 9.00 923 d50W ]:10 .__ ..... ):2] >:pP ..... d50 6:10 6:33 ..... 6:57 T Pupil Badge• 60¢ 60¢ 85¢ 450 732 ..... 7:49 1100 1155 11'.08 9.45 10'.00 10:23 ..... .._. ..... 450 6:00 703 ..... 7:57 Senior?AP card" 40¢ 40¢ 60¢ 11.30 11:55 12:OBP 10'."5 iP.00 11:23 450 7:35 ..... ._- 7:52 ..... ..... 450 7:10 8:4J 9:07 11'45 12:OON 12:23P Dii 11 aM uMer ride Tree wWn artmmanied by an"dull. 450 7:00 ..... ..... SAT ..... ..... 450 8:20 8:43 ..... 0.07 450 8:00 ..... ..... 8:17 ..... 54 450 9:20 9:43 ..... 10:0] gIrM persons McIreewgnd ID card. AWesS Wb 12:30P 12:SSP 1:08P 12:45P 1:00P 1:23P or Mass.Corrcn for the Blind ID card. 450 8:10 ..... .... 8:33 ..... 8:50 450 10:20 10:43 ..... 11:UT 450 845 ..... ..... 992 ..... ..... 450 11:30 11:53 ..... 12'.17A 1:30 1:55 2:08 1:45 2:00 2:23 450 8:00 ..... ..... 9:03 ..... 9:24 2:30 2:55 4:08 2:45 3:00 3:23 VAUDPASudan! 0'ro Bus PassI Pass ($20g55155Wmp J, 450 9:40 ..... 9:33 9:54 3:30 3:55 0:08 3:45 490 0:23 urel ort Pas4•(329xmeJ:BeniodGP Pass"1l goos J: "'� ""� b-TO Eastern Ave.$Ease.$1. 0:30 0:55 S:OB 0:45 5:00 5:23 aM evpress bus,xonetl,interz4npH and boat passes. 450 9:00 .... ..... 0:33 ..... 54 5:30 5:55 6:08 5:45 6:00 6:23 450 10:10 ..... ..... 10:33 ..... 10:54 ' Available to rees, through padicipalir9 rrn001e scnopls 6:30 6:55 7:08 6:45 >:0p 7:23 450 10:45 ..... ._.. 11:02 ..... ... and nigh o Mobs. dso 11:10 ..... �� Anter S:OOPMaII Route 450 trios 7:30 >ss B:pa 7:4s e:oo e(2a ..... 11:33 ..... 11:54 ^Available per Ip ion oiliest s,seniors 65+. 450 12:1 BA .._. .... 12:35A 8:30 8:55 9:08 8:45 9:00 9:23 _.. ..... travelviathe CallahaSJSumner Tunnel am persons wah tlbabilities. 450 1:10 .... 127 9:30 9:55 10:08 9:45 10:00 10:23 -- - 10:30 10:55 11:0e 10:45 11:00 11:23 Spring 2Holidays 11:50 12a5A April 21:See Sas. May 26:See Sun. June 17:See Wktly © - . - , , , - : . . . .- . , _■ 424 424W © - . - •... . . © 450 450W 95 ;15 r k � �' 435 �E�r�� ��'l;+l N�.S «� . • • y / r U. IN � 5 455W� a`�+-� fl LL F j 456 450/45OW ° " 3 456 0 1441 4 1 6 3s424/424W 36 450/450W% s9 [PP cc 7 06 m 42W p - CuslomerServlce/Travel Into 6172223200 4 Toll Free ...........................18 00-392-6100 „ Hearing Impaired(TTV.............617 222-5146 Web Site...........................www.mbea.co., N 6cFeCules aublecl to cM1ange please ex treir door Y. 434 = 1 I *'7� �. �y i ti �,.,-.r r �/ L4• R Arrive times ore proximate.suelect to tram, NO SMOKING on MBTA t proper y. .r/ l442/442W.v?n°,r€2,:{ „r ,. rte,,,;,�}.r;�,y„ ',�,a.„✓ ;_.,+t.,+r���,,, _ee -,:;u,t O Driven by Customer Service •. TRAFFIC IMPACT AND ACCESS STUDY Walmartand Meineke Expansions and Lowe's Home Improvement Warehouse Salem,Massachusetts . f y 3 ( k l ' f 1 ' � ,•�t � �� ) �� III :r 1 f r 1 TRIP-GENERATION DATA r i c IF a F. r� P ' f"� •�. SIF,S 'Y .4 1 ' FF Institute of Transportation Engineers(ITE) Land Use Code (LUC) 820- Shopping Center Average Vehicle Trips Ends vs: 1,000 Sq.Feet Gross Leasable Area Independent Variable(X): 112.522 AVERAGE WEEKDAY DAILY Ln T= 0.65 Ln(X)+5.83 Ln T= 0.65 Ln 112.522 +(5.83) Ln T= T= 733 7332.32 T= 7,332 vehicle trips with 50%( 3,666 vpd)entering and 50%( 37666 vpd)exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC Ln T= 0.59 Ln(X)+2.32 LnT= 0.59Ln 112.522 +(2.32) t' Ln T= 5.11 T= 165.12 T= 165 vehicle trips with 61%( 101 vph)entering and 39%( 64 vph)exiting. WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC Ln T= 0.67 Ln(X)+3.37 To T= 0.67 Ln 112.522 +(337) To T= 6.53 T= 688.50 T= 688 vehicle trips with 49%( 337 vph)entering and 51%( 351 vph)exiting. SATURDAY DAILY To T= 0.63 Ln(X)+6.23 Ln T= 0.63 Ln 112.522 +(6,23) Ln T= 9.21 T= 9952.55 t T= 9,954 vehicle trips with 50%( 4,977 vpd)entering and 50%( 4.977 vpd)exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR Ln T= 0.65 Ln(X)+3.76 Ln T= 0.65 Ln 112.522 +(3.76) Ln T= 6.83 T= 925.23 T= 925 vehicle trips with 52%( 481 vph)entering and 48%( 444 vph)exiting. SUNDAY DAILY T= 25.24*(X) T= 25.24* 112.522 T= 2840.06 T= 2.840 vehicle trips With 50%( 1,420 vpd)entering and 50%( 1.420 vpd)exiting. SUNDAY MIDDAY PEAK HOUR OF GENERATOR T=3.12*(X) T= 3.12* 112.522 T= 351.07 T= 351 vehicle trips with 49%( 172 vpd)entering and 51%( 179 vpd)exiting. ' Greenman-Pedersen,Inc. 820-SF.xls Institute of Transportation Engineers(TIE) � Land Use Code (LUC)820- Shopping Center Average Vehicle Trips Ends vs: 1,000 Sq.Feet Gross Leasable Area Independent Variable(X): 281.000 AVERAGE WEEKDAY DAILY Ln T= 0.65 Ln(X)+5.83 Ln T= 0.65 Ln 281.000 +(5.83) LnT= 9 13 T= 13292.17 T= 13,292 vehicle trips with 50%( 6,646 vpd)entering and 50%( 6,646 vpd)exiting. – 3,GG129d0 –},GGL ffyG(J WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFICZ9Co Ln T= 0.59 Ln(X)+2.32 Ln T= 0.59 Ln 281.000 +(2.32) Ln T T= 283.33 283.33 T=283 vehicle trips �p / v� cth 61%( 173 vph)entering and 39%( 110 vph)exiting. u saoC lrT, `Igori OO WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAM IFC //U LnT= 0.67 Ln(X)+3.37 s Ln T= 0.67 Ln 281.000 +(3.37) LnT= 7.15 T= 1271.18 T= 1,271 vehicle trips with 49%( 623 vph)entering and 51%( 648 vph)exiting. _ cmc slo(a}rzz rl) _ 337 -ISI SATURDAY DAILY + $G a 9 j 'k J`U,) T= 0.63 Ln(X)+6.23 Z ?J- Ln Ln T= 0.63 Ln ` 281.000 +(6.23) s$3 Ln T= 9.78 T= 17714.94 T= 17,716 vehicle trips �M ✓sa� /�i.✓ with 50%( 8,858 vpd)entering and 50%( 8,858 vpd)exiting. -0977 SEE) 11-71 A 7, 7Gz �l SATURDAY MIDDAY PEAK HOUR OF GENERATOR 399 I Ln T= 0.65 Ln(X)+3.76 - Ln T= 0.65 Ln 281.000 +(3.76) Ln T= 7.42 T= 1677.28 T= 1,677 vehicle trips c v c sra with 52%� 872 vph)entering and 48%( 805 vph)exiting. -40 SUNDAY DAILY 1391 T= 25.24 (X) T= 25.24* 281.000 T= 7092.44 �— T= 7,092 vehicle trips f5 f A with 50%( 3,546 vpd)entering and 50%( 3,546 vpd)exiting. SUNDAY MIDDAY PEAK HOUR OF GENERATOR T= 3.12*(X) T=3.12* 281.000 T="876.72 T= 877 vehicle trips with 49%( 430 vpd)entering and 51%( 447 vpd)exiting. Greenman-Pedersen,Inc. 820-SF.xls , Institute of Transportation Engineers (ITE) Land Use Code (LUC) 813 - Free-Standing Discount Superstore Average Vehicle Trips Ends vs 1,000 Sq.Feet Gross Floor Area Independent Variable(X): 152.192 AVERAGE WEEKDAY DAILY T= 53.130 * (X) T= 53.130* 152.19 T= 8085.96 T= 8,086 vehicle trips with 50%( 4,043 vpd)entering and 50%( 4,043 vpd)exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 1.670 * (X) T= 1.670 * 152.19 T= 254.16 T= 254 vehicle trips with 56%( 142 vph)entering and 44%( 112 vph)exiting. !Ss ! SL WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 4.610 * (X) T= 4.610 * 152.19 T= 701.61 T= 702 vehicle trips with 49%( 344 vph)entering and 51%( 358 vph)exiting. Brak;; - 176 -/'?f !/c6 . /s9 SATURDAY DAILY T= 64.070 * (X) T= 64.070* 152.19 T= 9750.94 T= 9,752 vehicle trips with 50%( 4,876 vpd)entering and 50%( 4,876 vpd)exiting. SATURDAY MIDDAY PEAK HOUR T= 5.640 *(X) T= 5.640 * 152.19 ' T= 858.36 T= 858 vehicle trips with 50%( 429 vph)entering and 50%( 429 vph)exiting. Ers/.ir - 116 -JOS Greenman-Pedersen,Inc. 813-SF.xls Institute of Transportation Engineers (ITE) Land Use Code (LUC) 942 - Automobile Care Center Average Vehicle Trips Ends vs: 1,000 Sq.Feet Gross Floor Area Independent Variable(X): 3.000 WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 2.94 * (X) T= 2.94 * 3.000 T= 8.82 T= 9 vehicle trips with 51%( 5 vph)entering and 49%( 4 vph)exiting. WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 3.38 *(X) T= 3.38 * 3.000 T= 10.14 T= 10 vehicle trips with 52%( 5 vph)entering and 48%( 5 vph)exiting. SATURDAY DAILY T= 15.86 *(X) T= 15.86 * 3.000 T= 47.58 T= 48 vehicle trips with 50%( 24 vpd)entering and 50%( 24 vpd)exiting. Greenman-Pedersen,Inc. 942-SF.xls Institute of Transportation Engineers (ITE) Land Use Code (LUC) 862 -Home Improvement Superstore I Average Vehicle Trips Ends vs: 1,000 Sq.Feet Gross Floor Area Independent Variable(X): 121.859 AVERAGE WEEKDAY DAILY !� T= 29.80*(X) T= 29.80 * 121.9 T= 3631.40 T= 3,632 vehicle trips with 50%( 1,816 vpd)entering and 50%( 1,816 vpd)exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 1.26 *(X) T= 1.26 * 121.9 T= 153.54 zo;,. !- S• •% T= 154 vehicle trips A�IoK r�/s LJ�t with 57%( 88 vph)entering and 43%( 66 vpb)exiting. /Y•.�•In f S 14Cir PL st/8 A/dJL WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 2.37 *(X) ArR.ii/c y T= 2.37 * 121.9 T= 288.81 T= 289 vehicle trips with 48%( 139 vph)entering and 52%( 150 vph)exiting. =s' -cz LSI ort $aL 1 SATURDAY DAILY T= 56.72 * (X) P.r pr*t T= 56.72 * 121.9 T= 6911.84 T= 6,912 vehicle trips with 50%( 3,456 vpd)entering and 50%( 3,456 vpd)exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR T= 4.51 *(X) T= 4.51 * 121.9 T= 549.58 ' T= 550 vehicle trips with 51%( 281 vph)entering and 49%( 269 vph)exiting. 12/ opt t37i +1 ft - 151 i- Greenman-Pedersen,Inc. X62-SF.xls TRAFFIC IMPACT AND ACCESS"STUDY ' - ' Walmart and Meineke Expansions and Lowe's Home improvement Warehouse. Sa18m,Massachusetts F x . CAPACITY AND QUEUE. ANALYSIS WORKSHEETS " r y.. • r 4 14 �r• 1: Ravenna Avenue & Route 107 2009 Existing Queues Weekday AM Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow(vph) 52 39 29 1510 55 947 v/c Ratio 0.35 0.21 023 0.58 0.43 0.37 Control Delay 24.1 16.2 28.4 7.6 34.5 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.1 16.2 28.4 7.6 34.5 5.5 Queue Length 50th (ft) 11 5 9 176 18 86 Queue Length 95th (ft) 28 25 25 185 46 120 Internal Link Dist(ft) 465 710 433 897 Turn Bay Length (ft) 125 80 Base Capacity(vph) 149 189 128 2595 129 2545 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 -� Reduced v/c Ratio 0.35 0.21 0.23 0.58 0.43 0.37 Intersection Summary V:\08571\Analysis\TIAS\EX AM.sy7 Synchro 6 Report GPI Page 1 Greenman- Pedersen, Inc. 1. 1: Ravenna Avenue & Route 107 2009 Existing HCM Signalized Intersection Capacity Analysis Weekday AM --lp. 7 f- *-- ',- 4\ 1 /� \ t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, .;, ►t 0 +� 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 0.96 0.92 1.00 1.00 1.00 1.00 Flt Protected 0.97 0.99 0.95 1.00 0.95 1.00 ' Satd. Flow(Prot) 1587 1727 1719 3470 1736 3403 Flt Permitted 0.80 0.95 0.95 1.00 0.95 1.00 Said. Flow(perm) 1306 1653 1719 3470 1736 3403 Volume (vph) 21 4 11 6 7 20 22 1159 4 48 826 7 Peak-hour factor, PHF 0.69 0.69 0.69 0.85 0.85 0.85 0.77 0.77 0.77 0.88 0.88 0.88 Adj. Flow(vph) 30 6 16 7 8 24 29 1505 5 55 939 8 RTOR Reduction (vph) 0 15 0 0 22 0 0 0 0 0 1 0 Lane Group Flow(vph) 0 37 0 0 17 0 29 1510 0 55 946 0 Heavy Vehicles (%) 10% 50% 0% 0% 0% 0% 5% 4% 0% 4% 6% 0% Turn Type Perm Perm Prot Prot Protected Phases 1 1 5 6 5 6 Permitted Phases 1 1 Actuated Green, G (s) 4.5 4.5 3.0 50.6 3.0 50.6 , Effective Green, g(s) 5.5 5.5 4.0 51.6 4.0 51.6 Actuated g/C Ratio 0.08 0.08 0.05 0.71 0.05 0.71 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 98 124 94 2449 95 2402 v/s Ratio Prot 0.02 c0.44 c0.03 0.28 v/s Ratio Perm c0.03 0.01 v/c Ratio 0.38 0.14 0.31 0.62 0.58 0.39 Uniform Delay, d1 32.2 31.6 33.2 5.6 33.7 4.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 0.5 1.9 0.5 8.3 0.1 Delay(s) 34.6 32.1 35.1 6.1 42.0 4.5 Level of Service C C D A D A Approach Delay(s) 34.6 32.1 6.6 6.5 Approach LOS C C A A Intersection Summary HCM Average Control Delay 7.5 HCM Level of Service A HCM Volume to Capacity ratio 0.59 Actuated Cycle Length(s) 73.1 Sum of lost time(s) 12.0 Intersection Capacity Utilization 50.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\EX AM.sy7 Synchro 6 Report GPI Page 2 Greenman -Pedersen, Inc. 1: Ravenna Avenue & Route 107 2009 Existing Timing Report, Sorted By Phase Weekday AM # 4�- It Phase Number 1 5 6 Movement EBWBNBSBL NBSB Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None None Min Maximum Split(s) 11 9 37 Maximum Split(%) 19.3% 15.8% 64.9% Minimum Split(s) 11 9 37 Yellow Time(s) 4 4 4 All-Red Time (s) 1 1 1 Minimum Initial(s) 6 4 10 Vehicle Extension(s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 Time To Reduce (s) 0 0 0 Walk Time(s) Flash Dont Walk (s) Dual Entry Yes No Yes Inhibit Max Yes Yes Yes Start Time (s) 0 11 20 -� End Time (s) 11 20 0 Yield/Force Off(s) 6 15 52 Yield/Force Off 170(s) 6 15 52 Local Start Time (s) 5 16 25 Local Yield (s) 11 20 0 Local Yield 170(s) 11 20 0 Intersection Summary Cycle Length 57 Control Type Actuated-Uncoordinated Natural Cycle 1 60 Splits and Phases: 1: Ravenna Avenue & Route 107 e1 o5 I it 06 11 s 9s ffldrAM37s V:\08571\Analysis\TIAS\EX AM.sy7 Synchro 6 Report GPI Pagel Greenman- Pedersen, Inc. 1: Ravenna Avenue & Route 107 2009 Existing Queues Weekday PM t �► j Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow(vph) 60 40 14 1218 78 1217 v/c Ratio 0.38 0.20 0.07 0.47 0.41 0.47 Control Delay 25.6 12.6 24.2 7.0 29.5 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.6 12.6 24.2 7.0 29.5 7.0 Queue Length 50th (ft) 15 1 5 135 26 135 Queue Length 95th (ft) 29 12 18 190 61 190 Internal Link Dist (ft) 465 710 433 897 Turn Bay Length (ft) 125 80 Base Capacity(vph) 159 203 190 2602 188 2599 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.20 0.07 0.47 0.41 0.47 Intersection Summary a i 1 V:\08571\Analysis\TIAS\EX PM.sy7 Synchro 6 Report GPI Page 1 Greenman - Pedersen, Inc. 1: Ravenna Avenue & Route 107 2009 Existing HCM Signalized Intersection Capacity Analysis Weekday PM 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4* 4, ►) +j, ►t 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 0.97 0.88 1.00 1.00 1.00 1.00 Fit Protected 0.96 1.00 0.95 1.00 0.95 1.00 Said. Flow(prot) 1770 1657 1805 3536 1787 3534 Fit Permitted 0.75 0.98 0.95 1.00 0.95 1.00 Satd. Flow(perm) 1384 1627 1805 3536 1787 3534 Volume (vph) 28 0 9 2 0 22 13 1136 8 72 1106 14 Peak-hour factor, PHF 0.62 0.62 0.62 0.60 0.60 0.60 0.94 0.94 0.94 0.92 0.92 0.92 Adj. Flow(vph) 45 0 15 3 0 37 14 1209 9 78 1202 15 RTOR Reduction (vph) 0 14 0 0 34 0 0 1 0 0 1 0 Lane Group Flow(vph) 0 46 0 0 6 0 14 1217 0 78 1216 0 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 2% 0% 1% 2% 0% Turn Type Perm Perm Prot Prot Protected Phases 1 1 5 6 5 6 Permitted Phases 1 1 Actuated Green, G (s) 4.2 4.2 4.2 48.1 4.2 48.1 Effective Green, g (s) 5.2 5.2 5.2 49.1 5.2 49.1 -�j Actuated g/C Ratio 0.07 0.07 0.07 0.69 0.07 0.69 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 101 118 131 2428 130 2427 v/s Ratio Prot 0.01 c0.34 c0.04 0.34 v/s Ratio Perm c0.03 0.00 v/c Ratio 0.46 0.05 0.11 0.50 0.60 0.50 Uniform Delay, d1 31.8 30.8 31.0 5.4 32.1 5.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.2 0.2 0.4 0.2 7.3 0.2 Delay(s) 35.0 31.0 31.3 5.5 39.4 5.5 Level of Service D C C A D A Approach Delay(s) 35.0 31.0 5.8 7.6 Approach LOS D C A A Intersection Summary HCM Average Control Delay 7.7 HCM Level of Service A HCM Volume to Capacity ratio 0.51 Actuated Cycle Length(s) 71.5 Sum of lost time (s) 12.0 1 Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group i V:\08571\Analysis\TIAS\EX PM.sy7 Synchro 6 Report GPI Page 2 Greenman - Pedersen, Inc. 1: Ravenna Avenue & Route 107 2009 Existing Timing Report, Sorted By Phase Weekday PM # 4111� 1t Phase Number 1 5 6 Movement EBWBNBSBL NBSB Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None None Min Maximum Split(s) 11 11 37 Maximum Split(%) 18.6% 18.6% 62.7% Minimum Split (s) 11 11 37 Yellow Time (s) 4 4 4 All-Red Time (s) 1 1 1 Minimum Initial(s) 6 6 10 Vehicle Extension(s) 3 3 3 Minimum Gap (s) 3 3 3 Time Before Reduce (s) 0 0 0 Time To Reduce (s) 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry Yes No Yes Inhibit Max Yes Yes Yes Start Time(s) 0 11 22 End Time (s) 11 22 0 Yield/Force Off(s) 6 17 54 Yield/Force Off 170(s) 6 17 54 Local Start Time (s) 5 16 27 Local Yield (s) 11 22 0 Local Yield 170(s) 11 22 0 Intersection Summary Cycle Length 59 Control Type Actuated-Uncoordinated Natural Cycle 60 Splits and Phases: 1: Ravenna Avenue & Route 107 e1 � m5 +t e6 Ills _ _ 11s 11W=037s - V:\08571\Analysis\TIAS\EX PM.sy7 Synchro 6 Report GPI Pagel Greenman- Pedersen, Inc. I1: Ravenna Avenue & Route 107 2009 Existing Queues Saturday Midday ' Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow(vph) 46 36 23 1201 79 1182 v/c Ratio 0.29 0.19 0.16 0.48 0.56 0.48 Control Delay 21.8 13.7 26.8 6.6 40.5 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.8 13.7 26.8 6.6 40.5 6.5 Queue Length 50th (ft) 9 2 7 120 26 116 Queue Length 95th (ft) 32 15 26 169 #71 165 Internal Link Dist (ft) 465 710 433 897 Turn Bay Length (ft) 125 80 Base Capacity(vph) 159 186 140 2485 140 2481 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 o 0 Reduced v/c Ratio 0.29 0.19 0.16 0.48 0.56 0.48 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. V:\08571\Analysis\TIAS\EX SAT.sy7 Synchro 6 Report GPI Page 1 Greenman - Pedersen, Inc. 1: Ravenna Avenue & Route 107 2009 Existing HCM Signalized Intersection Capacity Analysis Saturday Midday -,* --* l ! ~ Z 1 t P ti 1 r Movement EBL EBT EBR WBL WBT WEIR NBL NBT NBR SBL SBT SBR ' Lane Configurations 4* + ► 0 ►) 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 0.95 0.89 1.00 1.00 1.00 1.00 Flt Protected 0.97 0.99 0.95 1.00 0.95 1.00 ' Satd. Flow(prol) 1708 1605 1805 3537 1805 3530 Fit Permitted 0.79 0.94 0.95 1.00 0.95 1.00 Satd. Flow(perm) 1387 1522 1805 3537 1805 3530 Volume (vph) 24 1 13 4 0 20 21 1112 5 74 1098 13 Peak-hour factor, PHF 0.83 0.83 0.83 0.67 0.67 0.67 0.93 0.93 0.93 0.94 0.94 0.94 Adj. Flow(vph) 29 1 16 6 0 30 23 1196 5 79 1168 14 RTOR Reduction (vph) 0 15 0 0 28 0 0 0 0 0 1 0 Lane Group Flow(vph) 0 31 0 0 8 0 23 1201 0 79 1181 0 Heavy Vehicles (%) 0% 0% 8% 0% 0% 5% 0% 2% 0% 0% 2% 8% Turn Type Perm Perm Prot Prot Protected Phases 1 1 5 6 5 6 Permitted Phases 1 1 Actuated Green, G (s) 4.4 4.4 3.9 47.5 3.9 47.5 Effective Green, g(s) 5.4 5.4 4.9 48.5 4.9 48.5 Actuated g/C Ratio 0.08 0.08 0.07 0.69 0.07 0.69 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 106 116 125 2423 125 2418 v/s Ratio Prot 0.01 c0.34 c0.04 0.33 v/s Ratio Perm c0.02 0.01 v/c Ratio 0.29 0.07 0.18 0.50 0.63 0.49 Uniform Delay, d1 30.9 30.4 31.1 5.3 32.1 5.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.3 0.7 0.2 10.0 0.2 ' Delay(s) 32.5 30.6 31.8 5.5 42.1 5.4 Level of Service C C C A D A Approach Delay(s) 32.5 30.6 6.0 7.7 Approach LOS C C A A Intersection Summary HCM Average Control Delay 7.7 HCM Level of Service A HCM Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 70.8 Sum of lost time(s) 12.0 Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\EX SAT.sy7 Synchro 6 Report , GPI Page 2 Greenman - Pedersen, Inc. 1: Ravenna Avenue & Route 107 2009 Existing Timing Report, Sorted By Phase Saturday Midday # 'a # Phase Number 1 5 6 Movement EBWBNBSBL NBSB Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None None Min Maximum Split(s) 11 9 37 Maximum Split(%) 19.3% 15.8% 64.9% Minimum Split(s) 11 9 37 Yellow Time (s) 4 4 4 All-Red Time (s) 1 1 1 Minimum Initial(s) 6 4 10 Vehicle Extension(s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 Time To Reduce (s) 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry Yes No Yes Inhibit Max Yes Yes Yes Start Time (s) 0 11 20 End Time(s) 11 20 0 Yield/Force Off(s) 6 15 52 Yield/Force Off 170(s) 6 15 52 Local Start Time (s) 5 16 25 Local Yield (s) 11 20 0 Local Yield 170(s) 11 20 0 Intersection Summary Cycle Length 57 Control Type Actuated-Uncoordinated Natural Cycle 60 Splits and Phases: 1: Ravenna Avenue & Route 107 01 � m5 +I m6 11s 9s 37s r V:\08571\Analysis\TIAS\EX SAT.sy7 Synchro 6 Report GPI Pagel Greenman- Pedersen, Inc. 1: Ravenna Avenue & Route 107 2014 No-Build Queues Weekday AM *, t 1 Lane Group EBT WBT NBL NBT SBL SBT ' Lane Group Flow(vph) 60 44 49 1609 59 1027 v/c Ratio 0.38 0.22 0.17 0.60 0.32 0.43 Control Delay 32.4 20.0 28.8 10.2 37.5 10.5 Queue Delay 0.0 0.0 0.0 0.2 0.0 0.0 Total Delay 32.4 20.0 28.8 10.5 37.5 10.5 Queue Length 50th (ft) 21 8 22 342 28 192 , Queue Length 95th (ft) 39 33 47 361 60 214 Internal Link Dist (ft) 465 710 433 897 Turn Bay Length (ft) 125 80 Base Capacity(vph) 247 311 341 2663 282 2426 Starvation Cap Reductn 0 0 0 348 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.14 0.14 0.70 0.21 0.42 Intersection Summary 1 r V:\08571\Analysis\TIAS\NB AM.sy7 Synchro 6 Report , GPI Page 1 Greenman- Pedersen, Inc. ' 1: Ravenna Avenue & Route 107 2014 No-Build HCM Signalized Intersection Capacity Analysis Weekday AM 4� -N t 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations qt* 4* ►� +TJ. +T Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 0.96 0.92 1.00 1.00 1.00 1.00 Flt Protected 0.97 0.99 0.95 1.00 0.95 1.00 Satd.flow(prot) 1595 1725 1719 3470 1736 3403 Flt Permitted 0.86 0.94 0.95 1.00 0.95 1.00 Satd. Flow(perm) 1423 1642 1719 3470 1736 3403 Volume (vph) 26 4 11 8 7 23 38 1235 4 52 897 7 Peak-hour factor, PHF 0.69 0.69 0.69 0.85 0.85 0.85 0.77 0.77 0.77 0.88 0.88 0.88 Adj. Flow(vph) 38 6 16 9 8 27 49 1604 5 59 1019 8 RTOR Reduction (vph) 0 15 0 0 25 0 0 0 0 0 0 0 �1 Lane Group Flow(vph) 0 45 0 0 19 0 49 1609 0 59 1027 0 Heavy Vehicles(%) 10% 50% 0% 0% 0% 0% 5% 4% 0% 4% 6% 0% Turn Type Perm Perm Prot Prot Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Actuated Green, G (s) 5.2 5.2 10.1 54.8 5.0 49.7 Effective Green, g (s) 6.2 6.2 11.1 55.8 6.0 50.7 Actuated g/C Ratio 0.08 0.08 0.14 0.70 0.08 0.63 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) 110 127 239 2420 130 2157 v/s Ratio Prot 0.03 c0.46 0.03 c0.30 v/s Ratio Perm c0.03 0.01 v/c Ratio 0.41 0.15 0.21 0.66 0.45 0.48 Uniform Delay, d1 35.2 34.4 30.5 6.8 35.4 7.7 Progression Factor 1.00 1.00 1.02 1.09 1.00 1.00 Incremental Delay, d2 0.9 0.2 0.1 1.4 0.9 0.8 Delay(s) 36.1 34.6 31.2 8.8 36.3 8.4 Level of Service D C C A D A Approach Delay(s) 36.1 34.6 9.4 10.0 Approach LOS D C A A Intersection Summary 1 HCM Average Control Delay 10.6 HCM Level of Service B HCM Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 80.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 55.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\NB AM.sy7 Synchro 6 Report GPI Page 2 Greenman - Pedersen, Inc. 1: Ravenna Avenue & Route 107 2014 No-Build Timing Report, Sorted By Phase Weekday AM 4\ 1 4 \� t Phase Number 1 2 4 5 6 8 Movement NBL SBT EBTL SBL NBT WBTL Lead/Lag Lag Lead Lead Lag Lead-Lag Optimize Recall Mode None C-Min None None C-Min None Maximum Split(s) 17 45 18 17 45 18 Maximum Split(%) 21.3% 56.3% 22.5% 21.3% 56.3% 22.5% - Minimum Split(s) 11 11 11 11 11 11 Yellow Time (s) 4 4 4 4 4 4 All-Red Time(s) 1 1 1 1 1 1 Minimum Initial (s) 6 6 6 6 6 6 Vehicle Extension (s) 2 4 2 2 4 2 Minimum Gap(s) 3 3 3 3 3 3 Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time(s) 2 37 19 37 54 19 End Time(s) 19 2 37 54 19 37 , Yield/Force Off(s) 14 77 32 49 14 32 Yield/Force Off 170(s) 14 77 32 49 14 32 Local Start Time (s) 5 40 22 40 57 22 Local Yield (s) 17 0 35 52 17 35 Local Yield 170(s) 17 0 35 52 17 35 Intersection Summary , Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 60 , Offset: 77 (96%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 1: Ravenna Avenue & Route 107 1 o2 l e1 -4 04 45s17s loss ®5 t e6 f 06 17s i�'�. 18 s V:\08571\Analysis\TIAS\NB AM.sy7 Synchro 6 Report ' GPI Pagel Greenman- Pedersen, Inc. 1: Ravenna Avenue & Route 107 2014 No-Build Queues Weekday PM Lane Group EBT WBT NBL NBT SBL SBT ' Lane Group Flow(vph) 60 47 49 1320 112 1343 vlc Ratio 0.39 0.24 0.24 0.53 0.51 0.51 Control Delay 37.5 16.5 37.3 8.8 44.7 8.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.5 16.5 37.3 8.8 44.7 8.7 Queue Length 50th (ft) 25 3 26 60 61 195 Queue Length 95th (ft) 38 15 m59 391 107 325 Internal Link Dist (ft) 465 710 433 897 Turn Bay Length (ft) 125 80 Base Capacity(vph) 232 289 281 2491 284 2614 Starvation Cap Reductn 0 0 0 138 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vlc Ratio 0.26 0.16 0.17 0.56 0.39 0.51 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. i 1 1 V:\08571\Analysis\TIAS\NB PM.sy7 Synchro 6 Report GPI Page 1 Greenman - Pedersen, Inc. 1: Ravenna Avenue & Route 107 2014 No-Build HCM Signalized Intersection Capacity Analysis Weekday PM --.* 10. l ! ~ t 1 t l \' l Movement EBL EBT EBR WBL WBT WEIR NBL NBT NBR SBL SBT SBR Lane Configurations +T* 4* ►j 0 ►j 0 Ideal Flow(v h I) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 0.97 0.88 1.00 1.00 1.00 1.00 At Protected 0.96 0.99 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1770 1662 1805 3536 1787 3534 Flt Permitted 0.86 0.97 0.95 1.00 0.95 1.00 Satd. Flow(perm) 1572 1622 1805 3536 1787 3534 Volume(vph) 28 0 9 3 0 25 46 1232 8 103 1222 14 Peak-hour factor, PHF 0.62 0.62 0.62 0.60 0.60 0.60 0.94 0.94 0.94 0.92 0.92 0.92 Adj. Flow(vph) 45 0 15 5 0 42 49 1311 9 112 1328 15 RTOR Reduction (vph) 0 14 0 0 38 0 0 0 0 0 1 0 ' Lane Group Flow(vph) 0 46 0 0 9 0 49 1320 0 112 1342 0 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 2% 0% 1% 2% 0% Turn Type Perm Perm Prot Prot Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Actuated Green, G (s) 6.6 6.6 6.6 59.6 8.8 61.8 Effective Green, g(s) 7.6 7.6 7.6 60.6 9.8 62.8 ' Actuated g/C Ratio 0.08 0.08 0.08 0.67 0.11 0.70 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap(vph) 133 137 152 2381 195 2466 v/s Ratio Prot 0.03 c0.37 0.06 c0.38 v/s Ratio Perm c0.03 0.01 , v/c Ratio 0.35 0.06 0.32 0.55 0.57 0.54 Uniform Delay, d1 38.9 37.9 38.8 7.7 38.1 6.6 Progression Factor 1.00 1.00 0.98 0.87 1.00 1.00 Incremental Delay, d2 0.6 0.1 0.4 0.8 2.5 0.9 Delay(s) 39.4 38.0 38.5 7.5 40.6 7.5 Level of Service D D D A D A Approach Delay(s) 39.4 38.0 8.6 10.0 Approach LOS D D A B Intersection Summary HCM Average Control Delay 10.4 HCM Level of Service B HCM Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 58.8% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\NB PM.sy7 Synchro 6 Report GPI Page 2 Greenman- Pedersen, Inc. ' 1: Ravenna Avenue & Route 107 2014 No-Build Timing Report, Sorted By Phase Weekday PM 4\ 4 4 \0. t Phase Number 1 2 4 5 6 8 Movement NBL SBT EBTL SBL NBT WBTL Lead/Lag Lag Lead Lead Lag Lead-Lag Optimize Recall Mode None C-Min None None C-Min None Maximum Split(s) 18 54 18 18 54 18 Maximum Split(%) 20.0% 60.0% 20.0% 20.0% 60.0% 20.0% ' Minimum Split(s) 11 11 11 11 11 11 Yellow Time (s) 4 4 4 4 4 4 All-Red Time (s) 1 1 1 1 1 1 Minimum Initial(s) 6 6 6 6 6 6 Vehicle Extension (s) 2 4 2 2 4 2 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 88 34 16 34 52 16 End Time(s) 16 88 34 52 16 34 Yield/Force Off(s) 11 83 29 47 11 29 Yield/Force Off 170(s) 11 83 29 47 11 29 Local Start Time (s) 5 41 23 41 59 23 Local Yield (s) 18 0 36 54 18 36 Local Yield 170(s) 18 0 36 54 18 36 ' Intersection Summary Cycle Length 90 Control Type Actuated-Coordinated Natural Cycle 55 Offset: 83(92%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 1: Ravenna Avenue & Route 107 4o2 K e1 4o4 s t8s 188 ' o5 t 06 f 06 18s 54s " 18s lww i V:\08571\Analysis\TIAS\NB PM.sy7 Synchro 6 Report GPI Pagel Greenman - Pedersen, Inc. 1: Ravenna Avenue & Route 107 2014 No-Build Queues * 1 Saturday Midday Lane Group EBT WBT NBL NBT SBL SBT , Lane Group Flow(vph) 46 40 24 1317 87 1273 v/c Ratio 0.29 0.22 0.11 0.51 0.41 0.46 Control Delay 29.0 17.4 30.2 7.8 38.1 6.9 Queue Delay 0.0 0.0 0.0 0.1 0.0 0.0 Total Delay 29.0 17.4 30.2 7.9 38.1 6.9 Queue Length 50th (ft) 14 3 12 155 41 65 Queue Length 95th (ft) 40 19 m26 264 81 276 Internal Link Dist (ft) 465 710 433 897 Turn Bay Length (ft) 125 80 Base Capacity(vph) 268 300 293 2572 293 2795 Starvation Cap Reductn 0 0 0 255 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 ' Reduced v/c Ratio 0.17 0.13 0.08 0.57 0.30 0.46 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ' V:\08571\Analysis\TIAS\NB SAT.sy7 Synchro 6 Report GPI Pagel Greenman -Pedersen, Inc. ' 1: Ravenna Avenue & Route 107 2014 No-Build HCM Signalized Intersection Capacity Analysis Saturday Midday ---* --t f t 4\ T P `► l W Movement EBL EBT EBR WBL WBT WBR NEIL NBT NBR SBL SBT SBR Lane Configurations 4* 4* 0 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ' Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Fri 0.95 0.89 1.00 1.00 1.00 1.00 Flt Protected 0.97 0.99 0.95 '1.00 0.95 1.00 Satd. Flow(prot) 1708 1607 1805 3537 1805 3531 Flt Permitted 0.84 0.95 0.95 1.00 0.95 1.00 Satd. Flow(perm) 1474 1539 1805 3537 1805 3531 Volume (vph) 24 1 13 5 0 22 22 1220 5 82 1183 13 Peak-hour factor, PHF 0.83 0.83 0.83 0.67 0.67 0.67 0.93 0.93 0.93 0.94 0.94 0.94 Adj. Flow(vph) 29 1 16 7 0 33 24 1312 5 87 1259 14 RTOR Reduction (vph) 0 15 0 0 31 0 0 0 0 0 1 0 Lane Group Flow(vph) 0 31 0 0 9 0 24 1317 0 87 1272 0 Heavy Vehicles(%) 0% 0% 8% 0% 0% 5% 0% 2% 0% 0% 2% 8% Turn Type Perm Perm Prot Prot Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Actuated Green, G (s) 4.5 4.5 4.8 53.3 7.2 55.7 ' Effective Green, g (s) 5.5 5.5 5.8 54.3 8.2 56.7 Actuated g/C Ratio 0.07 0.07 0.07 0.68 0.10 0.71 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 ' Vehicle Extension (s) 2.0 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap(vph) 101 106 131 2401 185 2503 v/s Ratio Prot 0.01 c0.37 0.05 c0.36 v/s Ratio Perm c0.02 0.01 v/c Ratio 0.31 0.09 0.18 0.55 0.47 0.51 Uniform Delay, d1 35.4 34.9 34.9 6.6 33.9 5.3 Progression Factor 1.00 1.00 0.97 0.94 1.00 1.00 Incremental Delay, d2 0.6 0.1 0.2 0.8 0.7 0.7 Delay(s) 36.1 35.0 34.2 7.0 34.5 6.0 Level of Service D D C A C A Approach Delay(s) 36.1 35.0 7.5 7.9 Approach LOS D D A A Intersection Summary HCM Average Control Delay 8.5 HCM Level of Service A HCM Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\NB SAT.sy7 Synchro 6 Report GPI Page 2 Greenman-Pedersen, Inc. 1: Ravenna Avenue & Route 107 2014 No-Build , Timing Report, Sorted By Phase Saturday Midday 4 1 4 �► t Phase Number 1 2 4 5 6 8 , Movement NBL SBT EBTL SBL NBT WBTL Lead/Lag Lag Lead Lead Lag Lead-Lag Optimize Recall Mode None C-Min None None C-Min None Maximum Split(s) 17 45 18 17 45 18 Maximum Split(%) 21.3% 56.3% 22.5% 21.3% 56.3% 22.5% Minimum Split (s) 11 11 11 11 11 11 Yellow Time (s) 4 4 4 4 4 4 All-Red Time (s) 1 1 1 1 1 1 Minimum Initial(s) 6 6 6 6 6 6 Vehicle Extension(s) 2 4 2 2 4 2 Minimum Gap(s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 ' Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes , Inhibit Max Yes Yes Yes Yes Yes Yes Start Time(s) 2 37 19 37 54 19 End Time (s) 19 2 37 54 19 37 ' Yield/Force Off(s) 14 77 32 49 14 32 Yield/Force Off 170(s) 14 77 32 49 14 32 Local Start Time (s) 5 40 22 40 57 22 Local Yield (s) 17 0 35 52 17 35 Local Yield 170(s) 17 0 35 52 17 35 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle . 50 Offset: 77 (96%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 1: Ravenna Avenue& Route 107 1 o2 e1 e4 ' 45s17s _ 16s :. o5 t 06 y — f e8 17s 141 18s V:\08571\Analysis\TIAS\NB SAT.sy7 Synchro 6 Report GPI Pagel Greenman- Pedersen, Inc. 1: Ravenna Avenue & Route 107 2014 Build Queues Weekday AM r -0. 4--- , t Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow(vph) 60 44 49 1630 59 1060 v/c Ratio 0.38 0.22 0.17 0.61 0.32 0.44 Control Delay 32.4 20.0 28.8 10.0 37.5 10.3 Queue Delay 0.0 0.0 0.0 0.2 0.0 0.0 Total Delay 32.4 20.0 28.8 10.3 37.5 10.3 Queue Length 50th(ft) 21 8 22 348 28 196 Queue Length 95th (ft) 39 33 47 331 60 222 Internal Link Dist (ft) 465 710 433 897 Turn Bay Length (ft) 125 80 Base Capacity(vph) 247 311 333 2663 282 2427 Starvation Cap Reductn 0 0 0 328 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.14 0.15 0.70 0.21 0.44 Intersection Summary r 1 i V:\08571\Analysis\TIAS\Superceded TIAS\B AM.sy7 Synchro 6 Report GPI Page 1 Greenman - Pedersen, Inc. 1 1: Ravenna Avenue & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Weekday AM --* --I, --* ~ 4 1 t �► 1 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR , Lane Configurations � 4* tT* t� Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 0.96 0.92 1.00 1.00 1.00 1.00 Flt Protected 0.97 0.99 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1595 1725 1719 3470 1736 3403 Flt Permitted 0.86 0.94 0.95 1.00 0.95 1.00 Satd. Flow(perm) 1423 1642 1719 3470 1736 3403 Volume(vph) 26 4 11 8 7 23 38 1251 4 52 926 7 Peak-hour factor, PHF 0.69 0.69 0.69 0.85 0.85 0.85 0.77 0.77 0.77 0.88 0.88 0.88 Adj. Flow(vph) 38 6 16 9 8 27 49 1625 5 59 1052 8 RTOR Reduction (vph) 0 15 0 0 25 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 45 0 0 19 0 49 1630 0 59 1060 0 Heavy Vehicles (%) 10% 50% 0% 0% 0% 0% 5% 4% 0% 4% 6% 0% Turn Type Perm Perm Prot Prot Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Actuated Green, G (s) 5.2 5.2 9.7 54.8 5.0 50.1 Effective Green, g (s) 6.2 6.2 10.7 55.8 6.0 51.1 ' Actuated g/C Ratio 0.08 0.08 0.13 0.70 0.08 0.64 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) 110 127 230 2420 130 2174 v/s Ratio Prot 0.03 c0.47 0.03 c0.31 v/s Ratio Perm c0.03 0.01 v/c Ratio 0.41 0.15 0.21 0.67 0.45 0.49 Uniform Delay, d1 35.2 34.4 30.9 6.9 35.4 7.6 Progression Factor 1.00 1.00 1.00 1.04 1.00 1.00 Incremental Delay, d2 0.9 0.2 0.2 1.4 0.9 0.8 Delay(s) 36.1 34.6 31.0 8.6 36.3 8.4 Level of Service D C C A D A Approach Delay(s) 36.1 34.6 9.3 9.8 , Approach LOS D C A A Intersection Summary HCM Average Control Delay 10.4 HCM Level of Service B HCM Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 55.5% ICU Level of Service B , Analysis Period (min) 15 c Critical Lane Group V:\08571\Hnalysis\TIAS\Superceded TIAS\B AM.sy7 Synchro 6 Report , GPI Page 2 Greenman- Pedersen, Inc. i 1: Ravenna Avenue & Route 107 2014 Build Timing Report, Sorted By Phase Weekday AM ' Phase Number 1 2 4 5 6 8 Movement NBL SBT EBTL SBL NBT WBTL Lead/Lag Lag Lead Lead Lag Lead-Lag Optimize Recall Mode None C-Min None None C-Min None Maximum Split (s) 17 45 18 17 45 18 Maximum Split(%) 21.3% 56.3% 22.5% 21.3% 56.3% 22.5% ' Minimum Split (s) 11 11 11 11 11 11 Yellow Time(s) 4 4 4 4 4 4 All-Red Time (s) 1 1 1 1 1 1 Minimum Initial (s) 6 6 6 6 6 6 Vehicle Extension (s) 2 4 2 2 4 2 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time(s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time(s) 2 37 19 37 54 19 End Time (s) 19 2 37 54 19 37 Yield/Force Off(s) 14 77 32 49 14 32 Yield/Force Off 170(s) 14 77 32 49 14 32 Local Start Time (s) 5 40 22 40 57 22 Local Yield (s) 17 0 35 52 17 35 Local Yield 170(s) 17 0 35 52 17 35 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 60 Offset: 77 (96%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 1: Ravenna Avenue& Route 107 + m2 \ 01 40 45s 17s 1 118S \W Im5 t m6 [It08 17s .: 45s 18s V:\08571\Analysis\TIAS\Superceded TIAS\B AM.sy7 Synchro 6 Report GPI Page 3 i Greenman- Pedersen, Inc. 1: Ravenna Avenue & Route 107 2014 Build Queues Weekday PM -, t 1 Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow(vph) 90 47 49 1439 112 1458 v/c Ratio 0.51 0.21 0.24 0.59 0.53 0.57 Control Delay 43.0 15.2 36.6 10.3 45.8 10.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.0 15.2 36.6 10.3 45.8 10.7 Queue Length 50th (ft) 44 3 27 201 61 242 Queue Length 95th (ft) 57 14 m55 465 110 393 , Internal Link Dist (ft) 465 710 433 897 Turn Bay Length (ft) 125 80 Base Capacity(vph) 239 288 281 2445 278 2546 ' Starvation Cap Reductn 0 0 0 96 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.16 0.17 0.61 0.40 0.57 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. V:\08571\Analysis\TIAS\Dec 2009 TIAS\B PM.sy7 Synchro 6 Report GPI Page 1 Greenman-Pedersen, Inc. 1: Ravenna Avenue & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Weekday PM -,4 -i --* fe 4- 4, t /0' `► 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SET SBR Lane Configurations 4* 4* Vi +I# Vi TT* Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Fri 0.98 0.88 1.00 1.00 1.00 1.00 Flt Protected 0.96 0.99 0.95 1.00 0.95 1.00 ' Satd. Flow(prot) 1785 1662 1805 3536 1787 3534 Flt Permitted 0.84 0.97 0.95 1.00 0.95 1.00 Satd. Flow(perm) 1551 1626 1805 3536 1787 3534 ' Volume(vph) 45 1 9 3 0 25 46 1344 8 103 .1328 14 Peak-hour factor, PHF 0.62 0.62 0.62 0.60 0.60 0.60 0.94 0.94 0.94 0.92 0.92 0.92 Adj. Flow(vph) 73 2 15 5 0 42 49 1430 9 112 1443 15 RTOR Reduction (vph) 0 8 0 0 38 0 0 0 0 0 1 0 Lane Group Flow(vph) 0 82 0 0 9 0 49 1439 0 112 1457 0 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 2% 0% 1% 2% 0% Turn Type Perm Perm Prot Prot ' Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Actuated Green, G (s) 8.1 8.1 6.9 58.4 8.5 60.0 Effective Green, g(s) 9.1 9.1 7.9 59.4 9.5 61.0 Actuated g/C Ratio 0.10 0.10 0.09 0.66 0.11 0.68 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap (vph) 157 164 158 2334 189 2395 v/s Ratio Prot 0.03 c0.41 0.06 c0.41 v/s Ratio Perm c0.05 0.01 1 v/c Ratio 0.52 0.06 0.31 0.62 0.59 0.61 Uniform Delay, d1 38.4 36.6 38.5 8.8 38.4 8.0 Progression Factor 1.00 1.00 0.98 0.88 1.00 1.00 Incremental Delay, d2 1.4 0.1 0.4 1.1 3.3 1.2 Delay(s) 39.8 36.6 37.9 8.8 41.7 9.1 Level of Service D D D A D A Approach Delay(s) 39.8 36.6 9.8 11.4 Approach LOS D D A B Intersection Summary HCM Average Control Delay 11.8 HCM Level of Service B HCM Volume to Capacity ratio 0.59 Actuated Cycle Length(s) 90.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group j ' V:\08571\Analysis\TIAS\Dec 2009 TIAS\B PM.sy7 Synchro 6 Report GPI Page 2 Greenman - Pedersen, Inc. 1: Ravenna Avenue & Route 107 2014 Build Timing Report, Sorted By Phase Weekday PM ' 4\ 1 4 �► 1 f Phase Number 1 2 4 5 6 8 Movement NBL SBT EBTL SBL NBT WBTL Lead/Lag Lag Lead Lead Lag Lead-Lag Optimize Recall Mode None C-Min None None C-Min None Maximum Split(s) 18 54 18 18 54 18 Maximum Split(%) 20.0% 60.0% 20.0% 20.0% 60.0% 20.0% Minimum Split(s) 11 11 11 11 11 11 ' Yellow Time (s) 4 4 4 4 4 4 All-Red Time (s) 1 1 1 1 1 1 Minimum Initial(s) 6 6 6 6 6 6 Vehicle Extension (s) 2 4 2 2 4 2 ' Minimum Gap(s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 88 34 16 34 52 16 End Time (s) 16 88 34 52 16 34 ' Yield/Force Off(s) 11 83 29 47 11 29 Yield/Force Off 170(s) 11 83 29 47 11 29 Local Start Time (s) 5 41 23 41 59 23 Local Yield (s) 18 0 36 54 18 36 Local Yield 170(s) 18 0 36 54 18 36 Intersection Summary Cycle Length 90 , Control Type Actuated-Coordinated Natural Cycle 60 Offset: 83 (92%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow , Splits and Phases: 1: Ravenna Avenue & Route 107 1 02 \ 01 e4 ' 54 s * r 18 s lays 05 I 06 f 08 18s 12N�Illl 54s 18s V:\08571\Analysis\TIAS\Dec 2009 TIAS\B PM.sy7 Synchro 6 Report , GPI Page 3 Greenman - Pedersen, Inc. 1: Ravenna Avenue & Route 107 2014 Build Queues Saturday Midday 1 - -- 4\ t l Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow(vph) 47 40 24 1460 87 1431 v/c Ratio 0.30 0.22 0.11 0.57 0.41 0.51 Control Delay 29.2 17.3 30.5 8.8 38.1 7.6 Queue Delay 0.0 0.0 0.0 0.1 0.0 0.0 Total Delay 29.2 17.3 30.5 8.9 38.1 7.6 Queue Length 50th (ft) 15 3 12 196 41 78 ' Queue Length 95th (ft) 41 19 m24 437 81 333 Internal Link Dist (ft) 465 710 433 897 Turn Bay Length (ft) 125 80 Base Capacity(vph) 270 299 293 2571 293 2798 Starvation Cap Reductn 0 0 0 260 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.13 0.08 0.63 0.30 0.51 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 1 1 V:\08571\Analysis\TIAS\Dec 2009 TIAS\B SAT.sy7 Synchro 6 Report GPI Page 1 Greenman- Pedersen, Inc. 1: Ravenna Avenue & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Saturday Midday Movement EBL EBT EBR WBL WBT WEIR NEIL NBT NBR SBL SBT SBR Lane Configurations 4, + I +T. +T' Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frt 0.95 0.89 1.00 1.00 1.00 1.00 Flt Protected 0.97 0.99 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1712 1607 1805 3538 1805 3532 , Flt Permitted 0.84 0.95 0.95 1.00 0.95 1.00 Satd. Flow(perm) 1479 1541 1805 3538 1805 3532 Volume (vph) 24 2 13 5 0 22 22 1353 5 82 1332 13 Peak-hour factor, PHF 0.83 0.83 0.83 0.67 0.67 0.67 0.93 0.93 0.93 0.94 0.94 0.94 , Adj. Flow(vph) 29 2 16 7 0 33 24 1455 5 87 1417 14 RTOR Reduction (vph) 0 15 0 0 31 0 0 0 0 0 1 0 ' Lane Group Flow(vph) 0 32 0 0 9 0 24 1460 0 87 1430 0 Heavy Vehicles (%) 0% 0% 8% 0% 0% 5% 0% 2% 0% 0% 2% 8% Turn Type Perm Perm Prot Prot ' Protected Phases 4 8 1 6 5 2 Permitted Phases 4 8 Actuated Green, G (s) 4.5 4.5 4.8 53.3 7.2 55.7 Effective Green, g (s) 5.5 5.5 5.8 54.3 8.2 56.7 Actuated g/C Ratio 0.07 0.07 0.07 0.68 0.10 0.71 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 4.0 2.0 4.0 Lane Grp Cap(vph) 102 106 131 2401 185 2503 v/s Ratio Prot 0.01 c0.41 0.05 c0.40 v/s Ratio Perm c0.02 0.01 v/c Ratio 0.31 0.09 0.18 0.61 0.47 0.57 ' Uniform Delay, d1 35.5 34.9 34.9 7.0 33.9 5.7 Progression Factor 1.00 1.00 0.99 0.97 1.00 1.00 Incremental Delay, d2 0.6 0.1 02 1.0 0.7 1.0 Delay(s) 36.1 35.0 34.6 7.9 34.5 6.7 Level of Service D D C A C A Approach Delay(s) 36.1 35.0 8.3 8.3 , Approach LOS D D A A Intersection Summary HCM Average Control Delay 9.0 HCM Level of Service A HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 80.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\Dec 2009 TIAS\B SAT.sy7 Synchro 6 Report GPI Page 2 Greenman- Pedersen, Inc. 1: Ravenna Avenue & Route 107 2014 Build Timing Report, Sorted By Phase Saturday Midday 14Ni 4 ti t Phase Number 1 2 4 5 6 8 �• Movement NBL SBT EBTL SBL NBT WBTL Lead/Lag Lag Lead Lead Lag Lead-Lag Optimize Recall Mode None C-Min None None C-Min None Maximum Split (s) 17 45 18 17 45 18 Maximum Split (%) 21.3% 56.3% 22.5% 21.3% 56.3% 22.5% Minimum Split(s) 11 11 11 11 11 11 Yellow Time(s) 4 4 4 4 4 4 All-Red Time(s) 1 1 1 1 1 1 ' Minimum Initial(s) 6 6 6 6 6 6 Vehicle Extension (s) 2 4 2 2 4 2 Minimum Gap(s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 2 37 19 37 54 19 End Time (s) 19 2 37 54 19 37 Yield/Force Off(s) 14 77 32 49 14 32 Yield/Force Off 170(s) 14 77 32 49 14 32 Local Start Time (s) 5 40 22 40 57 22 Local Yield (s) 17 0 35 52 17 35 Local Yield 170(s) 17 0 35 52 17 35 Intersection Summary ' Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 55 Offset: 77 (96%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 1: Ravenna Avenue& Route 107 1 o201 o4 45s � .. 7 1s 18s 1* 05t e6 r 08 17s 45s 18s ' V:\08571\Analysis\TIAS\Dec 2009 TIAS\B SAT.sy7 Synchro 6 Report GPI Page 3 Greenman - Pedersen, Inc. 2: Olde Village Drive & Route 107 2009 Existing ' Queues Weekday AM , Lane Group EBL EBR NBL NBT SBT Lane Group Flow(vph) 68 26 43 1262 900 v/c Ratio 0.27 0.10 0.24 0.46 0.47 Control Delay 23.0 10.6 26.1 3.2 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 23.0 10.6 26.1 3.2 6.9 Queue Length 50th(ft) 19 0 13 66 75 Queue Length 95th(ft) 38 12 38 97 112 Internal Link Dist (ft) 541 496 433 Turn Bay Length (ft) 130 Base Capacity(vph) 256 254 177 2765 2077 ' Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 , Reduced v/c Ratio 0.27 0.10 0.24 0.46 0.43 Intersection Summary V:\08571\Analysis\TIAS\EX AM.sy7 Synchro 6 Report , GPI Page 4 Greenman - Pedersen, Inc. 2: Olde Village Drive & Route 107 2009 Existing HCM Signalized Intersection Capacity Analysis weekday AM 1 --* ---* 1 t l Movement EBL EBR NBL NBT SBT SBR Lane Configurations if Vi Tt +T* Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1703 1538 1752 3343 3356 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1703 1538 1752 3343 3356 Volume (vph) 49 19 39 1136 816 30 Peak-hour factor, PHF 0.72 0.72 0.90 0.90 0.94 0.94 Adj. Flow(vph) 68 26 43 1262 868 32 RTOR Reduction (vph) 0 24 0 0 5 0 Lane Group Flow(vph) 68 2 43 1262 895 0 Heavy Vehicles (%) 6% 5% 3% 8% 7% 7% Turn Type custom Prot Protected Phases 1 1 5 56 6 Permitted Phases 1 Actuated Green, G (s) 3.0 3.0 4.3 30.6 22.3 Effective Green, g(s) 4.0 4.0 4.3 32.6 24.3 Actuated g/C Ratio 0.09 0.09 0.10 0.73 0.54 Clearance Time (s) 5.0 5.0 4.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 153 138 169 2444 1828 v/s Ratio Prot c0.04 0.00 0.02 c0.38 0.27 v/s Ratio Perm ' v/c Ratio 0.44 0.02 0.25 0.52 0.49 Uniform Delay, d1 19.2 18.5 18.7 2.6 6.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 ' Incremental Delay, d2 2.1 0.0 0.8 0.2 0.2 Delay(s) 21.3 18.6 19.5 2.8 6.5 Level of Service C B B A A Approach Delay(s) 20.5 3.3 6.5 Approach LOS C A A Intersection Summary HCM Average Control Delay 5.3 HCM Level of Service A HCM Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 44.6 Sum of lost time (s) 8.0 Intersection Capacity Utilization 43.1% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\EX AM.sy7 Synchro 6 Report GPI Page 5 Greenman- Pedersen, Inc. 2: Olde Village Drive & Route 107 2009 Existing Timing Report, Sorted By Phase Weekday AM , _t 44 1t Phase Number 1 5 6 Movement EBL NBTL NBSB Lead/Lag Lead Lag Lead-Lag Optimize , Recall Mode None Min Min Maximum Split(s) 11 8 33 Maximum Split(%) 21.2% 15.4% 63.5% Minimum Split (s) 11 8 33 ' Yellow Time (s) 4 3 4 All-Red Time (s) 1 1 2 Minimum Initial (s) 6 4 10 Vehicle Extension(s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce(s) 0 0 0 Time To Reduce (s) 0 0 0 Walk Time(s) Flash Dont Walk (s) Dual Entry Yes Yes Yes ' Inhibit Max Yes Yes Yes Start Time(s) 0 11 19 End Time (s) 11 19 0 ' Yield/Force Off(s) 6 15 46 Yield/Force Off 170(s) 6 15 46 Local Start Time (s) 6 17 25 Local Yield (s) 12 21 0 Local Yield 170(s) 12 21 0 Intersection Summary , Cycle Length 52 Control Type Actuated-Uncoordinated Natural Cycle 55 ' Splits and Phases: 2: Olde Village Drive & Route 107 01 ■ o5 1t 06 11 s 8s 33s V:\08571\Analysis\TIAS\EX AM.sy7 Synchro 6 Report ' GPI Page 2 Greenman- Pedersen, Inc. 2: Olde Village Drive & Route 107 2009 Existing Queues Weekday PM Lane Group EBL EBR NBL NBT SBT Lane Group Flow(vph) 110 18 44 1178 1256 v/c Ratio 0.47 0.08 0.15 0.42 0.67 Control Delay 30.3 12.4 22.6 3.2 11.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 30.3 12.4 22.6 3.2 11.7 Queue Length 50th (ft) 35 0 13 58 146 Queue Length 95th (ft) 64 12 37 83 204 Internal Link Dist(ft) 541 496 433 Turn Bay Length (ft) 130 Base Capacity(vph) 232 226 288 2781 1931 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.47 0.08 0.15 0.42 0.65 Intersection Summary I , V:\08571Wnalysis\TIAS\EX PM.sy7 Synchro 6 Report GPI Page 4 Greenman - Pedersen, Inc. 2: Olde Village Drive & Route 107 2009 Existing HCM Signalized Intersection Capacity Analysis Weekday PM ' -,.* --* 1 t 4 Movement EBL EBR NBL NBT SBT SBR , Lane Configurations ►� r +T +j, Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 ' Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 Fri: 1.00 0.85 1.00 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 ' Satd. Flow(prot) 1787 1615 1805 3539 3542 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1787 1615 1805 3539 3542 Volume (vph) 85 14 40 1072 1047 71 Peak-hour factor, PHF 0.77 0.77 0.91 0.91 0.89 0.89 Adj. Flow(vph) 110 18 44 1178 1176 80 RTOR Reduction (vph) 0 16 0 0 9 0 Lane Group Flow(vph) 110 2 44 1178 1247 0 Heavy Vehicles 1%) 1% 0% 0% 2% 1% 0% Turn Type custom Prot ' Protected Phases 1 1 5 56 6 Permitted Phases 1 Actuated Green, G (s) 4.4 4.4 8.3 37.4 25.1 Effective Green, g (s) 5.4 5.4 8.3 39.4 27.1 Actuated g/C Ratio 0.10 0.10 0.16 0.75 0.51 Clearance Time (s) 5.0 5.0 4.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 , Lane Grp Cap(vph) 183 165 284 2641 1818 v/s Ratio Prot c0.06 0.00 0.02 c0.33 c0.35 v/s Ratio Perm ' v/c Ratio 0.60 0.01 0.15 0.45 0.69 Uniform Delay, dl 22.7 21.3 19.2 2.5 9.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.5 0.0 0.3 0.1 1.1 , Delay(s) 28.1 21.3 19.5 2.7 10.7 Level of Service C C B A B Approach Delay(s) 27.2 3.3 10.7 ' Approach LOS C A B Intersection Summary HCM Average Control Delay 8.0 HCM Level of Service A , HCM Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 52.8 Sum of lost time (s) 12.0 Intersection Capacity Utilization 44.9% ICU Level of Service A ' Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\EX PM.sy7 Synchro 6 Report ' GPI Page 5 Greenman - Pedersen, Inc. 2: Olde Village Drive & Route 107 2009 Existing ' Timing Report, Sorted By Phase Weekday PM --4# 44 1t Phase Number 1 5 6 Movement EBL NBTL NBSB Lead/Lag Lead Lag ' Lead-Lag Optimize Recall Mode None Min Min Maximum Split(s) 11 12 33 Maximum Split(%) 19.6% 21.4% 58.9% ' Minimum Split(s) 11 12 33 Yellow Time (s) 4 3 4 All-Red Time(s) 1 1 2 Minimum Initial (s) 6 8 10 Vehicle Extension (s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 Time To Reduce (s) 0 0 0 Walk Time (s) Flash Dont Walk (s) ' Dual Entry Yes Yes Yes Inhibit Max Yes Yes Yes Start Time (s) 0 11 23 End Time (s) 11 23 0 Yield/Force Off(s) 6 19 50 Yield/Force Off 170(s) 6 19 50 ' Local Start Time (s) 6 17 29 Local Yield (s) 12 25 0 Local Yield 170(s) 12 25 0 Intersection Summary Cycle Length 56 Control Type Actuated-Uncoordinated Natural Cycle 60 Splits and Phases: 2: Olde Village Drive& Route 107? of `I o5 4 o6 11s 120.000M 12s 33s 1 V:\08571\Analysis\TIAS\EX PM.sy7 Synchro 6 Report GPI Page 2 Greenman - Pedersen, Inc. 2: Olde Village Drive & Route 107 2009 Existing Queues Saturday Midday I Lane Group EBL EBR NBL NBT SBT ' Lane Group Flow(vph) 111 10 45 1189 1193 v/c Ratio 0.44 0.04 0.31 0.47 0.62 Control Delay 26.9 12.6 28.9 4.1 9.4 , Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 26.9 12.6 28.9 4.1 9.4 Queue Length 50th (ft) 32 0 14 58 109 ' Queue Length 95th (ft) 56 8 38 83 158 Internal Link Dist (ft) 541 496 433 Turn Bay Length (ft) 130 Base Capacity(vph) 252 234 144 2543 1986 ' Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.44 0.04 0.31 0.47 0.60 Intersection Summary I V:\08571\Analysis\TIAS\EX SAT.sy7 Synchro 6 Report , GPI Page 4 Greenman- Pedersen, Inc. ' 2: Olde Village Drive & Route 107 2009 Existing HCM Signalized Intersection Capacity Analysis Saturday Midday ---* 1 1 t 4 . Movement EBL EBR NEIL NBT SBT SBR Lane Configurations I r I 4? 4A Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 ' Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 Fri 1.00 0.85 1.00 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 Said. Flow(prot) 1805 1615 1805 3574 3544 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Said. Flow(perm) 1805 1615 1805 3574 3544 Volume(vph) 80 7 40 1058 1053 69 Peak-hour factor, PHF 0.72 0.72 0.89 0.89 0.94 0.94 Adj. Flow(vph) 111 10 45 1189 1120 73 RTOR Reduction (vph) 0 9 0 0 10 0 Lane Group Flow(vph) 111 1 45 1189 1183 0 Heavy Vehicles (%) 0% 0% 0% 1% 1% 0% Turn Type custom Prot Protected Phases 1 1 5 56 6 Permitted Phases 1 Actuated Green, G (s) 6.0 6.0 4.0 33.3 25.3 ' Effective Green, g(s) 7.0 7.0 4.0 35.3 27.3 Actuated g/C Ratio 0.14 0.14 0.08 0.70 0.54 Clearance Time (s) 5.0 5.0 4.0 6.0 ' Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 251 225 144 2508 1923 v/s Ratio Prot c0.06 0.00 0.02 c0.33 c0.33 v/s Ratio Perm v/c Ratio 0.44 0.01 0.31 0.47 0.62 Uniform Delay, d1 19.9 18.7 21.9 3.4 7.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.2 0.0 1.2 0.1 0.6 Delay(s) 21.1 18.7 23.1 3.5 8.5 Level of Service C B C A A Approach Delay(s) 20.9 4.2 8.5 Approach LOS C A A Intersection Summary HCM Average Control Delay 7.0 HCM Level of Service A HCM Volume to Capacity ratio 0.59 Actuated Cycle Length(s) 50.3 Sum of lost time(s) 12.0 Intersection Capacity Utilization 44.9% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group ' V:\08571\Analysis\TIAS\EX SAT.sy7 Synchro 6 Report GPI Page 5 Greenman- Pedersen, Inc. 2: Olde Village Drive & Route 107 2009 Existing ' Timing Report, Sorted By Phase Saturday Midday , _t *t It Phase Number 1 5 6 , Movement EBL NBTL NBSB Lead/Lag Lead Lag Lead-Lag Optimize , Recall Mode Min Min Min Maximum Split(s) 11 8 33 Maximum Split(%) 21.2% 15.4% 63.5% ' Minimum Split(s) 11 8 33 Yellow Time(s) 4 3 4 All-Red Time(s) 1 1 2 Minimum Initial (s) 6 4 10 ' Vehicle Extension(s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 Time To Reduce (s) 0 0 0 Walk Time (s) , Flash Dont Walk (s) Dual Entry Yes Yes Yes , Inhibit Max Yes Yes Yes Start Time(s) 0 11 19 End Time (s) 11 19 0 ' Yield/Force Off(s) 6 15 46 Yield/Force Off 170(s) 6 15 46 Local Start Time (s) 6 17 25 , Local Yield (s) 12 21 0 Local Yield 170(s) 12 21 0 Intersection Summary ' Cycle Length 52 Control Type Actuated-Uncoordinated Natural Cycle 55 , Splits and Phases: 2: Olde Village Drive & Route 107� 01 V ®5 I It m6 , 11 s ', . 8 s MI33 s V:\08571\Analysis\TIAS\EX SAT.sy7 Synchro 6 Report ' GPI Page 2 Greenman- Pedersen, Inc. 2: Olde Village Drive & Route 107 2014 No-Build Queues Weekday AM ' Lane Group EBL EBR NBL NBT SBT Lane Group Flow(vph) 68 26 43 1364 979 v/c Ratio 0.37 0.07 0.25 0.49 0.43 Control Delay 38.1 8.7 37.3 3.1 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 38.1 8.7 37.3 3.2 2.5 Queue Length 50th (ft) 32 0 20 83 11 Queue Length 95th (ft) 53 11 m48 136 24 Internal Link Dist(ft) 541 496 433 Turn Bay Length (ft) 130 ' Base Capacity(vph) 362 547 372 2768 2251 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 175 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.19 0.05 0.12 0.53 0.43 Intersection Summary ' m Volume for 95th percentile queue is metered by upstream signal. V:\08571\Analysis\TIAS\NB AM.sy7 Synchro 6 Report GPI Page 4 Greenman- Pedersen, Inc. 2: Olde Village Drive & Route 107 2014 No-Build ' HCM Signalized Intersection Capacity Analysis Weekday AM ' --*" --v 4\ t 1 -' Movement EBL EBR NBL NBT SBT SBR ' Lane Configurations r ►� ft +11) Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 ' Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 1.00 Fit Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow(Prot) 1703 1538 1752 3343 3357 ' Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1703 1538 1752 3343 3357 Volume (vph) 49 19 39 1228 890 30 , Peak-hour factor, PHF 0.72 0.72 0.90 0.90 0.94 0.94 Adj. Flow(vph) 68 26 43 1364 947 32 RTOR Reduction (vph) 0 21 0 0 2 0 ' Lane Group Flow(vph) 68 5 43 1364 977 0 Heavy Vehicles (%) 6% 5% 3% 8% 7% 7% Turn Type pm+ov Prot ' Protected Phases 4 1 1 6 2 Permitted Phases 4 Actuated Green, G(s) 6.6 13.4 6.8 63.4 51.6 Effective Green, g(s) 7.6 15.4 7.8 64.4 52.6 ' Actuated g/C Ratio 0.09 0.19 0.10 0.81 0.66 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 , Lane Grp Cap(vph) 162 373 171 2691 2207 v/s Ratio Prot c0.04 0.00 0.02 c0.41 0.29 v/s Ratio Perm 0.00 , v/c Ratio 0.42 0.01 0.25 0.51 0.44 Uniform Delay, d1 34.1 26.1 33.4 2.6 6.6 Progression Factor 1.00 1.00 1.03 0.87 0.27 Incremental Delay, d2 0.6 0.0 0.3 0.6 0.6 , Delay(s) 34.8 26.2 34.5 2.9 2.4 Level of Service C C C A A Approach Delay(s) 32.4 3.8 2.4 , Approach LOS C A A Intersection Summary HCM Average Control Delay 4.3 HCM Level of Service A ' HCM Volume to Capacity ratio 0.50 Actuated Cycle Length(s) 80.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 45.6% ICU Level of Service A Analysis Period(min) 15 ' c Critical Lane Group V:\08571\Analysis\TIAS\NB AM.sy7 Synchro 6 Report , GPI Page 5 Greenman -Pedersen, Inc. 1 2: Olde Village Drive & Route 107 2014 No-Build 1 Timing Report, Sorted By Phase Weekday AM *k 4 -e t 1 Phase Number 1 2 4 6 Movement NBL SBT EBL NBT Lead/Lag Lead Lag 1 Lead-Lag Optimize Recall Mode Min C-Min None C-Min Maximum Split(s) 21 38 21 59 Maximum Split(%) 26.3% 47.5% 26.3% 73.8% 1 Minimum Split(s) 11 11 11 11 Yellow Time (s) 4 4 4 4 All-Red Time(s) 1 1 1 1 1 Minimum Initial(s) 6 6 6 6 Vehicle Extension(s) 2 2 2 2 Minimum Gap (s) 3 3 3 3 ' Time Before Reduce (s) 0 0 0 0 Time To Reduce (s) 0 0 0 0 Walk Time(s) Flash Dont Walk (s) 1 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time(s) 26 47 5 26 End Time (s) 47 5 26 5 Yield/Force Off(s) 42 0 21 0 Yield/Force Off 170(s) 42 0 21 0 1 Local Start Time (s) 26 47 5 26 Local Yield (s) 42 0 21 0 Local Yield 170(s) 42 0 21 0 l Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 45 1 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow, Master Intersection Splits and Phases: 2: Olde Village Drive & Route 107 ' *k at o2 -e o4 21s 38s 21s t es 5ss 1 1 1 1 V:\08571 VAnalysis\TIAS\NB AM.sy7 Synchro 6 Report GPI Page 2 Greenman - Pedersen, Inc. 1 2: Olde Village Drive & Route 107 2014 No-Build Queues Weekday PM ' Lane Group EBL EBR NBL NBT SBT ' Lane Group Flow(vph) 110 18 44 1320 1389 v/c Ratio 0.52 0.05 0.28 0.45 0.53 Control Delay 45.2 10.2 45.5 3.1 2.2 , Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 45.2 10.2 45.5 3.1 2.2 Queue Length 50th (ft) 60 0 24 81 7 , Queue Length 95th (ft) 90 12 m58 117 15 Internal Link Dist (ft) 541 496 433 Turn Bay Length (ft) 130 Base Capacity(vph) 397 524 321 2921 2628 , Starvation Cap Reductn 0 0 0 0 140 Spillback Cap Reductn 0 0 0 48 0 Storage Cap Reductn 0 0 0 0 0 , Reduced v/c Ratio 0.28 0.03 0.14 0.46 0.56 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ' 1 V:\08571\Analysis\TIAS\NB PM.sy7 Synchro 6 Report ' GPI Page 4 Greenman - Pedersen, Inc. ' 2: Olde Village Drive & Route 107 2014 No-Build HCM Signalized Intersection Capacity Analysis weekday PM 1 l l 1 1 l r ' Movement EBL EBR NBL NBT SBT SBR Lane Configurations Vi F Vii T+ +T* Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 ' Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1787 1615 1805 3539 3545 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1787 1615 1805 3539 3545 ' Volume(vph) 85 14 40 1201 1165 71 Peak-hour factor, PHF 0.77 0.77 0.91 0.91 0.89 0.89 Adj. Flow(vph) 110 18 44 1320 1309 80 ' RTOR Reduction (vph) 0 15 0 0 3 0 Lane Group Flow(vph) 110 3 44 1320 1386 0 Heavy Vehicles(%) 1% 0% 0% 2% 1% 0% Turn Type pm+ov Prot Protected Phases 4 1 1 6 2 Permitted Phases 4 Actuated Green, G (s) 8.5 13.1 4.6 71.5 61.9 Effective Green, g(s) 9.5 15.1 5.6 72.5 62.9 Actuated g/C Ratio 0.11 0.17 0.06 0.81 0.70 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 ' Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 189 343 112 2851 2478 v/s Ratio Prot c0.06 0.00 0.02 c0.37 c0.39 v/s Ratio Perm 0.00 ' v/c Ratio 0.58 0.01 0.39 0.46 0.56 Uniform Delay, d1 38.4 31.2 40.6 2.7 6.7 Progression Factor 1.00 1.00 1.09 0.81 0.20 ' Incremental Delay, d2 2.9 0.0 0.8 0.5 0.8 Delay(s) 41.3 31.2 45.0 2.7 2.1 Level of Service D C D A A Approach Delay(s) 39.9 4.1 2.1 Approach LOS D A A Intersection Summary HCM Average Control Delay 4.7 HCM Level of Service A HCM Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0 ' Intersection Capacity Utilization 46.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\NB PM.sy7 Synchro 6 Report GPI Page 5 Greenman- Pedersen, Inc. 2: Olde Village Drive & Route 107 2014 No-Build 1 Timing Report, Sorted By Phase Weekday PM 1 t 4 � t Phase Number 1 2 4 6 1 Movement NBL SBT EBL NBT Lead/Lag Lead Lag Lead-Lag Optimize 1 Recall Mode None C-Min None C-Min Maximum Split(s) 20 46 24 66 Maximum Split(%) 22.2% 51.1% 26.7% 73.3% 1 Minimum Split(s) 11 11 11 11 Yellow Time (s) 4 4 4 4 All-Red Time(s) 1 1 1 1 Minimum Initial (s) 6 6 6 6 1 Vehicle Extension (s) 2 2 2 2 Minimum Gap(s) 3 3 3 3 Time Before Reduce (s) 0 0 0 0 1 Time To Reduce (s) 0 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes 1 Inhibit Max Yes Yes Yes Yes Start Time(s) 29 49 5 29 End Time(s) 49 5 29 5 1 Yield/Force Off(s) 44 0 24 0 Yield/Force Off 170(s) 44 0 24 0 Local Start Time (s) 29 49 5 29 1 Local Yield (s) 44 0 24 0 Local Yield 170(s) 44 0 24 0 . Intersection Summary 1 Cycle Length 90 Control Type Actuated-Coordinated Natural Cycle 55 1 Offset: 0(0%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow, Master Intersection Splits and Phases: 2: Olde Village Drive & Route 107 e1 + 02 -e m4 1 20s R_%-_446 s 24s = t 06 1 66s 1 1 1 V:\08571\Analysis\TIAS\NB PM.sy7 Synchro 6 Report 1 GPI Page 2 Greenman- Pedersen, Inc. 1 I � 2: Olde Village Drive & Route 107 2014 No-Build Queues Saturday Midday ' Lane Group EBL EBR NBL NBT SBT Lane Group Flow(vph) 111 10 45 1311 1286 v/c Ratio 0.48 0.02 0.26 0.45 0.51 Control Delay 39.0 10.3 39.4 3.0 3.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 39.0 10.3 39.4 3.0 3.3 Queue Length 50th (ft) 53 0 23 74 95 ' Queue Length 95th (ft) 75 7 m51 119 32 Internal Link Dist (ft) 541 496 433 Turn Bay Length (ft) 130 Base Capacity(vph) 384 591 384 2896 2545 Starvation Cap Reductn 0 0 0 0 60 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.29 0.02 0.12 0.45 0.52 Intersection Summary ' m Volume for 95th percentile queue is metered by upstream signal. 1 1 ' V:\08571\Analysis\TIAS\NB SAT.sy7 Synchro 6 Report GPI Page 4 Greenman - Pedersen, Inc. 2: Olde Village Drive & Route 107 2014 No-Build HCM Signalized Intersection Capacity Analysis Saturday Midday ' -�* 7 1 t 1 Movement EBL EBR NEIL NBT SBT SBR ' Lane Configurations 10 1 +? 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 ' Frt 1.00 0.85 1.00 1.00 0.99 FIt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1805 1615 1805 3574 3546 Flt Permitted 0.95 1.00 0.95 1.00 1.00 , Satd. Flow(perm) 1805 1615 1805 3574 3546 Volume (vph) 80 7 40 1167 1140 69 ' Peak-hour factor, PHF 0.72 0.72 0.89 0.89 0.94 0.94 Adj. Flow(vph) 111 10 45 1311 1213 73 RTOR Reduction (vph) 0 8 0 0 3 0 , Lane Group Flow(vph) 111 2 45 1311 1283 0 Heavy Vehicles (%) 0% 0% 0% 1% 1% 0% Turn Type pm+ov Prot , Protected Phases 4 1 1 6 2 Permitted Phases 4 Actuated Green, G (s) 8.0 12.4 4.4 62.0 52.6 Effective Green, g (s) 9.0 14.4 5.4 63.0 53.6 ' Actuated g/C Ratio 0.11 0.18 0.07 0.79 0.67 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 ' Lane Grp Cap(vph) 203 371 122 2815 2376 v/s Ratio Prot c0.06 0.00 0.02 c0.37 c0.36 v/s Ratio Perm 0.00 ' v/c Ratio 0.55 0.00 0.37 0.47 0.54 Uniform Delay, d1 33.6 26.9 35.7 2.9 6.8 Progression Factor 1.00 1.00 1.09 0.76 0.33 Incremental Delay, d2 1.6 0.0 0.6 0.5 0.8 ' Delay(s) 35.2 26.9 39.4 2.7 3.1 Level of Service D C D A A Approach Delay(s) 34.5 3.9 3.1 ' Approach LOS C A A Intersection Summary HCM Average Control Delay 4.9 HCM Level of Service A ' HCM Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 45.4% ICU Level of Service A ' Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\NB SAT.sy7 Synchro 6 Report ' GPI Page 5 Greenman - Pedersen, Inc. 1 2: Olde Village Drive & Route 107 2014 No-Build 1 Timing Report, Sorted By Phase Saturday Midday t 1 � t 1 Phase Number 1 2 4 6 Movement NBL SBT EBL NBT Lead/Lag Lead Lag 1 Lead-Lag Optimize Recall Mode None C-Min None C-Min Maximum Split(s) 21 38 21 59 Maximum Split(%) 26.3% 47.5% 26.3% 73.8% 1 Minimum Split(s) 11 11 11 11 Yellow Time (s) 4 4 4 4 All-Red Time (s) 1 1 1 1 1 Minimum Initial (s) 6 6 6 6 Vehicle Extension (s) 2 2 2 2 Minimum Gap(s) 3 3 3 3 1 Time Before Reduce (s) 0 0 0 0 Time To Reduce (s) 0 0 0 0 Walk Time(s) Flash Dont Walk (s) 1 Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time(s) 26 47 5 26 1 End Time (s) 47 5 26 5 Yield/Force Off(s) 42 0 21 0 Yield/Force Off 170(s) 42 0 21 0 Local Start Time (s) 26 47 5 26 1 Local Yield (s) 42 0 21 0 Local Yield 170(s) 42 0 21 0 1 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 50 1 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow, Master Intersection Splits and Phases: 2: Olde Village Drive & Route 107 of 1 o2 -e o4 21S FUM030s 21s 1 t o6 �s 1 1 � i 1 V:\08571\Analysis\TIAS\NB SAT.sy7 Synchro 6 Report GPI Page 2 Greenman - Pedersen, Inc. 1 2: Olde Village Drive & Route 107 2014 Build ' Queues Weekday AM Lane Group EBL EBR NBL NBT SBT , Lane Group Flow(vph) 68 26 43 1382 1010 v/c Ratio 0.37 0.07 025 0.50 0.45 Control Delay 38.1 8.7 37.6 3.1 2.6 ' Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 38.1 8.7 37.6 3.1 2.6 Queue Length 50th (ft) 32 0 21 81 11 Queue Length 95th(ft) 53 11 m47 134 25 ' Internal Link Dist (ft) 541 496 433 Turn Bay Length (ft) 130 Base Capacity(vph) 362 547 372 2768 2252 , Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 167 0 Storage Cap Reductn 0 0 0 0 0 ' Reduced v/c Ratio 0.19 0.05 0.12 0.53 0.45 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ' 1 1 1 1 V:\08571\Analysis\TIAS\Superceded TIAS\B AM.sy7 Synchro 6 Report , GPI Page 4 Greenman- Pedersen, Inc. 1 2: Olde Village Drive & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Weekday AM 1 4% t 4 ' Movement EBL EBR NBL NBT SBT SBR Lane Configurations ►) r tT +1k Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1703 1538 1752 3343 3358 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1703 1538 1752 3343 3358 ' Volume(vph) 49 19 39 1244 919 30 Peak-hour factor, PHF 0.72 0.72 0.90 0.90 0.94 0.94 Adj. Flow(vph) 68 26 43 1382 978 32 ' RTOR Reduction (vph) 0 21 0 0 2 0 Lane Group Flow(vph) 68 5 43 1382 1008 0 Heavy Vehicles(%) 6% 5% 3% 8% 7% 7% Turn Type pm+ov Prot ' Protected Phases 4 1 1 6 2 Permitted Phases 4 Actuated Green, G (s) 6.6 13.4 6.8 63.4 51.6 ' Effective Green, g(s) 7.6 15.4 7.8 64.4 52.6 Actuated g/C Ratio 0.09 0.19 0.10 0.81 0.66 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 ' Lane Grp Cap(vph) 162 373 171 2691 2208 v/s Ratio Prot c0.04 0.00 0.02 c0.41 0.30 v/s Ratio Perm 0.00 v/c Ratio 0.42 0.01 0.25 0.51 0.46 Uniform Delay, d1 34.1 26.1 33.4 2.6 6.7 Progression Factor 1.00 1.00 1.03 0.83 0.28 ' Incremental Delay, d2 0.6 0.0 0.3 0.7 0.6 Delay(s) 34.8 26.2 34.8 2.8 2.5 Level of Service C C C A A Approach Delay(s) 32.4 3.8 2.5 ' Approach LOS C A A Intersection Summary ' HCM Average Control Delay 4.3 HCM Level of Service A HCM Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 46.1% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\Superseded TIAS\B AM.sy7 Synchro 6 Report GPI Page 5 Greenman - Pedersen, Inc. 2: Olde Village Drive & Route 107 2014 Build ' Timing Report, Sorted By Phase Weekday AM * 1 _�'# t Phase Number 1 2 4 6 ' Movement NBL SBT EBL NBT Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode Min C-Min None C-Min ' Maximum Split(s) 21 38 21 59 Maximum Split(%) 26.3% 47.5% 26.3% 73.8% Minimum Split(s) 11 11 11 11 ' Yellow Time (s) 4 4 4 4 All-Red Time (s) 1 1 1 1 Minimum Initial (s) 6 6 6 6 , Vehicle Extension (s) 2 2 2 2 Minimum Gap(s) 3 3 3 3 Time Before Reduce (s) 0 0 0 0 ' Time To Reduce (s) 0 0 0 0 Walk Time(s) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes ' Inhibit Max Yes Yes Yes Yes Start Time(s) 26 47 5 26 End Time (s) 47 5 26 5 , Yield/Force Off(s) 42 0 21 0 Yield/Force Off 170(s) 42 0 21 0 Local Start Time (s) 26 47 5 26 Local Yield (s) 42 0 21 0 ' Local Yield 170(s) 42 0 21 0 Intersection Summary Cycle Length 80 ' Control Type Actuated-Coordinated Natural Cycle 45 Offset: 0(0%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow, Master Intersection ' Splits and Phases: 2: Olde Village Drive & Route 107 } 01 + m2 S m4 ' 21 s 38 s 1M 21 s t m6 593 V:\08571\Analysis\TIAS\Superceded TIAS\B AM.sy7 Synchro 6 Report , GPI Page 6 Greenman - Pedersen, Inc. 1 2: Olde Village Drive & Route 107 2014 Build Queues Weekday PM Lane Group EBL EBR NBL NBT SBT Lane Group Flow(vph) 110 18 44 1443 1508 v/c Ratio 0.52 0.05 0.28 0.49 0.57 Control Delay 45.2 10.9 46.3 2.8 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 45.2 10.9 46.3 2.9 1.4 Queue Length 50th (ft) 60 0 25 71 8 Queue Length 95th (ft) 90 12 m54 110 16 Internal Link Dist (ft) 541 496 433 Turn Bay Length (ft) 130 Base Capacity(vph) 397 523 321 2921 2633 Starvation Cap Reductn 0 0 0 0 57 Spillback Cap Reductn 0 0 0 165 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.28 0.03 0.14 0.52 0.59 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. 1 1 1 V:\08571\Analysis\TIAS\Dec 2009 TIAS\B PM.sy7 Synchro 6 Report GPI Page 4 Greenman - Pedersen, Inc. 2: Olde Village Drive & Route 107 2014 Build ' HCM Signalized Intersection Capacity Analysis Weekday PM ---4' l 1 1 j r Movement EBL EBR NBL NBT SBT SBR ' Lane Configurations ►j i ft o Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1787 1615 1805 3539 3548 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Said. Flow(perm) 1787 1615 1805 3539 3548 Volume(vph) 85 14 40 1313 1271 71 Peak-hour factor, PHF 0.77 0.77 0.91 0.91 0.89 0.89 Adj. Flow(vph) 110 18 44 1443 1428 80 RTOR Reduction (vph) 0 14 0 0 2 0 Lane Group Flow(vph) 110 4 44 1443 1506 0 Heavy Vehicles (%) 1% 0% 0% 2% 1% 0% Turn Type pm+ov Prot Protected Phases 4 1 1 6 2 Permitted Phases 4 Actuated Green, G (s) 8.5 13.0 4.5 71.5 62.0 Effective Green, g(s) 9.5 15.0 5.5 72.5 63.0 , Actuated g/C Ratio 0.11 0.17 0.06 0.81 0.70 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 , Lane Grp Cap(vph) 189 341 110 2851 2484 v/s Ratio Prot c0.06 0.00 0.02 c0.41 c0.42 v/s Ratio Perm 0.00 v/c Ratio 0.58 0.01 0.40 0.51 0.61 ' Uniform Delay, d1 38.4 31.3 40.7 2.9 7.0 Progression Factor 1.00 1.00 1.11 0.68 0.07 Incremental Delay, d2 2.9 0.0 0.8 0.6 0.9 ' Delay(s) 41.3 31.3 45.9 2.5 1.5 Level of Service D C D A A Approach Delay(s) 39.9 3.8 1.5 Approach LOS D A A Intersection Summary HCM Average Control Delay 4.2 HCM Level of Service A HCM Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 49.1% ICU Level of Service A ' Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\Dec 2009 TIAS\B PM.sy7 Synchro 6 Report GPI Page 5 Greenman - Pedersen, Inc. 2: Olde Village Drive & Route 107 2014 Build Timing Report, Sorted By Phase Weekday PM * 1 -e t Phase Number 1 2 4 6 Movement NBL SBT EBL NBT Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None C-Min Maximum Split(s) 20 46 24 66 Maximum Split(%) 22.2% 51.1% 26.7% 73.3% Minimum Split(s) 11 11 11 11 Yellow Time (s) 4 4 4 4 All-Red Time (s) 1 1 1 1 Minimum Initial (s) 6 6 6 6 Vehicle Extension(s) 2 2 2 2 Minimum Gap(s) 3 3 3 3 Time Before Reduce (s) 0 0 0 0 Time To Reduce (s) 0 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time(s) 29 49 5 29 End Time (s) 49 5 29 5 Yield/Force Off(s) 44 0 24 0 Yield/Force Off 170(s) 44 0 24 0 Local Start Time (s) 29 49 5 29 Local Yield (s) 44 0 24 0 Local Yield 170(s) 44 0 24 0 Intersection Summary Cycle Length 90 Control Type Actuated-Coordinated Natural Cycle 60 r Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow, Master Intersection Splits and Phases: 2I: Olde Village Drive & Route 107 of 1 e2 -e e4 20s IR401111146 s 24s t e6 66S V:\08571\Analysis\TIAS\Dec 2009 TIAS\B PM.sy7 Synchro 6 Report GPI Page 6 Greenman - Pedersen, Inc. 2: Olde Village Drive & Route 107 2014 Build Queues Saturday Midday l l 4\ 1 l Lane Group EBL EBR NBL NBT SBT Lane Group Flow(vph) 111 10 45 1461 1444 v/c Ratio 0.48 0.02 0.26 0.50 0.57 Control Delay 39.0 10.3 41.5 2.7 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 39.0 10.3 41.5 2.8 3.6 Queue Length 50th (ft) 53 0 23 71 117 Queue Length 95th (ft) 75 7 m43 114 35 Internal Link Dist (ft) 541 496 433 Turn Bay Length (ft) 130 Base Capacity(vph) 384 591 384 2896 2549 Starvation Cap Reductn 0 0 0 0 8 Spillback Cap Reductn 0 0 0 146 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.29 0.02 0.12 0.53 0.57 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. r i V:\08571\Analysis\TIAS\Dec 2009 TIAS\B SAT.sy7 Synchro 6 Report (� GPI Page 4 Greenman - Pedersen, Inc. 2: Olde Village Drive & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Saturday Midday l 1 1 1 r Movement EBL EBR NBL NBT SBT SBR Lane Configurations ►) r ►j ++ 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 Frt 1.00 0.85 1.00 1.00 0.99 FIt Protected 0.95 1.00 0.95 1.00 1.00 Said. Flow(prot) 1805 1615 1805 3574 3549 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Said. Flow(perm) 1805 1615 1805 3574 3549 Volume (vph) 80 7 40 1300 1289 69 Peak-hour factor, PHF 0.72 0.72 0.89 0.89 0.94 0.94 Adj. Flow(vph) 111 10 45 1461 1371 73 RTOR Reduction(vph) 0 8 0 0 3 0 Lane Group Flow(vph) 111 2 45 1461 1441 0 Heavy Vehicles (%) 0% 0% 0% 1% 1% 0% Turn Type pm+ov Prot >� Protected Phases 4 1 1 6 2 Permitted Phases 4 Actuated Green, G (s) 8.0 12.4 4.4 62.0 52.6 Effective Green, g(s) 9.0 14.4 5.4 63.0 53.6 Actuated g/C Ratio 0.11 0.18 0.07 0.79 0.67 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 203 371 122 2815 2378 v/s Ratio Prot c0.06 0.00 0.02 c0.41 c0.41 v/s Ratio Perm 0.00 v/c Ratio 0.55 0.00 0.37 0.52 0.61 Uniform Delay, d1 33.6 26.9 35.7 3.1 7.3 Progression Factor 1.00 1.00 1.15 0.61 0.32 y Incremental Delay, d2 1.6 0.0 0.6 0.6 1.0 �■, Delay(s) 35.2 26.9 41.7 2.5 3.4 Level of Service D C D A A Approach Delay(s) 34.5 3.6 3.4 Approach LOS C A A Intersection Summary HCM Average Control Delay 4.7 HCM Level of Service A HCM Volume to Capacity ratio 0.60 Actuated Cycle Length(s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 49.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group V:\0857lkAnalysis\TIAS\Dec 2009 TIAS\B SAT.sy7 Synchro 6 Report GPI Page 5 Greenman - Pedersen, Inc. 2: Olde Village Drive & Route 107 2014 Build Timing Report, Sorted By Phase Saturday Midday 1 t Phase Number 1 2 4 6 Movement NBL SBT EBL NBT Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None C-Min Maximum Split(s) 21 38 21 59 Maximum Split(%) 26.3% 47.5% 26.3% 73.8% Minimum Split(s) 11 11 11 11 Yellow Time (s) 4 4 4 4 All-Red Time (s) 1 1 1 1 Minimum Initial (s) 6 6 6 6 Vehicle Extension(s) 2 2 2 2 Minimum Gap (s) 3 3 3 3 Time Before Reduce(s) 0 0 0 0 Time To Reduce (s) 0 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time(s) 26 47 5 26 End Time (s) 47 5 26 5 Yield/Force Off(s) 42 0 21 0 )' Yield/Force Off 170(s) 42 0 21 0 Local Start Time (s) 26 47 5 26 Local Yield (s) 42 0 21 0 Local Yield 170(s) 42 0 21 0 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 60 Offset: 0(0%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow, Master Intersection Splits and Phases: 2: Olde Village Drive& Route 107 mt � e2 � o4 21 s21 t m6 „- - - 59s h r V:\08571\Analysis\TIAS\Dec 2009 TIAS\B SAT.sy7 Synchro 6 Report GPI Page 6 Greenman - Pedersen, Inc. 3: Wal-Mart North Driveway & Route 107 2009 Existing HCM Unsignalized Intersection Capacity Analysis Weekday AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r do 0 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 0 0 0 0 0 27 0 1148 5 0 839 0 Peak Hour Factor 0.90 0.90 0.90 0.60 0.60 0.60 0.83 0.83 0.83 0.90 0.90 0.90 Hourly flow rate(vph) 0 0 0 0 0 45 0 1383 6 0 932 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 0 0 Upstream signal (ft) 295 576 pX, platoon unblocked 0.92 0.92 0.86 0.92 0.92 0.87 0.86 0.87 vC, conflicting volume 1669 2321 466 1852 2318 695 932 1389 vC1, stage 1 cont vol 932 932 1386 1386 vC2, stage 2 coni vol 737 1389 466 932 vCu, unblocked vol 1219 1928 208 1418 1925 501 752 1298 tC, single (s) 7.5 6.5 6.9 7.5 6.5 7.0 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.4 2.2 2.2 p0 queue free % 100 100 100 100 100 90 100 100 cM capacity(veh/h) 155 106 683 99 106 438 730 470 Direction, Lane# EB 1 W B 1 NB 1 NB 2 SB 1 SB 2 Volume Total 0 45 922 467 621 311 i�. Volume Left 0 0 0 0 0 0 Volume Right 0 45 0 6 0 0 cSH 1700 438 1700 1700 1700 1700 Volume to Capacity 0.00 0.10 0.54 0.27 0.37 0.18 Queue Length 95th(ft) 0 9 0 0 0 0 Control Delay(s) 0.0 14.2 0.0 0.0 0.0 0.0 Lane LOS A B Approach Delay(s) 0.0 14.2 0.0 0.0 Approach LOS A B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 41.9% ICU Level of Service A Analysis Period(min) 15 V:\08571\Analysis\TIAS\EX AM.sy7 Synchro 6 Report GPI Page 7 Greenman- Pedersen, Inc. r . 3: Wal-Mart North Driveway & Route 107 2009 Existing HCM Unsignalized Intersection Capacity Analysis Weekday PM { Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r if 0 0 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 0 0 33 0 1079 18 0 1095 1 Peak Hour Factor 0.90 0.90 0.90 0.64 0.64 0.64 0.96 0.96 0.96 0.90 0.90 0.90 Hourly flow rate (vph) 0 0 0 0 0 52 0 1124 19 0 1217 1 Pedestrians Width h ft O Lane - Walking Speed (fUs) Percent Blockage (� Right turn flare (veh) Median type Raised Raised Median storage veh) 0 0 Upstream signal (ft) 295 576 pX, platoon unblocked 0.78 0.78 0.73 0.78 0.78 0.90 0.73 0.90 vC, conflicting volume 1831 2360 609 1742 2351 571 1218 1143 vC1, stage 1 coni vol 1217 1217 1133 1133 vC2, stage 2 cont vol 614 1143 608 1218 vCu, unblocked vol 1387 2063 98 1274 2052 406 931 1044 IC, single (s) 7.5 6.5 6.9 7.5 6.5 7.0 4.1 4.1 IC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 100 100 90 100 100 cM capacity(veh/h) 118 103 686 138 104 530 535 604 Direction, Lane# EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 0 52 749 393 811 407 Volume Left 0 0 0 0 0 0 Volume Right 0 52 0 19 0 1 cSH 1700 530 1700 1700 1700 1700 Volume to Capacity 0.00 0.10 0.44 0.23 0.48 0.24 Queue Length 95th (ft) 0 8 0 0 0 0 Control Delay(s) 0.0 12.5 0.0 0.0 0.0 0.0 Lane LOS A B Approach Delay(s) 0.0 12.5 0.0 0.0 Approach LOS A B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 40.4% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\EX PM.sy7 Synchro 6 Report GPI Page 7 Greenman - Pedersen, Inc. f� 3: Wal-Mart North Driveway & Route 107 2009 Existing HCM Unsignalized Intersection Capacity Analysis Saturday Midday 4_ t �► 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r +T+ +T* Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 0 0 0 0 0 52 0 1046 6 0 1118 0 Peak Hour Factor 0.90 0.90 0.90 0.77 0.77 0.77 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 0 0 0. 68 0 1113 6 0 1189 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storag2veh) 0 0 Upstream signal (ft) 295 576 pX, platoon unblocked 0.82 0.82 0.77 0.82 0.82 0.90 0.77 0.90 vC, conflicting volume 1813 2309 595 1711 2305 560 1189 1119 vC1, stage 1 conf vol 1189 1189 1116 1116 vC2, stage 2 conf vol 624 1119 595 1189 vCu, unblocked vol 1390 1993 174 1266 1989 391 947 1016 IC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 IF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 100 100 100 100 100 88 100 100 cM capacity(veh/h) 119 108 646 141 109 549 555 618 Direction, Lane# EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 0 68 742 377 793 396 Volume Left 0 0 0 0 0 0 Volume Right 0 68 0 6 0 0 cSH 1700 549 1700 1700 1700 1700 Volume to Capacity 0.00 0.12 0.44 0.22 0.47 0.23 Queue Length 95th (ft) 0 10 0 0 0 0 Control Delay(s) 0.0 12.5 0.0 0.0 0.0 0.0 Lane LOS A B Approach Delay(s) 0.0 12.5 0.0 0.0 Approach LOS A B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 39.1% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\EX SAT.sy7 Synchro 6 Report GPI Page 7 Greenman- Pedersen, Inc. i 3: Wal-Mart North Driveway & Route 107 2014 No-Build HCM Unsignalized Intersection Capacity Analysis Weekday AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR \� Lane Configurations w" 0 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 0 0 40 0 1227 7 0 914 0 Peak Hour Factor 0.90 0.90 0.90 0.60 0.60 0.60 0.83 0.83 0.83 0.90 0.90 0.90 Hourly flow rate(vph) 0 0 0 0 0 67 0 1478 8 0 1016 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 0 0 Upstream signal (ft) 295 576 pX, platoon unblocked 0.93 0.93 0.87 0.93 0.93 0.88 0.87 0.88 vC, conflicting volume 1821 2502 508 1990 2498 743 1016 1487 vC1, stage 1 conf vol 1016 1016 1483 1483 vC2, stage 2 conf vol 806 1487 508 1016 vCu, unblocked vol 1406 2139 278 1588 2134 565 864 1414 tC, single(s) 7.5 6.5 6.9 7.5 6.5 7.0 4.1 4.1 tC, 2 stage(s) 6.5 5.5 6.5 5.5 IF (s) 3.5 4.0 3.3 3.5 4.0 3.4 2.2 2.2 p0 queue free % 100 100 100 100 100 83 100 100 cM capacity(veh/h) 125 91 623 84 92 399 671 428 Direction, Lane# EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 0 67 986 501 677 339 Volume Left 0 0 0 0 0 0 Volume Right 0 67 0 8 0 0 cSH 1700 399 1700 1700 1700 1700 Volume to Capacity 0.00 0.17 0.58 0.29 0.40 0.20 Queue Length 95th (ft) 0 15 0 0 0 0 Control Delay(s) 0.0 15.8 0.0 0.0 0.0 0.0 Lane LOS A C Approach Delay(s) 0.0 15.8 0.0 0.0 Approach LOS A C Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\NB AM.sy7 Synchro 6 Report GPI Page 7 Greenman - Pedersen, Inc. 3: Wal-Mart North Driveway & Route 107 2014 No-Build HCM Unsignalized Intersection Capacity Analysis Weekday PM --* -► > ir *-- k 4 t /P. ti 1 r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r 0 0 Sign Control Stop- Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 0 0 41 0 1200 24 0 1215 1 Peak Hour Factor 0.90 0.90 0.90 0.64 0.64 0.64 0.96 0.96 0.96 0.90 0.90 0.90 Hourly flow rate (vph) 0 0 0 0 0 64 0 1250 25 0 1350 1 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised p edian storage veh) 0 0 �I Upstream signal (ft) 295 576 , platoon unblocked 0.84 0.84 0.80 0.84 0.84 0.92 0.80 0.92 vC, conflicting volume 2040 2626 676 1938 2614 . 638 1351 1275 vC1, stage 1 conf vol 1351 1351 1262 1262 vC2, stage 2 conf vol 689 1275 675 1351 vCu, unblocked vol 1746 2441 346 1625 2427 512 1190 1208 tC, single (s) 7.5 6.5 6.9 7.5 6.5 7.0 4.1 4.1 1C, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 100 100 86 100 100 cM capacity(veh/h) 87 84 521 107 84 462 467 535 Direction, Lane# EB 1 W B 1 NB 1 NB 2 SB 1 SB 2 Volume Total n 64 833 442 900 451 Volume Left 0 0 0 0 0 0 Volume Right 0 64 0 25 0 1 cSH 1700 462 1700 1700 1700 1700 Volume to Capacity 0.00 0.14 0.49 0.26 0.53 0.27 Queue Length 95th (ft) 0 12 0 0 0 0 Control Delay(s) 0.0 14.0 0.0 0.0 0.0 0.0 ' Lane LOS A B Approach Delay(s) 0.0 14.0 0.0 0.0 Approach LOS A B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 43.9% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\NB PM.sy7 Synchro 6 Report GPI Page 7 Greenman - Pedersen, Inc. 3: Wal-Mart North Driveway & Route 107 2014 No-Build HCM Unsignalized Intersection Capacity Analysis Saturday Midday Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r 0 0 Sign Control Stop Stop Free Free - Grade 0% 0% 0% 0% Volume (veh/h) 0 0 0 0 0 60 0 1147 10 0 1207 0 Peak Hour Factor 0.90 0.90 0.90 0.77 0.77 0.77 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 0 0 0 78 0 1220 11 0 1284 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 0 0 Upstream signal (ft) 295 576 pX, platoon unblocked 0.87 0.87 0.81 0.87 0.87 0.88 0.81 0.88 vC, conflicting volume 1972 2515 642 1868 2510 615 1284 1231 vC1, stage 1 cont vol 1284 1284 1226 1226 vC2, stage 2 cont vol 688 1231 642 1284 vCu, unblocked vol 1547 2171 322 1427 2165 423 1115 1124 IC, single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 IF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 100 100 85 100 100 cM capacity(veh/h) 99 94 545 119 94 514 503 552 Direction, Lane# EB 1 W B 1 NB 1 NB 2 SB 1 SB 2 Volume Total 0 78 813 417 856 428 Volume Left 0 0 0 0 0 0 Volume Right 0 78 0 11 0 0 cSH 1700 514 1700 1700 1700 1700 Volume to Capacity 0.00 0.15 0.48 0.25 0.50 0.25 Queue Length 95th (ft) 0 13 0 0 0 0 �= Control Delay(s) 0.0 13.3 0.0 0.0 0.0 0.0 Lane LOS A B Approach Delay(s) 0.0 13.3 0.0 0.0 Approach LOS A B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 42.4% ICU Level of Service A Analysis Period (min) 15 T V:\08571\Analysis\TIAS\NB SAT.sy7 Synchro 6 Report GPI Page 7 Greenman - Pedersen, Inc. 3: Wal-Mart North Driveway & Route 107 2014 Build HCM Unsignalized Intersection Capacity Analysis Weekday AM --* _10. -V �+-- 4-- 4\ t P `► 1 -� Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r 0 0 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 0 0 13 0 0 40 0 1243 7 0 897 46 Peak Hour Factor 0.90 0.90 0.90 0.60 0.60 0.60 0.83 0.83 0.83 0.90 0.90 0.90 Hourly flow rate(vph) 0 0 14 0 0 67 0 1498 8 0 997 51 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 0 0 Upstream signal (ft) 295 576 pX, platoon unblocked 0.93 0.93 0.86 0.93 0.93 0.86 0.86 0.86 vC, conflicting volume 1838 2528 524 2015 2550 753 1048 1506 vC1, stage 1 conf vol 1022 1022 1502 1502 vC2, stage 2 conf vol 815 1506 513 1048 vCu, unblocked vol 1382 2127 282 1573 2150 555 892 1428 tC, single (s) 7.5 6.5 6.9 7.5 6.5 7.0 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 IF (s) 3.5 4.0 3.3 3.5 4.0 3.4 2.2 2.2 p0 queue free % 100 100 98 100 100 83 100 100 cM capacity(veh/h) 126 90 614 82 89 399 650 416 Direction, Lane# EB 1 W B 1 NB 1 NB 2 SB 1 SB 2 Volume Total 14 67 998 508 664 383 Volume Left 0 0 0 0 0 0 Volume Right 14 67 0 8 0 51 cSH 614 399 1700 1700 1700 1700 Volume to Capacity 0.02 0.17 0.59 0.30 0.39 0.23 Queue Length 95th(ft) 2 15 0 0 0 0 Control Delay(s) 11.0 15.8 0.0 0.0 0.0 0.0 Lane LOS B C Approach Delay(s) 11.0 15.8 0.0 0.0 Approach LOS B C Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 44.6% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\Superceded TIAS\B AM.sy7 Synchro 6 Report GPI Page 7 Greenman -Pedersen, Inc. 3: Wal-Mart North Driveway & Route 107 2014 Build. HCM Unsignalized Intersection Capacity Analysis Weekday PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r 0 +T* Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 0 0 75 0 0 41 0 1312 24 0 1211 111 Peak Hour Factor 0.90 0.90 0.90 0.64 0.64 0.64 0.96 0.96 0.96 0.90 0.90 0.90 Hourly flow rate(vph) 0 0 83 0 0 64 0 1367 25 0 1346 123 Pedestrians ' Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 0 0 Upstream signal (ft) 295 576 pX, platoon unblocked 0.83 0.83 0.77 0.83 0.83 0.88 0.77 0.88 vC, conflicting volume 2155 2799 734 2135 2848 696 1469 1392 vC1, stage 1 cont vol 1407 1407 1379 1379 vC2, stage 2 conf vol 747 1392 756 1469 vCu, unblocked vol 1749 2527 352 1726 2586 517 1308 1308 tC, single (s) 7.5 6.5 6.9 7.5 6.5 7.0 4.1 4.1 IC, 2 stage (s) 6.5 5.5 6.5 5.5 IF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 83 100 100 85 100 100 cM capacity(veh/h) 80 74 495 86 71 440 403 471 Direction, Lane# EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 83 64 911 481 897 572 Volume Left 0 0 0 0 0 0 Volume Right 83 64 0 25 0 123 cSH 495 440 1700 1700 1700 1700 Volume to Capacity 0.17 0.15 0.54 0.28 0.53 0.341 Queue Length 95th(ft) 15 13 0 0 0 0 Control Delay(s) 13.7 14.6 0.0 0.0 0.0 0.0 Lane LOS B B Approach Delay(s) 13.7 14.6 0.0 0.0 Approach LOS B B Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period(min) 15 V:\08571\AnalY sis\TIAS\Dec 2009 TIAS\B PM.sy7 Synchro 6 Report GPI Page 7 Greenman -Pedersen, Inc. 3: Wal-Mart North Driveway & Route 107 2014 Build HCM Unsignalized Intersection Capacity Analysis Saturday Midday --* _10. "t f- ~ 4N t /,. ti 1 -r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r +11 +T' Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 89 0 0 60 0 1280 10 0 1153 203 Peak Hour Factor 0.90 0.90 0.90 0.77 0.77 0.77 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 99 0 0 78 0 1362 11 0 1227 216 Pedestrians Lane Width(ft) Walking Speed (fUs) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 0 0 Upstream signal (ft) 295 576 pX, platoon unblocked 0.84 0.84 0.76 0.84 0.84 0.84 0.76 0.84 vC, conflicting volume 2093 2707 721 2079 2810 686 1443 1372 vC1, stage 1 cont vol 1335 1335 1367 1367 vC2, stage 2 coni vol 759 1372 712 1443 vCu, unblocked vol 1551 2279 327 1534 2400 441 1271 1255 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 IF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 81 100 100 84 100 100 cM capacity(veh/h) 92 82 511 92 75 480 415 473 Direction, Lane# EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 99 78 908 465 818 625 Volume Left 0 0 0 0 0 0 Volume Right 99 78 0 11 0 216 cSH 511 480 1700 1700 1700 1700 Volume to Capacity 0.19 0.16 0.53 0.27 0.48 0.37 Queue Length 95th (ft) 18 14 0 0 0 0 Control Delay(s) 13.7 13.9 0.0 0.0 0.0 0.0 Lane LOS B B Approach Delay(s) 13.7 13.9 0.0 0.0 Approach LOS B B Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\Dec 2009'TIAS\B SAT.sy7 Synchro 6 Report GPI Page 7 Greenman - Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2009 Existing Queues Weekday AM --* v 4N t 1 r Lane Group EBL EBR NBL NBT SBT SBR �. Lane Group Flow(vph) 56 8 62 1214 855 47 v/c Ratio 0.31 0.02 0.29 0.43 0.42 0.05 Control Delay 27.8 8.8 26.4 2.7 7.1 2.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.8 8.8 26.4 2.7 7.1 2.3 Queue Length 50th (ft) 18 0 20 60 80 0 Queue Length 95th (ft) 30 5 48 81 117 11 , Internal Link Dist (ft) 791 249 215 Turn Bay Length (ft) 215 130 Base Capacity(vph) 183 389 217 2852 2044 977 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.02 0.29 0.43 0.42 0.05 Intersection Summary 1 1 V:\08571\Nnalysis\TIAS\EX AM.sy7 Synchro 6 Report ■ GPI Page 8 !� Greenman- Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2009 Existing HCM Signalized Intersection Capacity Analysis Weekday AM l 1 `` t l Movement EBL EBR NBL NBT SBT SBR Lane Configurations r Vi ++ tt r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prof) 1570 1346 1703 3374 3374 1583 At Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1570 1346 1703 3374 3374 1583 Volume (vph) 33 5 54 1056 795 44 Peak-hour factor, PHF 0.59 0.59 0.87 0.87 0.93 0.93 Adj. Flow(vph) 56 8 62 1214 855 47 RTOR Reduction (vph) 0 6 0 0 0 20 Lane Group Flow(vph) 56 2 62 1214 855 27 Heavy Vehicles (%) 15% 20% 6% 7% 7% 2% Turn Type pt+ov Prot custom Protected Phases 1 1 5 5 56 6 6 Permitted Phases 6 Actuated Green, G (s) 2.8 13.5 5.1 41.0 30.3 30.3 Effective Green, g(s) 4.4 15.1 6.7 42.4 31.7 31.7 Actuated g/C Ratio 0.08 0.28 0.12 0.77 0.58 0.58 Clearance Time (s) 5.6 5.6 5.4 5.4 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 126 371 208 2611 1952 916 v/s Ratio Prot c0.04 0.00 0.04 c0.36 0.25 0.02 v/s Ratio Perm v/c Ratio 0.44 0.01 0.30 0.46 0.44 0.03 Uniform Delay, d1 24.0 14.4 21.9 2.2 6.5 5.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 0.0 0.8 0.1 0.2 0.0 Delay(s) 26.5 14.4 22.7 2.3 6.7 5.0 Level of Service C B C A A A ' Approach Delay(s) 25.0 3.3 6.6 Approach LOS C A A Intersection Summary HCM Average Control Delay 5.3 HCM Level of Service A HCM Volume to Capacity ratio 0.46 Actuated Cycle Length(s) 54.8 Sum of lost time (s) 8.0 Intersection Capacity Utilization 41.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\EX AM.sy7 Synchro 6 Report GPI Page 9 Greenman -Pedersen, Inc. I� 4: Main Wal-Mart Driveway & Route 107 2009 Existing Timing Report, Sorted By Phase Weekday AM lb, *t it Phase Number 1 5 6 Movement EBL NBTL NBSB Lead/Lag Lead Lag Lead-Lag Optimize ( Recall Mode None None Min , Maximum Split(s) 10.6 10.6 35.4 Maximum Split(%) 18.7% 18.7% 62.5% Minimum Split(s) 10.6 10.6 35.4 Yellow Time(s) 4 4 4 All-Red Time (s) 1.6 1.6 1.4 Minimum Initial(s) 4 4 30 Vehicle Extension (s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 Time To Reduce (s) 0 0 0 Walk Time(s) Flash Dont Walk (s) Dual Entry Yes Yes Yes Inhibit Max Yes Yes Yes Start Time(s) 0 10.6 21.2 End Time(s) 10.6 21.2 0 ' Yield/Force Off(s) 5 15.6 51.2 Yield/Force Off 170(s) 5 15.6 51.2 Local Start Time (s) 5.4 16 26.6 Local Yield (s) 10.4 21 0 Local Yield 170(s) 10.4 21 0 Intersection Summary Cycle Length 56.6 Control Type Actuated-Uncoordinated Natural Cycle 60 Splits and Phases: 4: Main Wal-Mart Driveway& Route 107 01 o5 it 06 10.6s WEN913111111111111110.6s 35.4s V:\08571\Analysis\TIAS\EX AM.sy7 Synchro 6 Report GPI Page 3 Greenman- Pedersen, Inc. i� 4: Main Wal-Mart Driveway & Route 107 2009 Existing Queues Weekday PM -.4 --t .4\ t 1 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow(vph) 93 43 104 965 1108 95 vlc Ratio 0.28 0.06 0.29 0.36 0.67 0.12 Control Delay 26.6 4.7 26.8 4.0 15.3 3.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.6 4.7 26.8 4.0 15.3 3.0 Queue Length 50th (ft) 33 0 38 66 172 0 Queue Length 95th (ft) 70 16 78 91 235 21 Internal Link Dist (ft) 791 249 215 Turn Bay Length (ft) 215 130 Base Capacity(vph) 332 664 360 2705 1771 847 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vlc Ratio 0.28 0.06 0.29 0.36 0.63 0.11 Intersection Summary V:\08571\Analysis\TIAS\EX PM.sy7 Synchro 6 Report GPI Page 8 Greenman - Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2009 Existing ' HCM Signalized Intersection Capacity Analysis Weekday PM -.-* --t -\ t 1 - Movement EBL EBR NBL NBT SBT SBR Lane Configurations ►1j r tt f+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 - Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Said. Flow(prat) 1805 1568 1770 3539 3539 1599 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Said. Flow(perm) 1805 1568 1770 3539 3539 1599 Volume(vph) 82 38 99 917 1008 86 Peak-hour factor, PHF 0.88 0.88 0.95 0.95 0.91 0.91 Adj. Flow(vph) 93 43 104 965 1108 95 RTOR Reduction (vph) 0 25 0 0 0 51 Lane Group Flow(vph) 93 18 104 965 1108 44 Heavy Vehicles (%) 0% 3% 2% 2% 2% 1% Turn Type pt+ov Prot custom Protected Phases 1 1 5 5 56 6 6 Permitted Phases 6 Actuated Green, G (s) 7.3 23.5 10.6 43.1 26.9 26.9 Effective Green, g (s) 8.9 25.1 12.2 44.5 28.3 28.3 Actuated g/C Ratio 0.14 0.41 0.20 0.72 0.46 0.46 Clearance Time (s) 5.6 5.6 5.4 5.4 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 262 641 352 2565 1631 737 v/s Ratio Prot c0.05 0.01 0.06 c0.27 c0.31 0.03 v/s Ratio Perm v/c Ratio 0.35 0.03 0.30 0.38 0.68 0.06 Uniform Delay, d1 23.7 10.9 20.9 3.2 13.0 9.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.0 0.5 0.1 1.1 0.0 Delay(s) 24.5 10.9 21.4 3.3 14.1 9.2 Level of Service C B C A B A Approach Delay(s) 20.2 5.1 13.7 Approach LOS C A B Intersection Summary HCM Average Control Delay 10.2 HCM Level of Service B HCM Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 61.4 Sum of lost time(s) 12.0 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group J V:\08571\Analysis\TIAS\EX PM.sy7 Synchro 6 Report GPI Page 9 Greenman- Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2009 Existing Timing Report, Sorted By Phase weekday PM _t I it Phase Number 1 5 6 Movement EBL NBTL NBSB Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None None Min Maximum Split(s) 15.6 15.6 35.4 Maximum Split(%) 23.4% 23.4% 53.2% -� Minimum Split(s) 15.6 15.6 35.4 Yellow Time(s) 4 4 4 All-Red Time (s) 1.6 1.6 1.4 Minimum Initial(s) 10 10 10 Vehicle Extension (s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 Time To Reduce (s) 0 0 0 Walk Time(s) Flash Dont Walk (s) Dual Entry Yes Yes Yes Inhibit Max Yes Yes Yes Start Time (s) 0 15.6 31.2 End Time(s) 15.6 31.2 0 Yield/Force Off(s) 10 25.6 61.2 Yield/Force Off 170(s) 10 25.6 61.2 Local Start Time (s) 5.4 21 36.6 ' Local Yield (s) 15.4 31 0 Local Yield 170(s) 15.4 31 0 Intersection Summary Cycle Length 66.6 Control Type Actuated-Uncoordinated Natural Cycle 70 Splits and Phases: 4:: Main Wal-Mart Driveway& Route 107 ?-t 01 7`I o5 it o6 15.6s ffillMM 15.6s IM09RIIIIIIII 35.4s J ; J V:\08571\Analysis\TIAS\EX PM.sy7 Synchro 6 Report GPI Page 3 Greenman- Pedersen, Inc. r 4: Main Wal-Mart Driveway & Route 107 2009 Existing Queues Saturday Midday l 1 4% t 1 r Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow(vph) 184 28 174 1026 1007 209 v/c Ratio 0.81 0.05 0.78 0.40 0.55 0.23 Control Delay 56.3 6.7 52.0 3.3 9.7 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.3 6.7 52.0 3.3 9.7 1.8 Queue Length 50th (ft) 63 0 59 45 98 0 , Queue Length 95th (ft) #159 14 #153 64 141 22 Internal Link Dist(ft) 791 249 215 Turn Bay Length (ft) 215 130 " Base Capacity(vph) 226 552 224 2626 1963 980 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.05 0.78 0.39 0.51 0.21 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. r V:\08571\Analysis\TIAS\EX SAT.sy7 Synchro 6 Report GPI Page 8 Greenman- Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2009 Existing HCM Signalized Intersection Capacity Analysis Saturday Midday --.* l 1 T l r Movement EBL EBR NBL NBT SBT SBR Lane Configurations if tt tt r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Said. Flow(prot) 1787 1615 1770 3539 3539 1599 Fit Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1787 1615 1770 3539 3539 1599 Volume(vph) 164 25 157 923 926 192 Peak-hour factor, PHF 0.89 0.89 0.90 0.90 0.92 0.92 Adj. Flow(vph) 184 28 174 1026 1007 209 RTOR Reduction (vph) 0 19 0 0 0 101 Lane Group Flow(vph) 184 9 174 1026 1007 108 Heavy Vehicles (%) 1% 0% 2% 2% 2% 1% Turn Type pt+ov Prot custom Protected Phases 1 1 5 5 56 6 6 Permitted Phases 6 Actuated Green, G (s) 4.1 14.8 4.1 36.5 25.8 25.8 Effective Green, g(s) 6.7 17.4 6.7 37.9 27.2 27.2 Actuated g/C Ratio 0.13 0.33 0.13 0.72 0.52 0.52 Clearance Time (s) 6.6 6.6 5.4 5.4 ' Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 228 534 225 2550 1830 827 v/s Ratio Prot c0.10 0.01 c0.10 0.29 c0.28 0.07 v/s Ratio Perm v/c Ratio 0.81 0.02 0.77 0.40 0.55 0.13 Uniform Delay, d1 22.3 11.8 22.2 2.9 8.6 6.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 18.5 0.0 15.2 0.1 0.4 0.1 Delay(s) 40.8 11.9 37.4 3.0 8.9 6.6 Level of Service D B D A A A Approach Delay(s) 37.0 8.0 8.5 Approach LOS D A A Intersection Summary HCM Average Control Delay 10.6 HCM Level of Service B HCM Volume to Capacity ratio 0.63 Actuated Cycle Length(s) 52.6 Sum of lost time(s) 12.0 1 Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group i V:\08571\Analysis\TIAS\EX SAT.sy7 Synchro 6 Report GPI Page 9 Greenman -Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2009 Existing Timing Report, Sorted By Phase Saturday Midday __t V it Phase Number 1 5 6 Movement EBL NBTL NBSB Lead/Lag Lead Lag n Lead-Lag Optimize Recall Mode None None Min Maximum Split(s) 10.6 10.6 35.4 Maximum Split(%) 18.7% 18.7% 62.5% Minimum Split(s) 10.6 10.6 35.4 Yellow Time (s) 4 4 4 All-Red Time (s) 2.6 2.6 1.4 Minimum Initial (s) 4 4 10 , Vehicle Extension (s) 3 3 3 Minimum Gap (s) 3 3 3 Time Before Reduce (s) 0 0 0 Time To Reduce (s) 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry Yes Yes Yes Inhibit Max Yes Yes Yes Start Time (s) 0 10.6 212 End Time (s) 10.6 21.2 0 ' Yield/Force Off(s) 4 14.6 51.2 Yield/Force Off 170(s) 4 14.6 51.2 Local Start Time (s) 5.4 16 26.6 Local Yield (s) 9.4 20 0 Local Yield 170(s) 9.4 20 0 Intersection Summary Cycle Length 56.6 Control Type Actuated-Uncoordinated Natural Cycle 60 Splits and Phases: 4: Main Wal-Mart Driveway& Route 107 W of "sY m5 it 06 10.6s I=-"y 10.6s it 35.4s w V:\08571\Analysis\TIAS\EX SAT.sy7 Synchro 6 Report GPI Page 3 Greenman - Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 No-Build Queues Weekday AM Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow(vph) 56 8 62 1305 935 47 v/c Ratio 0.34 0.02 0.34 0.46 0.38 0.03 Control Delay 38.5 11.4 37.8 3.2 2.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.5 11.4 37.8 3.2 2.0 0.0 Queue Length 50th (ft) 27 0 29 77 10 0 1 Queue Length 95th (ft) 38 5 61 125 25 m0 Internal Link Dist(ft) 791 249 215 Turn Bay Length (ft) 215 130 Base Capacity(vph) 334 463 362 2809 2466 1469 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.02 0.17 0.46 0.38 0.03 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. i 1 1 1 V:\08571\Analysis\TIAS\NB AM.sy7 Synchro 6 Report GPI Page 8 Greenman - Pedersen, Inc. r 4: Main Wal-Mart Driveway & Route 107 2014 No-Build HCM Signalized Intersection Capacity Analysis Weekday AM l 7 1 t l r Movement EBL EBR NBL NBT SET SBR Lane Configurations r +t ++ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 ■ Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 R■ Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 , Satd. Flow(prot) 1570 1346 1703 3374 3374 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1570 1346 1703 3374 3374 1583 Volume(vph) 33 5 54 1135 870 44 Peak-hour factor, PHF 0.59 0.59 0.87 0.87 0.93 0.93 Adj. Flow(vph) 56 8 62 1305 935 47 RTOR Reduction (vph) 0 6 0 0 0 11 Lane Group Flow(vph) 56 2 62 1305 935 36 Heavy Vehicles (%) 15% 20% 6% 7% 7% 2% Turn Type pt+ov Prot pm+ov Protected Phases 4 41 1 6 2 4 Permitted Phases 2 Actuated Green, G(s) 6.2 16.3 5.1 63.8 53.7 59.9 Effective Green, g (s) 7.2 17.3 6.1 64.8 54.7 61.9 Actuated g/C Ratio 0.09 0.22 0.08 0.81 0.68 0.77 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 141 291 130 2733 2307 1304 vis Ratio Prot c0.04 0.00 0.04 c0.39 0.28 0.00 v/s Ratio Perm 0.02 v/c Ratio 0.40 0.01 0.48 0.48 0.41 0.03 Uniform Delay, d1 34.4 24.6 35.4 2.4 5.5 2.1 Progression Factor 1.00 1.00 1.00 1.00 0.24 0.00 Incremental Delay, d2 0.7 0.0 1.0 0.6 0.5 0.0 Delay(s) 35.0 24.6 36.4 3.0 1.8 0.0 Level of Service D C D A A A Approach Delay(s) 33.7 4.5 1.7 Approach LOS C A A Intersection Summary HCM Average Control Delay 4.1 HCM Level of Service A HCM Volume to Capacity ratio 0.47 Actuated Cycle Length (s) 80.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 44.0% ICU Level of Service A , Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\NB AM.sy7 Synchro 6 Report GPI Page 9 Greenman - Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 No-Build Timing Report, Sorted By Phase Weekday AM t 4 2e t Phase Number 1 2 4 6 Movement NBL SBT EBL NBT Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None C-Min Maximum Split(s) 21 38 21 59 Maximum Split(%) 26.3% 47.5% 26.3% 73.8% Minimum Split(s) 11 11 11 11 Yellow Time (s) 4 4 4 4 All-Red Time(s) 1 1 1 1 Minimum Initial (s) 6 6 6 6 Vehicle Extension(s) 2 2 2 2 Minimum Gap (s) 2 2 2 2 Time Before Reduce (s) 0 0 0 0 Time To Reduce (s) 0 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 36 57 15 36 End Time (s) 57 15 36 15 Yield/Force Off(s) 52 10 31 10 Yield/Force Off 170(s) 52 10 31 10 Local Start Time (s) 26 47 5 26 Local Yield (s) 42 0 21 0 Local Yield 170(s) 42 0 21 0 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 40 Offset: 10(13%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 4: Main Wal-Mart Driveway& Route 107 01 o2 jr e4 21s 38s s t 06 59S V:\08571\Analysis\TIAS\NB AM.sy7 Synchro 6 Report GPI Page 3 Greenman -Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 No-Build Queues Weekday PM Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow(vph) 93 43 104 1093 1240 95 v/c Ratio 0.48 0.11 0.50 0.37 0.50 0.07 Control Delay 45.5 11.2 44.9 2.9 2.9 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.5 11.2 44.9 2.9 2.9 0.1 Queue Length 50th (ft) 51 5 56 66 24 0 Queue Length 95th(ft) 92 26 102 112 40 0 Internal Link Dist(ft) 791 249 215 Turn Bay Length (ft) 215 130 Base Capacity(vph) 401 513 315 2962 2475 1468 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.08 0.33 0.37 0.50 0.06 Intersection Summary 1 r, V:\08571\Analysis\TIAS\NB PM.sy7 Synchro 6 Report GPI Page 8 Greenman -Pedersen, Inc, 4: Main Wal-Mart Driveway & Route 107 2014 No-Build HCM Signalized Intersection Capacity Analysis Weekday PM --.* -v 4% t l Movement EBL EBR NBL NET SBT SBR Lane Configurations I r Vi ?T t? r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Sald. Flow(prot) 1805 1568 1770 3539 3539 1599 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1805 1568 1770 3539 3539 1599 Volume (vph) 82 38 99 1038 1128 86 Peak-hour factor, PHF 0.88 0.88 0.95 0.95 0.91 0.91 Adj. Flow(vph) 93 43 104 1093 1240 95 RTOR Reduction (vph) 0 23 0 0 0 23 Lane Group Flow(vph) 93 20 104 1093 1240 72 Heavy Vehicles(%) 0% 3% 2% 2% 2% 1% Turn Type pt+ov Prot pm+ov Protected Phases 4 41 1 6 2 4 Permitted Phases 2 Actuated Green, G (s) 7.5 20.9 8.4 72.5 59.1 66.6 -� Effective Green, g(s) 8.5 21.9 9.4 73.5 60.1 68.6 Actuated g/C Ratio 0.09 0.24 0.10 0.82 0.67 0.76 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 170 382 185 2890 2363 1290 v/s Ratio Prot c0.05 0.01 c0.06 0.31 c0.35 0.01 v/s Ratio Perm 0.04 v/c Ratio 0.55 0.05 0.56 0.38 0.52 0.06 Uniform Delay, d1 38.9 26.1 38.3 2.2 7.6 2.7 Progression Factor 1.00 1.00 1.00 1.00 0.25 0.04 Incremental Delay, d2 1.9 0.0 2.3 0.4 0.7 0.0 Delay(s) 40.8 26.1 40.7 2.6 2.6 0.1 Level of Service D C D A A A Approach Delay(s) 36.2 5.9 2.5 Approach LOS D A A Intersection Summary HCM Average Control Delay 5.7 HCM Level of Service A HCM Volume to Capacity ratio 0.53 Actuated Cycle Length(s) 90.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ' V:\08571\Analysis\TIAS\NB PM.sy7 Synchro 6 Report GPI Page 9 Greenman - Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 No-Build t Timing Report, Sorted By Phase Weekday PM *k 4 �# t Phase Number 1 2 4 6 Movement NBL SBT EBL NBT Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None C-Min Maximum Split(s) 20 46 24 66 Maximum Split(%) 22.2% 51.1% 26.7% 73.3% Minimum Split(s) 11 11 11 11 Yellow Time (s) 4 4 4 4 All-Red Time (s) 1 1 1 1 Minimum Initial(s) 6 6 6 6 Vehicle Extension(s) 2 2 2 2 Minimum Gap(s) 2 2 2 2 Time Before Reduce (s) 0 0 0 0 Time To Reduce (s) 0 0 0 0 Walk Time(s) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time(s) 36 56 12 36 End Time (s) 56 12 36 12 Yield/Force Off(s) 51 7 31 7 Yield/Force Off 170(s) 51 7 31 7 Local Start Time (s) 29 49 5 29 Local Yield (s) 44 0 24 0 Local Yield 170(s) 44 0 24 0 Intersection Summary Cycle Length 90 Control Type Actuated-Coordinated Natural Cycle 50 Offset: 7 (8%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 4: Main Wal-Mart Driveway& Route 107 e1 4 o2 e4 20s 46s 24s ` : t 66s r V:\08571\Analysis\TIAS\NB PM.sy7 Synchro 6 Report GPI Page 3 Greenman- Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 No-Build Queues Saturday Midday Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow(vph) 184 28 174 1141 1103 209 v/c Ratio 0.64 0.05 0.62 0.44 0.59 0.17 Control Delay 41.1 5.0 40.5 5.0 7.6 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.1 5.0 40.5 5.0 7.6 0.6 Queue Length 50th (ft) 87 0 82 93 42 0 Queue Length 95th (ft) 141 13 136 154 128 0 Internal Link Dist (ft) 791 249 215 Turn Bay Length (ft) 215 130 Base Capacity(vph) 380 691 376 2614 1873 1310 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.04 0.46 0.44 0.59 0.16 Intersection Summary V:\08571\Analysis\TIAS\NB SAT.sy7 Synchro 6 Report GPI Page 8 Greenman - Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 No-Build ' HCM Signalized Intersection Capacity Analysis Saturday Midday X 1 1 1 j J Movement EBL EBR NEIL NBT SBT SBR �, Lane Configurations ►� t+ ►j ++ ++ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Fri 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Said. Flow(prot) 1787 1615 1770 3539 3539 1599 Fit Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Said. Flow(perm) 1787 1615 1770 3539 3539 1599 Volume (vph) 164 25 157 1027 1015 192 Peak-hour factor, PHF 0.89 0.89 0.90 0.90 0.92 0.92 Adj. Flow(vph) 184 28 174 1141 1103 209 RTOR Reduction (vph) 0 18 0 0 0 65 Lane Group Flow(vph) 184 10 174 1141 1103 144 Heavy Vehicles (%) 1% 0% 2% 2% 2% 1% Turn Type pt+ov Prot pm+ov Protected Phases 4 41 1 6 2 4 Permitted Phases 2 Actuated Green, G (s) 11.9 28.6 11.7 58.1 41.4 53.3 Effective Green, g(s) 12.9 29.6 12.7 59.1 42.4 55.3 Actuated g/C Ratio 0.16 0.37 0.16 0.74 0.53 0.69 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 288 598 281 2614 1876 1185 v/s Ratio Prot c0.10 0.01 c0.10 0.32 c0.31 0.02 v/s Ratio Perm 0.07 , v/c Ratio 0.64 0.02 0.62 0.44 0.59 0.12 Uniform Delay, d1 31.4 16.0 31.4 4.0 12.8 4.2 Progression Factor 1.00 1.00 1.00 1.00 0.44 0.56 Incremental Delay, d2 3.4 0.0 2.8 0.5 1.2 0.0 Delay(s) 34.8 16.0 34.2 4.6 6.9 2.4 Level of Service C B C A A A Approach Delay(s) 32.3 8.5 6.1 Approach LOS C A A Intersection Summary HCM Average Control Delay 9.2 HCM Level of Service A HCM Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 80.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 55.8% ICU Level of Service B ' Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\NB SAT.sy7 Synchro 6 Report GPI Page 9 Greenman - Pedersen, Inc. 1 4: Main Wal-Mart Driveway & Route 107 2014 No-Build Timing Report, Sorted By Phase Saturday Midday 4 le t Phase Number 1 2 4 6 Movement NBL SBT EBL NBT Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None C-Min Maximum Split(s) 21 38 21 59 Maximum Split(%) 26.3% 47.5% 26.3% 73.8% Minimum Split(s) 11 11 11 11 Yellow Time(s) 4 4 4 4 All-Red Time (s) 1 1 1 1 Minimum Initial (s) 6 6 6 6 Vehicle Extension (s) 2 2 2 2 Minimum Gap(s) 2 2 2 2 Time Before Reduce (s) 0 0 0 0 Time To Reduce (s) 0 0 0 0 Walk Time(s) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 36 57 15 36 End Time (s) 57 15 36 15 Yield/Force Off(s) 52 10 31 10 Yield/Force Off 170(s) 52 10 31 10 Local Start Time (s) 26 47 5 26 Local Yield (s) 42 0 21 0 Local Yield 170(s) 42 0 21 0 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 45 Offset: 10 (13%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 4: Main Wal-Mart Driveway& Route 107 *k 01 4 o2 �.!� L o4 21s 38s 21s t 06 5ss 1 V:\08571\Analysis\TIAS\NB SAT.sy7 Synchro 6 Report GPI Page 3 Greenman - Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build ' Queues Weekday AM X 1 1 T l J Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow(vph) 97 61 103 1295 938 41 v/c Ratio 0.49 0.15 0.48 0.47 0.42 0.03 Control Delay 40.1 6.3 39.2 4.0 2.9 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.1 6.3 39.2 4.0 2.9 0.1 Queue Length 50th (ft) 46 1 49 90 14 1 Queue Length 95th (ft) 55 9 88 154 28 m0 Internal Link Dist (ft) 791 249 215 Turn Bay Length (ft) 215 130 Base Capacity(vph) 334 520 362 2735 2230 1384 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.12 0.28 0.47 0.42 0.03 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. i V:\08571\Analysis\TIAS\Superceded TIAS\B AM.sy7 Synchro 6 Report GPI Page 8 Greenman- Pedersen, Inc. 1 4: Main Wal-Mart Driveway & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Weekday AM 1 --* l `N 1 1 r Movement EBL EBR NBL NBT SBT SBR Lane Configurations ►) r T+ +f r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1570 1346 1703 3374 3374 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1570 1346 1703 3374 3374 1583 Volume (vph) 57 36 90 1127 872 38 Peak-hour factor, PHF 0.59 0.59 0.87 0.87 0.93 0.93 Adj. Flow(vph) 97 61 103 1295 938 41 RTOR Reduction (vph) 0 41 0 0 0 11 Lane Group Flow(vph) 97 20 103 1295 938 30 Heavy Vehicles(%) 15% 20% 6% 7% 7% 2% Turn Type pt+ov Prot pm+ov Protected Phases 4 41 1 6 2 4 Permitted Phases 2 Actuated Green, G (s) 8.0 21.0 8.0 62.0 49.0 57.0 Effective Green, g (s) 9.0 22.0 9.0 63.0 50.0 59.0 Actuated g/C Ratio 0.11 0.28 0.11 0.79 0.62 0.74 Clearance Time (s)' 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 177 370 192 2657 2109 1247 v/s Ratio Prot c0.06 0.01 0.06 c0.38 0.28 0.00 v/s Ratio Perm 0.02 v/c Ratio 0.55 0.05 0.54 0.49 0.44 0.02 Uniform Delay, d1 33.6 21.3 33.5 2.9 7.8 2.8 Progression Factor 1.00 1.00 1.00 1.00 0.25 0.06 Incremental Delay, d2 1.9 0.0 1.4 0.6 0.6 0.0 Delay(s) 35.4 21.4 35.0 3.6 2.6 0.2 Level of Service D C C A A A Approach Delay(s) 30.0 5.9 2.5 Approach LOS C A A Intersection Summary HCM Average Control Delay 6.1 HCM Level of Service A HCM Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 80.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 44.1% ICU Level of Service A ' Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\Superceded TIAS\B AM.sy7 Synchro 6 Report GPI Page 9 Greenman - Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build ' Timing Report, Sorted By Phase Weekday AM 4 itI* Phase Number 1 2 4 6 Movement NBL SBT EBL NBT Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None C-Min Maximum Split (s) 21 38 21 59 Maximum Split (%) 26.3% 47.5% 26.3% 73.8% Minimum Split(s) 11 11 11 11 Yellow Time (s) 4 4 4 4 All-Red Time (s) 1 1 1 1 Minimum Initial (s) 6 6 6 6 Vehicle Extension (s) 2 2 2 2 Minimum Gap (s) 2 2 2 2 Time Before Reduce (s) 0 0 0 0 Time To Reduce (s) 0 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 36 57 15 36 End Time (s) 57 15 36 15 ' Yield/Force Off(s) 52 10 31 10 Yield/Force Off 170(s) 52 10 31 10 Local Start Time (s) 26 47 5 26 Local Yield (s) 42 0 21 0 Local Yield 170(s) 42 0 21 0 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 40 Offset: 10 (13%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 4: Main Wal-Mart Driveway& Route 107 .!� 01 4 o2 'S o4 21 s 38 sa 21 s t 06 5s: V:N08571\Analysis\TIAS\Superceded TIAS\B AM.sy7 Synchro 6 Report , GPI Page 10 Greenman- Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build Queues Weekday PM ' l 7 .4\ 1 j r Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow(vph) 261 217 255 1055 1279 133 v/c Ratio 0.77 0.33 0.80 0.41 0.73 0.11 Control Delay 49.3 16.2 55.5 5.9 12.4 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.3 16.2 55.5 5.9 12.4 0.4 Queue Length 50th (ft) 140 64 133 109 321 3 Queue Length 95th (ft) 213 114 #265 156 85 0 Internal Link Dist (ft) 791 249 215 Turn Bay Length (ft) 215 130 Base Capacity(vph) 405 669 332 2563 1783 1257 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.32 0.77 0.41 0.72 0.11 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. i 1 1 ' V:\08571\Analysis\TIAS\Dec 2009 TIAS\B PM.sy7 Synchro 6 Report GPI Page 8 Greenman- Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Weekday PM --* -V 4N t 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r tt tt r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1805 1568 1770 3539 3539 1599 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1805 1568 1770 3539 3539 1599 Volume (vph) 230 191 242 1002 1164 121 Peak-hour factor, PHF 0.88 0.88 0.95 0.95 0.91 0.91 Adj. Flow(vph) 261 217 255 1055 1279 133 RTOR Reduction (vph) 0 16 0 0 0 42 Lane Group Flow(vph) 261 201 255 1055 1279 91 Heavy Vehicles (%) 0% 3% 2% 2% 2% 1% Turn Type pt+ov Prot pm+ov Protected Phases 4 41 1 6 2 4 Permitted Phases 2 Actuated Green, G (s) 16.0 36.2 15.2 64.0 43.8 59.8 Effective Green, g (s) 17.0 37.2 16.2 65.0 44.8 61.8 ' Actuated g/C Ratio 0.19 0.41 0.18 0.72 0.50 0.69 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 341 648 319 2556 1762 1169 v/s Ratio Prot c0.14 0.13 c0.14 0.30 c0.36 0.01 v/s Ratio Perm 0.04 v/c Ratio 0.77 0.31 0.80 0.41 0.73 0.08 , Uniform Delay, d1 34.6 17.8 35.3 4.9 17.8 4.7 Progression Factor 1.00 1.00 1.00 1.00 0.53 0.35 Incremental Delay, d2 8.9 0.1 12.3 0.5 2.3 0.0 Delay(s) 43.5 17.9 47.6 5.4 11.7 1.6 Level of Service D B D A B A Approach Delay(s) 31.9 13.7 10.8 Approach LOS C B B Intersection Summary HCM Average Control Delay 15.1 HCM Level of Service B HCM Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 90.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group V:\08571Vanalysis\TIAS\Dec 2009 TIAS\B PM.sy7 Synchro 6 Report ' GPI Page 9 Greenman- Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build Timing Report, Sorted By Phase Weekday PM t 4 it t Phase Number 1 2 4 6 Movement NBL SBT EBL NBT Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None C-Min Maximum Split(s) 20 46 24 66 Maximum Split 1%) 22.2% 51.1% 26.7% 73.3% Minimum Split(s) 11 11 11 11 Yellow Time (s) 4 4 4 4 All-Red Time(s) 1 1 1 1 Minimum Initial (s) 6 6 6 6 , Vehicle Extension(s) 2 2 2 2 Minimum Gap(s) 2 2 2 2 Time Before Reduce (s) 0 0 0 0 Time To Reduce (s) 0 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time (s) 36 56 12 36 End Time (s) 56 12 36 12 Yield/Force Off(s) 51 7 31 7 Yield/Force Off 170(s) 51 7 31 7 Local Start Time (s) 29 49 5 29 Local Yield (s) 44 0 24 0 Local Yield 170(s) 44 0 24 0 Intersection Summary ' Cycle Length 90 Control Type Actuated-Coordinated Natural Cycle 60 Offset: 7 (8%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 4: Main Wal-Mart Driveway& Route 107 .1► e1 4 o2 'L o4 20s46s 24s t ffis N UE1 t 1 ' V:\08571\Analysis\TIAS\Dec 2009 TIAS\B PM.sy7 Synchro 6 Report GPI Page 10 Greenman - Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build Queues Saturday Midday l 4\ 1 j J Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow(vph) 387 262 391 1089 1148 202 v/c Ratio 0.83 0.30 1.01 0.48 0.88 0.18 Control Delay 48.1 11.5 81.3 8.0 22.4 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.1 11.5 81.3 8.0 22.4 2.0 Queue Length 50th (ft) 183 61 -214 131 272 25 Queue Length 95th (ft) #368 119 #380 144 145 0 Internal Link Dist (ft) 791 249 215 Turn Bay Length (ft) 215 130 Base Capacity(vph) 464 868 389 2433 1504 1118 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.83 0.30 1.01 0.45 0.76 0.18 Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 1 1 V:\08571\Analysis\TIAS\Dec 2009 TIAS\B SAT.sy7 Synchro 6 Report , GPI Page 8 Greenman -Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Saturday Midday -,* l 1 t l r Movement EBL EBR NBL NBT SBT SBR Lane Configurations I r tT Tt r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Fit Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1787 1615 1770 3539 3539 1599 Fit Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1787 1615 1770 3539 3539 1599 Volume (vph) 344 233 352 980 1056 186 Peak-hour factor, PHF 0.89 0.89 0.90 0.90 0.92 0.92 Adj. Flow(vph) 387 262 391 1089 1148 202 RTOR Reduction(vph) 0 13 0 0 0 35 1 Lane Group Flow(vph) 387 249 391 1089 1148 167 Heavy Vehicles (%) 1% 0% 2% 2% 2% 1% Turn Type pt+ov Prot pm+ov Protected Phases 4 41 1 6 2 4 Permitted Phases 2 Actuated Green, G (s) 19.8 41.4 16.6 50.2 28.6 48.4 Effective Green, g(s) 20.8 42.4 17.6 51.2 29.6 50.4 Actuated g/C Ratio 0.26 0.53 0.22 0.64 0.37 0.63 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 465 856 389 2265 1309 1087 v/s Ratio Prot c0.22 0.15 c0.22 0.31 c0.32 0.04 v/s Ratio Perm 0.06 1 v/c Ratio 0.83 0.29 1.01 0.48 0.88 0.15 Uniform Delay, d1 28.0 10.4 31.2 7.5 23.5 6.1 Progression Factor 1.00 1.00 1.00 1.00 0.64 0.71 Incremental Delay, d2 11.6 0.1 46.9 0.7 7.6 0.0 Delay(s) 39.5 10.5 78.1 8.2 22.8 4.3 Level of Service D B E A C A Approach Delay(s) 27.8 26.7 20.0 Approach LOS C C B Intersection Summary HCM Average Control Delay 24.3 HCM Level of Service C HCM Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 80.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 77.8% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group ' V:\08571\Analysis\TIAS\Dec 2009 TIAS\B SAT.sy7 Synchro 6 Report GPI Page 9 Greenman - Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build Timing Report, Sorted By Phase Saturday Midday t 4 t Phase Number 1 2 4 6 Movement NBL SBT EBL NBT Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None C-Min Maximum Split(s) 21 38 21 59 Maximum Split(%) 26.3% 47.5% 26.3% 73.8% Minimum Split(s) 11 11 11 11 , Yellow Time (s) 4 4 4 4 All-Red Time (s) 1 1 1 1 Minimum Initial (s) 6 6 6 6 Vehicle Extension (s) 2 2 2 2 Minimum Gap(s) 2 2 2 2 Time Before Reduce (s) 0 0 0 0 Time To Reduce (s) 0 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time(s) 36 57 15 36 End Time(s) 57 15 36 15 Yield/Force Off(s) 52 10 31 10 Yield/Force Off 170(s) 52 10 31 10 Local Start Time (s) 26 47 5 26 Local Yield (s) 42 0 21 0 Local Yield 170(s) 42 0 21 0 Intersection Summary Cycle Length 80 , Control Type Actuated-Coordinated Natural Cycle 80 Offset: 10 (13%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 4: Main Wal-Mart Driveway& Route 107 t et 4 e2 'S.!, m4 21 s 38 s 21 s t o6 V:\08571\Analysis\TIAS\Dec 2009 TIAS\B SAT.sy7 Synchro 6 Report , GPI Page 10 Greenman- Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build Mitigated Queues Weekday AM 'A --v 4N t ti j 4/ Lane Group EBL EBT EBR WBT NBL NBT SBL SBT SBR Lane Group Flow(vph) 49 50 61 3 103 1295 11 927 41 v/c Ratio 0.31 0.31 0.31 0.02 0.32 0.49 0.07 0.40 0.03 Control Delay 37.9 37.9 13.7 31.3 36.4 6.7 21.4 2.9 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.9 37.9 13.7 31.3 36.4 6.7 21.4 2.9 0.1 Queue Length 50th (ft) 24 25 0 1 25 76 5 6 0 Queue Length 95th (ft) 35 36 12 9 46 315 m12 38 m0 Internal Link Dist (ft) 791 622 381 544 Turn Bay Length (ft) 150 120 315 275 275 Base Capacity(vph) 224 226 254 141 337 2639 148 2321 1349 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.22 0.24 0.02 0.31 0.49 0.07 0.40 0.03 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT AM.sy7 Synchro 6 Report GPI Page 1 Greenman- Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build Mitigated HCM Signalized Intersection Capacity Analysis Weekday AM --* -► ';l, fe k- 4Nt /,. ti 1 4/� Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR , Lane Configurations ►) Ej r 4+ 1 ) 4A � ?? Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.95 1.00 1.00 0.97 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.85 0.95 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 0.98 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1491 1504 1346 1750 3303 3373 1770 3374 1583 Flt Permitted 0.95 0.95 1.00 0.98 0.95 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1491 1504 1346 1750 3303 3373 1770 3374 1583 Volume (vph) 57 1 36 1 1 1 90 1125 2 10 862 38 Peak-hour factor, PHF 0.59 0.59 0.59 0.92 0.92 0.92 0.87 0.87 0.87 0.93 0.93 0.93 Adj. Flow(vph) 97 2 61 1 1 1 103 1293 2 11 927 41 RTOR Reduction (vph) 0 0 56 0 1 0 0 0 0 0 0 13 ' Lane Group Flow(vph) 49 50 5 0 2 0 103 1295 0 11 927 28 Heavy Vehicles (%) 15% 2% 20% 2% 2% 2% 6% 7% 2% 2% 7% 2% Turn Type Split Perm Split Prot Prot pm+ov Protected Phases 4 4 8 8 1 6 5 2 4 Permitted Phases 4 2 Actuated Green, G (s) 6.2 6.2 6.2 1.0 5.5 51.8 1.0 47.3 53.5 Effective Green, g(s) 7.2 7.2 7.2 2.0 6.5 52.8 2.0 48.3 55.5 Actuated g/C Ratio 0.09 0.09 0.09 0.02 0.08 0.66 0.02 0.60 0.69 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 3.0 2.0 2.0 3.0 2.0 2.0 Lane Grp Cap(vph) 134 135 121 44 268 2226 44 2037 1177 v/s Ratio Prot 0.03 c0.03 c0.00 0.03 c0.38 0.01 c0.27 0.00 v/s Ratio Perm 0.00 0.02 ' v/c Ratio 0.37 0.37 0.05 0.05 0.38 0.58 0.25 0.46 0.02 Uniform Delay, d1 34.3 34.3 33.3 38.1 34.9 7.5 38.3 8.7 3.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.60 0.29 0.01 Incremental Delay, d2 0.6 0.6 0.1 0.4 0.3 1.1 2.8 0.7 0.0 ' Delay(s) 34.9 34.9 33.3 38.5 35.2 8.6 25.6 3.2 0.0 Level of Service C C C D D A C A A Approach Delay(s) 34.3 38.5 10.6 3.3 Approach LOS C D B A Intersection Summary HCM Average Control Delay 9.3 HCM Level of Service A HCM Volume to Capacity ratio 0.52 Actuated Cycle Length(s) 80.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 49.5% ICU Level of Service A Analysis Period (min) 15 , c Critical Lane Group V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT AM.sy7 Synchro 6 Report GPI Page 2 Greenman -Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build Mitigated Timing Report, Sorted By Phase Weekday AM .6\ 1 4 ti t 7 Phase Number 1 2 4 5 6 8 Movement NBL SBT EBTL SBL NBT WBTL Lead/Lag Lead Lag Lag Lead Lead-Lag Optimize Recall Mode None C-Min None None C-Min None Maximum Split(s) 12 43 16 10 45 9 Maximum Split(%) 15.0% 53.8% 20.0% 12.5% 56.3% 11.3% Minimum Split(s) 11 11 11 9 11 9 Yellow Time (s) 4 4 4 4 4 4 All-Red Time(s) 1 1 1 1 1 1 Minimum Initial (s) 6 6 6 4 6 4 Vehicle Extension(s) 2 2 2 3 2 3 Minimum Gap(s) 2 2 2 3 2 3 Time Before Reduce(s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry Yes Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 42 54 17 7 42 33 End Time (s) 54 17 33 17 7 42 Yield/Force Off(s) 49 12 28 12 2 37 Yield/Force Off 170(s) 49 12 28 12 2 37 Local Start Time (s) 40 52 15 5 40 31 Local Yield (s) 47 10 26 10 0 35 Local Yield 170(s) 47 10 26 10 0 35 Intersection Summary ' Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 60 Offset: 2 (3%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow Splits and Phases: 4: Main Wal-Mart Driveway& Route 107 \ 01 A 02 14@4 08 12s 43s 16s 9s t 06 e5^ 45s " s' to$ ' V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT AM.sy7 Synchro 6 Report GPI Page 3 Greenman - Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build Mitigated Queues Weekday PM ---* +- , t j Lane Group EBL EBT EBR WBT NBL NBT SBL SBT SBR , Lane Group Flow(vph) 131 131 217 3 255 1056 11 1268 133 v/c Ratio 0.58 0.57 0.55 0.02 0.60 0.41 0.07 0.61 0.11 Control Delay 46.1 46.0 10.4 36.0 43.9 8.5 23.5 7.2 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.1 46.0 10.4 36.0 43.9 8.5 23.5 7.2 0.1 Queue Length 50th (ft) 74 74 0 1 70 76 6 72 0 Queue Length 95th (ft) 123 123 55 10 112 322 m8 93 0 Internal Link Dist (ft) 791 751 381 544 Turn Bay Length (ft) 150 120 315 275 275 Base Capacity(vph) 324 325 472 122 432 2614 161 2093 1342 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 ' Reduced v/c Ratio 0.40 0.40 0.46 0.02 0.59 0.40 0.07 0.61 0.10 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT PM.sy7 Synchro 6 Report , GPI Page 1 Greenman - Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build Mitigated HCM Signalized Intersection Capacity Analysis Weekday PM _-* __* -,V 'or- +- k_ -, t /p, Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►f 4 r 4;* ►)� 0 ►) +} r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ' Lane Util. Factor 0.95 0.95 1.00 1.00 0.97 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.85 0.95 1.00 1.00 1.00 1.00 0.85 Fit Protected 0.95 0.95 1.00 0.98 0.95 1.00 0.95 1.00 1.00 i Satd. Flow(prot) 1715 1719 1568 1750 3433 3539 1770 3539 1599 Flt Permitted 0.95 0.95 1.00 0.98 0.95 1.00 0.95 1.00 1.00 Said. Flow(perm) 1715 1719 1568 1750 3433 3539 1770 3539 1599 Volume (vph) 230 1 191 1 1 1 242 1002 1 10 1154 121 Peak-hour factor, PHF 0.88 0.88 0.88 0.92 0.92 0.92 0.95 0.95 0.95 0.91 0.91 0.91 Adj. Flow(vph) 261 1 217 1 1 1 255 1055 1 11 1268 133 RTOR Reduction (vph) 0 0 188 0 1 0 0 0 0 0 0 43 i ' Lane Group Flow(vph) 131 131 29 0 2 0 255 1056 0 11 1268 90 Heavy Vehicles (%) 0% 2% 3% 2% 2% 2% 2% 2% 2% 2% 2% 1% Turn Type Split Perm Split Prot Prot pm+ov Protected Phases 4 4 8 8 1 6 5 2 4 Permitted Phases 4 2 Actuated Green, G (s) 10.9 10.9 10.9 0.8 10.1 55.8 2.5 48.2 59.1 Effective Green, g (s) 11.9 11.9 11.9 1.8 11.1 56.8 3.5 49.2 61.1 Actuated g/C Ratio 0.13 0.13 0.13 0.02 0.12 0.63 0.04 0.55 0.68 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 2.0 2.0 3.0 2.0 2.0 3.0 2.0 2.0 ' Lane Grp Cap(vph) 227 227 207 35 423 2234 69 1935 1157 v/s Ratio Prot c0.08 0.08 c0.00 c0.07 0.30 0.01 c0.36 0.01 v/s Ratio Perm 0.02 0.05 vic Ratio 0.58 0.58 0.14 0.06 0.60 0.47 0.16 0.66 0.08 Uniform Delay, d1 36.7 36.7 34.5 43.3 37.4 8.7 41.8 14.4 4.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.64 0.45 0.00 Incremental Delay, d2 2.2 2.2 0.1 0.7 1.7 0.7 0.9 1.5 0.0 Delay(s) 38.9 38.9 34.6 44.0 39.0 9.4 27.7 8.0 0.0 Level of Service D D C D D A C A A Approach Delay(s) 37.0 44.0 15.2 7.4 ' Approach LOS D D B A Intersection Summary ' HCM Average Control Delay 15.1 HCM Level of Service B HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 61.9% ICU Level of Service B ' Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT PM.sy7 Synchro 6 Report GPI Page 2 Greenman- Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build Mitigated ' Timing Report, Soiled By Phase Weekday PM 4N 4 ?4 ti t 7 Phase Number 1 2 4 5 6 8 Movement NBL SBT EBTL SBL NBT WBTL Lead/Lag Lead Lag Lag Lead Lead-Lag Optimize Recall Mode None C-Min None None C-Min None Maximum Split(s) 14 46 21 9 51 9 Maximum Split (%) - 15.6% 51.1% 23.3% 10.0% 56.7% 10.0% Minimum Split(s) 11 11 11 9 11 9 , Yellow Time (s) 4 4 4 4 4 4 All-Red Time (s) 1 1 1 1 1 1 Minimum Initial (s) 6 6 6 4 6 4 ' Vehicle Extension (s) 2 2 2 3 2 3 Minimum Gap (s) 2 2 2 3 2 3 Time Before Reduce (s) 0 0 0 0 0 0 , Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry Yes Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 43 57 13 4 43 34 End Time(s) 57 13 34 13 4 43 Yield/Force ON(s) 52 8 29 8 89 38 Yield/Force Off 170(s) 52 8 29 8 89 38 Local Start Time (s) 44 58 14 5 44 35 Local Yield (s) 53 9 30 9 0 39 Local Yield 170(s) 53 9 30 9 0 39 Intersection Summary Cycle Length 90 Control Type Actuated-Coordinated Natural Cycle 60 Offset: 89(99%), Referenced to phase 2:SBT and 6:NBT, Start of Yellow , Splits and Phases: 4: Main Wal-Mart Driveway& Route 107 01 4 e2 140 11- e8 14s 46s 21s LORM9s JEMI t e6 05 , 51 s IAMBUS 19401111 V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT PM.sy7 Synchro 6 Report GPI Page 3 Greenman - Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build Mitigated Queues Saturday Midday --* --io. --t -% t ti j Lane Group EBL EBT EBR WBT NBL NBT SBL SBT SBR Lane Group Flow(vph) 194 194 262 3 391 1089 11 1148 202 v/c Ratio 0.66 0.66 0.53 0.02 0.66 0.44 0.05 0.67 0.17 Control Delay 41.3 41.2 8.0 32.0 38.0 6.7 10.9 13.7 0.3 ' Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.3 41.2 8.0 32.0 38.0 6.7 10.9 13.7 0.3 Queue Length 50th (ft) 94 94 0 1 92 97 1 77 0 Queue Length 95th (ft) 157 157 56 9 #170 212 m4 210 0 Internal Link Dist(ft) 791 760 381 544 Turn Bay Length (ft) 150 120 315 275 275 Base Capacity(vph) 361 362 550 130 588 2492 236 1708 1243 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.54 0.48 0.02 0.66 0.44 0.05 0.67 0.16 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT SAT.sy7 Synchro 6 Report GPI Page 1 Greenman - Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build Mitigated HCM Signalized Intersection Capacity Analysis Saturday Midday -,4' --,, -�* f- *-- 4-- 4\ t /,. 4" Movement EBL EBT EBR W13L WEIT WBR NBIL NEIT NBR S13L SBT SBR Lane Configurations #T r + 0 tt F I Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.95 1.00 1.00 0.97 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.85 O�95 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 0.98 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1698 1702 1615 1750 3433 3538 1770 3539 1599 At Permitted 0.95 0.95 1�00 0.98 0.95 1.00 0.26 1.00 1.00 Satcl. Flow(perm) 1698 1702 1615 1750 3433 3538 489 3539 1599 Volume (vph) 344 1 233 1 1 1 352 978 2 10 1056 186 Peak-hour factor, PHF 0.89 0.89 0.89 0.90 0.90 0.90 0.90 0.90 0.90 0.92 0.92 0.92 Adj. Flow(vph) 387 1 262 1 1 1 391 1087 2 11 1148 202 RTOR Reduction (vph) 0 0 216 0 1 0 0 0 0 0 0 80 Lane Group Flow(vph) 194 194 46 0 2 0 391 1089 0 11 1148 122 Heavy Vehicles (%) 1% 2% 0% 2% 2% 2% 2% 2% 2% 2% 2% 1% Turn Type Split Perm Split Prot Perm pm+ov Protected Phases 4 4 8 8 1 6 2 4 Permitted Phases 4 2 2 Actuated Green, G (s) 12.9 12.9 12.9 0.8 12.7 51.3 33.6 33.6 46.5 Effective Green, g (s) 13.9 13.9 13.9 1.8 13.7 52.3 34.6 34.6 48.5 Actuated g/C Ratio 0.17 0.17 0.17 0.02 0.17 0.65 0.43 0.43 O�61 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 50 5.0 Vehicle Extension(s) 2.0 2.0 2.0 3.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 295 296 281 39 588 2313 211 1531 1044 v/s Ratio Prot C0.1 1 0.11 c000 cO.1 1 0.31 c0_32 0.02 v/s Ratio Perm 0.03 0.02 0.06 v/c Ratio 0.66 0.66 OJ6 0.05 0.66 0.47 0.05 0.75 0.12 Uniform Delay, dl 30.8 30.8 28.1 38.3 31.0 6.9 13.2 19.1 6.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.71 OZ4 0.02 Incremental Delay, d2 4-0 3.9 0.1 0.6 2.2 0.7 0.4 3.1 0.0 Delay(s) 34.8 34.8 28.2 38.8 33.2 7.6 9-8 15.3 0.2 Level of Service C C C D C A A B A Approach Delay(s) 32.1 38.8 14.4 13.0 Approach LOS C D B B Intersection Summary HCM Average Control Delay 17.2 HCM Level of Service B HCM Volume to Capacity ratio 0.69 Actuated Cycle Length(s) 80.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT SAT.sy7 Synchro 6 Report GPI Page 2 Greenman - Pedersen, Inc. 4: Main Wal-Mart Driveway & Route 107 2014 Build Mitigated Timing Report, Sorted By Phase Saturday Midday 4\ 4* 4 t Phase Number 1 2 4 6 8 Movement NEIL SBTL EBTL NBT WBTL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None C-Min None C-Min None Maximum Split(s) 15 35 21 50 9 Maximum Split 1%) 18.8% 43.8% 26-3% 62.5% 11.3% Minimum Split (s) 11 11 11 11 9 Yellow Time (s) 4 4 4 4 4 All-Red Time (s) 1 1 1 1 1 Minimum Initial (s) 6 6 6 6 4 Vehicle Extension (s) 2 2 2 2 3 Minimum Gap(s) 2 2 2 2 3 Time Before Reduce (s) 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 Walk Time(s) Flash Dont Walk (s) Dual Entry Yes Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Yes Start Time(s) 39 54 9 39 30 End Time(s) 54 9 30 9 39 Yield/Force Off(s) 49 4 25 4 34 Yield/Force Off 170(s) 49 4 25 4 34 Local Start Time (s) 35 50 5 35 26 Local Yield (s) 45 0 21 0 30 Local Yield 170(s) 45 0 21 0 30 Intersection Summary Cycle Length 80 Control Type Actuated-Coordinated Natural Cycle 65 Offset: 4 (5%), Referenced to phase 2:SBTL and 6:NBT, Start of Yellow Splits and Phases: 4: Main Wal-Mart Driveway& Route 107 4\ ol 14* e2 14o4 08 15s P W� 1111111 35 s s t 06 50S PffiffiA V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT SAT.sy7 Synchro 6 Report GPI Page 3 Greenman - Pedersen, Inc. 5: South Wal-Mart Driveway & Route 107 2009 Existing HCM Unsignalized Intersection Capacity Analysis Weekday AM -,* --* 4\ t 4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations tt 0 Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 22 0 1110 811 4 Peak Hour Factor 0.69 0.69 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 32 0 1233 901 4 Pedestrians Lane Width (fl) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 329 pX, platoon unblocked 0.86 0.86 0.86 vC, conflicting volume 1520 453 906 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1443 206 731 IC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) IF (s) 3.5 3.3 2.2 pO queue free % 100 95 100 cM capacity(veh/h) 108 696 761 Direction, Lane# EB 1 NB 1 NB2 SB 1 SB 2 Volume Total T2 617 617 601 305 Volume Left 0 0 0 0 0 Volume Right 32 0 0 0 4 cSH, 696 1700 1700 1700 1700 Volume to Capacity 0.05 0.36 0.36 0.35 0.18 Queue Length 95th (ft) 4 0 0 0 0 Control Delay(s) 10.4 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 10.4 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 34.0% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\EX AM.sy7 Synchro 6 Report GPI Page 11 Greenman- Pedersen, Inc. 5: South Wal-Mart Driveway & Route 107 2009 Existing HCM Unsignalized Intersection Capacity Analysis Weekday PM --�* --w 4\ t 44, Movement EBL EBR NBL NBT SBT SBR Lane Configurations ++ +T* Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh1h) 0 79 0 1016 1056 2 Peak Hour Factor 0.86 0.86 0.90 0.90 0.94 0.94 Hourly flow rate (vph) 0 92 0 1129 1123 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 329 pX, platoon unblocked 0.75 0.75 0.75 vC, conflicting volume 1689 563 1126 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1586 87 836 IC, single (s) 6.8 6.9 4.1 tC, 2 stage(s) tF (s) 3.5 3.3 2.2 pO queue free O/o 100 87 100 cM capacity(veh/h) 76 719 606 Direction, Lane# EB 1 NB I NB 2 SIB 1 SB2 Volume Total 92 564 564 740 377 Volume Left 0 0 0 0 0 Volume Right 92 0 0 0 2 cSH 719 1700 1700 1700 1700 Volume to Capacity 0.13 0.33 0.33 0.44 0.22 Queue Length 95th (ft) 11 0 0 0 0 Control Delay(s) 10.7 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 10.7 0.0 0.0 Approach LOS B Intersection Summary Average Deiay 0.4 Intersection Capacity Utilization 40.8% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\EX PM.sy7 Synchro 6 Report GPI Page 11 Greenman - Pedersen, Inc. 5: South Wal-Mart Driveway & Route 107 2009 Existing HCM Unsignalized Intersection Capacity Analysis Saturday Midday --I' --* *\ t Movement EBL EBR NBL NBT SBT SBR Lane Configurations f+ 0 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 116 0 1080 962 1 Peak Hour Factor 0.94 0.94 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 123 0 1200 1069 1 Pedestrians Lane Width (fl) Walking Speed fts) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 329 pX, platoon unblocked 0.80 0.80 0.80 vC, conflicting volume 1669 535 1070 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1589 178 844 tC, single (s) 6.8 6.9 4.1 IC, 2 stage (s) IF (s) 3-5 3.3 2.2 pO queue free % 100 82 100 cM capacity(veh/h) 81 673 644 Direction, Lane# EB 1 NB 1 NB2 SB 1 SB 2 Volume Total 123 600 600 713 357 Volume Left 0 0 0 0 0 Volume Right 123 0 0 0 1 cSH 673 1700 1700 1700 1700 Volume to Capacity 0.18 0.35 0.35 0.42 0.21 Queue Length 95th(fl) 17 0 0 0 0 Control Delay(s) 11.5 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 11.5 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 40.5% ICU Level of Service A Analysis Period(min) 15 V:\08571\Analysis\TIAS\EX SAT.sy7 Synchro 6 Report GPI Page 11 Greenman - Pedersen, Inc. 5: South Wal-Mart Driveway & Route 107 2014 No-Build HCM Unsignalized Intersection Capacity Analysis Weekday AM --* -V 4N t Movement EBL EBR NBL NBT SBT SBR Lane Configurations ++ +11 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 22 0 1189 886 4 Peak Hour Factor 0.69 0.69 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 32 0 1321 984 4 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 329 pX, platoon unblocked 0.88 0.88 0.88 vC, conflicting volume 1647 494 989 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1600 291 852 tC, single (s) 6.8 6.9 4.1 tC, 2 stage(s) tF (s) 3.5 3.3 2.2 pO queue free% 100 95 100 cM capacity(veh/h) 87 627 701 Direction, Lane# EB 1 NB 1 N132 SB 1 SB 2 Volume Total 32 661 661 656 333 Volume Left 0 0 0 0 0 Volume Right 32 0 0 0 4 cSH 627 1700 1700 1700 1700 Volume to Capacity 0.05 0.39 0.39 0.39 0.20 Queue Length 95th (ft) 4 0 0 0 0 Control Delay(s) 111 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 11.1 0.0 0.0 Approach LOS B Intersection Summary Average ay 0.2 Intersection Capacity Utilization 36.2% ICU Level of Service A Analysis Period(min) 15 V:\08571\Analysis\TIAS\NB AM.sy7 Synchro 6 Report GPI Page 11 Greenman -Pedersen, Inc. 5: South Wal-Mart Driveway & Route 107 2014 No-Build HCM Unsignalized Intersection Capacity Analysis Weekday PM ---* --* 4N t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r ++ +I* I Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 79 0 1137 1176 2 Peak Hour Factor 0.86 0.86 0-90 0.90 0.94 0.94 Hourly flow rate (vph) 0 92 0 1263 1251 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 329 pX, platoon unblocked 0.82 0.82 0.82 vC, conflicting volume 1884 627 1253 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1858 318 1085 tC, single(s) 6.8 6.9 41 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 pO queue free % 100 83 100 cM capacity(veh/h) 54 556 531 Direction, Lane# EB 1 NB 1 NB2 SB 1 SB 2 Volume Total 92 632 632 834 419 Volume Left 0 0 0 0 0 Volume Right 92 - 0 0 0 2 cSH 556 1700 1700 1700 1700 Volume to Capacity 0.17 0.37 0.37 0.49 0.25 Queue Length 95th (ft) 15 0 0 0 0 Control Delay(s) 12.8 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 12.8 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\NB PM.sy7 Synchro 6 Report GPI Page 11 Greenman - Pedersen, Inc. 5: South Wal-Mart Driveway & Route 107 2014 No-Build HCM Unsignalized Intersection Capacity Analysis Saturday Midday --*, --* 4� t 4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations ++ 0 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 116 0 1184 1051 1 Peak Hour Factor 0.94 0.94 0.90 0.90 0.90 0.90 Hourly flow rate(vph) 0 123 0 1316 1168 1 Pedestrians Lane Width (ft) Walking Speed fts) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 329 pX, platoon unblocked 0.78 0.78 0.78 vC, conflicting volume 1826 584 1169 vC1, stage I conf vol vC2, stage 2 conf vol vCu, unblocked vol 1778 192 938 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) IF (s) 3.5 3.3 2.2 pO ueue free 9% 100 81 100 cM capacity(veh/h) 59 642 578 Direction, Lane# EB 1 NB 1 NB2 SB 1 SB 2 Volume Total 1 T3 658 658 779 390 Volume Left 0 0 0 0 0 Volume Right 123 0 0 0 1 GSH 642 1700 1700 1700 1700 Volume to Capacity 0.19 0.39 0.39 0.46 0.23 Queue Length 95th (ft) 18 0 0 0 0 Control Delay(s) 11.9 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 11.9 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 42.9% ICU Level of Service A Analysis Period(min) 15 V:\08571\Analysis\TIAS\NB SAT.sy7 Synchro 6 Report GPI Page 11 Greenman - Pedersen, Inc. 5: South Wal-Mart Driveway & Route 107 2014 Build HCM Unsignalized Intersection Capacity Analysis Weekday AM -j" --* 4\ t Movement EBL EBR NBIL NBT SBT SBR Lane Configurations r tt 0 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 0 0 1218 924 0 Peak Hour Factor 0.69 0.69 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 0 0 1353 1027 0 Pedestrians Lane Width (fl) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 329 pX, platoon unblocked 0-86 0.86 0.86 vC, conflicting volume 1703 513 1027 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1654 266 865 tC, single(s) 6.8 6.9 4.1 tC, 2 stage(s) tF (s) 3.5 3.3 2.2 pO queue free % 100 100 100 cM capacity(veh/h) 78 633 675 Direction, Lane# EB 1 NB I NB2 SB 1 SB 2 Volume Total 0 677 677 684 342 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.00 0.40 0.40 0.40 0.20 Queue Length 95th (fl) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 37.0% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\B AM.sy7 Synchro 6 Report GPI Page 11 Greenman- Pedersen, Inc. 5: South Wal-Mart Driveway & Route 107 2014 Build HCM Unsignalized Intersection Capacity Analysis Weekday PM --* --v 4N t 4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r ++ +11 S gn Control Stop Free Free i Grade 0% 0% 0% Volume (veh/h) 0 0 0 1235 1364 0 Peak Hour Factor 0.86 0.86 0.90 0.90 0.94 0.94 Hourly flow rate (vph) 0 0 0 1372 1451 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 329 pX, platoon unblocked 0.72 0.72 0.72 vC, conflicting volume 2137 726 1451 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2192 221 1234 tC, single (s) 6.8 6.9 4.1 1C, 2 stage (s) IF (s) 3.5 3.3 2.2 pO queue free% 100 100 100 cM capacity(veh/h) 28 563 409 Direction, Lane EB 1 NB 1 NB2 SB 1 SB 2 Volume Total 0 686 686 967 484 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.00 0.40 0.40 0.57 0.28 Queue Length 95th(ft) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 ane LOS A Approach Delay(s) 0.0 0.0 0.0 'Approach LOS A Intersection Summary Average ay 0.0 Intersection Capacity Utilization 41.0% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\B PM.sy7 Synchro 6 Report GPI Page 11 Greenman -Pedersen, Inc. 5: South Wal-Mart Driveway & Route 107 2014 Build HCM Unsignalized Intersection Capacity Analysis Saturday Midday --* --v 4\ t 4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations tt +T+ I Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 0 0 1332 1299 0 Peak Hour Factor 0.94 0.94 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 0 0 1480 1443 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (fl) 329 pX, platoon unblocked 0.69 0.69 0.69 vC, conflicting volume 2183 722 1443 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2265 153 1196 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) IF (s) 3.5 3.3 Z2 pO queue free % 100 100 100 cM capacity(veh/h) 24 601 409 Direction, Lane# EB 1 NB 1 NB 2 SB 1 S13 2 Volume Total 0 740 740 962 481 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.00 0.44 0.44 0.57 0.28 Queue Length 95th (ft) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 40.2% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\B SAT.sy7 Synchro 6 Report GPI Page 11 Greenman - Pedersen, Inc. 6: Meineke Driveway & Route 107 2009 Existing HCM Unsignalized Intersection Capacity Analysis Weekday AM ---* --* 4\ t 1 4.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations tt 0 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 4 0 1110 822 11 Peak Hour Factor 0.50 0.50 0.81 0.81 0.90 0.90 Hourly flow rate(vph) 0 8 0 1370 913 12 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 479 pX, platoon unblocked 0.87 0.87 0.87 vC, conflicting volume 1605 463 926 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1546 233 765 IC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) IF (s) 3.5 33 2.2 pO queue free % 100 99 100 cM capacity(veh/h) 93 674 746 Direction, Lane# EB 1 NB 1 N132 SB I SB 2 Volume Total 8 685 685 609 317 Volume Left 0 0 0 0 0 Volume Right 8 0 0 0 12 cSH 674 1700 1700 1700 1700 Volume to Capacity 0.01 0.40 0.40 0.36 0.19 Queue Length 95th (ft) 1 0 0 0 0 Control Delay(s) 10.4 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 10.4 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 34.0% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\EX AM.sy7 Synchro 6 Report GPI Page 12 Greenman- Pedersen, Inc. 6: Meineke Driveway & Route 107 2009 Existing HCM Unsignalized Intersection Capacity Analysis Weekday PM --* --* 4N t I Movement EBL EBR NBL NBT SBT SBR Lane Configurations tt +T* I Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 8 0 1016 1134 1 Peak Hour Factor 1.00 1.00 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 8 0 1129 1260 1 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 479 pX, platoon unblocked 0.75 0.75 0.75 vC, conflicting volume 1825 631 1261 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1767 176 1016 tC, single(s) 6.8 7.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.4 2.2 pO queue free % 100 99 100 cM capacity(veh/h) 57 603 519 Direction, Lane# EB 1 NB 1 NB2 SB 1 SB 2 Volume Tntal A x;64 564 840 421 Volume Left 0 0 0 0 0 Volume Right 8 0 0 0 1 cSH 603 1700 1700 1700 1700 Volume to Capacity 0.01 0.33 0.33 0.49 0.25 Queue Length 95th (ft) 1 0 0 0 0 Control Delay(s) 11.0 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 11.0 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 414% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\EX PM.sy7 Synchro 6 Report GPI Page 12 Greenman - Pedersen, Inc. 6: Meineke Driveway & Route 107 2009 Existing HCM Unsignalized Intersection Capacity Analysis Saturday Midday -,* --* 4\ t Movement EBL EBR NBL NBT SBT SBR Lane Configurations ++ 0 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 14 0 1080 1069 9 Peak Hour Factor 0.70 0.70 0.90 0.90 0.90 0.90 Hourly flow rate(vph) 0 20 0 1200 1188 10 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 479 pX, platoon unblocked 0.80 0.80 0.80 vC, conflicting volume 1793 599 1198 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1743 259 1003 tC, single (s) 6.8 7.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.4 2.2 pO ueue free % 100 97 100 cM capacity(veh/h) 64 583 562 Direction, Lane# EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 20 600 RnO 7Q2 406 Volume Left 0 0 0 0 0 Volume Right 20 0 0 0 10 cSH 583 1700 1700 1700 1700 Volume to Capacity 0.03 0.35 0.35 0.47 0.24 Queue Length 95th (ft) 3 0 0 0 0 Control Delay(s) 11.4 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 11.4 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 V:\08571\AnalysisNTIAS\EX SAT.sy7 Synchro 6 Report GPI Page 12 Greenman - Pedersen, Inc. 6: Meineke Driveway & Route 107 2014 No-Build HCM Unsignalized Intersection Capacity Analysis Weekday Am -.4 ---* 4N t Movement EBL EBR NBL NBT SBT SBR Lane Configurations tt 0 Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 4 0 1189 897 11 Peak Hour Factor 0.50 0-50 0.81 0.81 0.90 0.90 Hourly flow rate(vph) 0 8 0 1468 997 12 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 479 pX, platoon unblocked 0.88 0.88 0.88 vC, conflicting volume 1737 504 1009 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1702 309 879 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 pO queue free % 100 99 100 cM capacity(veh/h) 75 613 687 Direction, Lane# EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 8 734 734 664 344 Volume Left 0 0 0 0 0 Volume Right 8 0 0 0 12 cSH 613 1700 1700 1700 1700 Volume to Capacity 0.01 0.43 0.43 0.39 0.20 Queue Length 95th (ft) 1 0 0 0 0 Control Delay(s) 11.0 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 11.0 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 36.2% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\NB AM.sy7 Synchro 6 Report GPI Page 12 Greenman- Pedersen, Inc. 6: Meineke Driveway & Route 107 2014 No-Build HCM Unsignalized Intersection Capacity Analysis Weekday PM ---* --t .4\ t Movement EBL EBR NBL NBT SBT SBR Lane Configurations ++ 0 Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 8 0 1137 1254 1 Peak Hour Factor 1.00 1.00 0-90 0.90 0.90 0.90 Hourly flow rate (vph) 0 8 0 1263 1393 1 Pedestrians Lane Width (ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 479 pX, platoon unblocked 0.82 0.82 0.82 vC, conflicting volume 2026 697 1394 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2031 402 1257 tC, single (s) 6.8 7.2 4.1 tC, 2 stage(s) IF (s) 3.5 3.4 2.2 p0 queue free O/o 100 98 100 cM capacity(veh/h) 41 463 457 Direction, Lane# EB 1 NB 1 NB2 SB 1 SB 2 Volume Total 632 632 q2A 466 Volume Left 0 0 0 0 0 Volume Right 8 0 0 0 1 cSH 463 1700 1700 1700 1700 Volume to Capacity 0.02 0.37 0.37 0.55 0.27 Queue Length 95th(ft) 1 0 0 0 0 Control Delay(s) 12.9 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 12.9 0.0 0.0 Approach LOS B Intersection Summary Average Ee-lay 0.0 Intersection Capacity Utilization 44.7% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\NB PM.sy7 Synchro 6 Report GPI Page 12 Greenman- Pedersen, Inc. 6: Meineke Driveway & Route 107 2014 No-Build HCM Unsignalized Intersection Capacity Analysis Saturday Midday -.4 -%* 4\ t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r ++ +I* I Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 14 0 1184 1158 9 Peak Hour Factor 0.70 0.70 0.90 0.90 0.90 0.90 Hourly flow rate(vph) 0 20 0 1316 1287 10 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 479 pX, platoon unblocked 0.78 0.78 0.78 vC, conflicting volume 1949 648 1297 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1935 270 1100 tC, single (s) 6.8 7.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.4 2.2 pO queue free % 100 96 100 cM capacity(veh1h) 46 557 502 Direction, Lane# EB 1 NB 1 NB 2 SB 1 SB2 Volume Total 20 658 658 858 439 Volume Left 0 0 0 0 0 Volume Right 20 0 0 0 10 cSH 557 1700 1700 1700 1700 Volume to Capacity 0.04 0.39 0.39 0.50 0.26 Queue Length 95th (ft) 3 0 0 0 0 Control Delay(s) 111 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 11-7 0-0 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 42.3% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\NB SAT.sy7 Synchro 6 Report GPI Page 12 Greenman- Pedersen, Inc. 6: Meineke Driveway & Route 107 2014 Build HCM Unsignalized Intersection Capacity Analysis Weekday AM --4' --v 4N t Movement EBL EBR NBL NBT SBT SBR Lane Configurations tt tT* Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 4 0 1217 912 11 Peak Hour Factor 0.50 0.50 0.81 0.81 0.90 0.90 Hourly flow rate (vph) 0 8 0 1502 1013 12 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 479 pX, platoon unblocked 0.86 0.86 0.86 vC, conflicting volume 1771 513 1026 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1733 269 866 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 pO queue free % 100 99 100 cM capacity(veh/h) 69 632 675 Direction, Lane# EB 1 NB 1 NB2 SB 1 S132 Volume Total 8 751 751 676 350 Volume Left 0 0 0 0 0 Volume Right 8 0 0 0 12 cSH 632 1700 1700 1700 1700 Volume to Capacity 0.01 0.44 0.44 0.40 0.21 Queue Length 95th (ft) 1 0 0 0 0 Control Delay(s) 10.8 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 10.8 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 37.0% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\Superceded TIAS\B AM.sy7 Synchro 6 Report GPI Page 12 Greenman-Pedersen, Inc. 6: Meineke Driveway & Route 107 2014 Build HCM Unsignalized Intersection Capacity Analysis Weekday PM -A -V -*� t 4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r ++ +T* I Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 8 0 1244 1366 1 Peak Hour Factor 1.00 1.00 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 8 0 1382 1518 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 479 pX, platoon unblocked 0.71 0.71 0.71 vC, conflicting volume 2209 759 1519 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2295 252 1322 tC, single (s) 6.8 7.2 4.1 tC, 2 stage(s) tF (s) 3.5 3.4 2.2 pO queue free % 100 98 100 cM capacity(veh/h) 24 508 376 Direction, Lane# EB 1 NB 1 NB 2 SB 1 SB2 Volume Total 8 691 691 1012 507 Volume Left 0 0 0 0 0 Volume Right 8 0 0 0 1 cSH 508 1700 1700 1700 1700 Volume to Capacity 0.02 0.41 0.41 0.60 0.30 Queue Length 95th (ft) 1 0 0 0 0 Control Delay(s) 12.2 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 12.2 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 47.8% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\Dec 2009 TIAS\B PM.sy7 Synchro 6 Report GPI Page 12 Greenman - Pedersen, Inc. 6: Meineke Driveway & Route 107 2014 Build HCM Unsignalized Intersection Capacity Analysis Saturday Midday --.* --v 4\ t I Movement EBL EBR NBL NBT SBT SBR Lane Configurations tt 0 Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 14 0 1332 1292 9 Peak Hour Factor 0.70 0.70 0.90 0.90 0.90 0.90 Hourly flow rate(vph) 0 20 0 1480 1436 10 Pedestrians Lane Width (ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 479 pX, platoon unblocked 0.69 0.69 0.69 vC, conflicting volume 2181 723 1446 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2262 150 1197 tC, single(s) 6.8 7.0 4.1 tC, 2 stage (s) IF (s) 3.5 3.4 2.2 pO queue free % 100 97 100 cM capacity(veh/h) 25 590 408 Direction, Lane# EB 1 N13 1 N132 SB 1 SB 2 Volume Total 20 740 740 957 489 Volume Left 0 0 0 0 0 Volume Right 20 0 0 0 10 cSH 590 1700 1700 1700 1700 Volume to Capacity 0.03 0.44 0.44 0.56 0.29 Queue Length 95th (ft) 3 0 0 0 0 Control Delay(s) 11.3 0.0 0.0 0.0 0-0 Lane LOS �B Approach Delay(s) 11.3 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 46.0% ICU Level of Service A Analysis Period (min) 15 V:\08571\Analysis\TIAS\Dec 2009 TIAS\13 SAT.sy7 Synchro 6 Report GPI Page 12 Greenman - Pedersen, Inc. 2008 Existing Queuing and Blocking Report Weekday AM Intersection: 7: Fays Avenue & Route 107 Movement EB NB NB SB Directions Served LR L T TR Maximum Queue(ft) 133 74 316 780 Average Queue (ft) 53 26 125 268 95th Queue (ft) 99 54 274 586 Link Distance (ft) 887 857 1677 Upstream Blk Time (%) Queuing Penalty(veh) Storage Bay Dist(ft) 100 Storage Blk Time(%) 5 Queuing Penalty(veh) 2 Nework Summary Network wide Queuing Penalty: 5 V:\08571\Analysis\TIAS\EX AM.sy7 SimTraffic Report GPI . Page 6 Greenman - Pedersen, Inc. 7: Fays Avenue & Route 107 2009 Existing HCM Signalized Intersection Capacity Analysis Weekday AM --* --v 4N t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y I + 1� Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.95 1.00 1.00 1.00 FIt Protected 0.97 0.95 1-00 1.00 Satd. Flow(prot) 1725 1752 1776 1770 FIt Permitted 0.97 0.11 1.00 1.00 Said. Flow(perm) 1725 197 1776 1770 Volume (vph) 52 34 29 1049 848 27 Peak-hour factor, PHF 0.85 0.85 0.88 0.88 0.97 0.97 Adj. Flow (vph) 61 40 33 1192 874 28 RTOR Reduction (vph) 34 0 0 0 2 0 Lane Group Flow(vph) 67 0 33 1192 900 0 Heavy Vehicles (%) 2% 0% 3% 7% 7% 4% Turn Type pm+pt Protected Phases 4 1 1 2 2 Permitted Phases 1 2 Actuated Green, G (s) 5.1 46.9 51.9 36.5 Effective Green, g(s) 6.1 48.9 52.9 37.5 Actuated g/C Ratio 0.09 0.73 0.79 0.56 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) .1 408 1402 991 v/s Ratio Prot cO.04 0.01 cO.67 cO.51 v/s Ratio Perm 0.05 v/c Ratio 0.43 0.08 0.85 0-91 Uniform Delay, dl 28.8 7.7 4.5 13.2 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.1 5.1 11.8 Delay(s) 30.7 7.8 9.7 25.0 Level of Service C A A C Approach Delay(s) 30.7 9.6 25.0 Approach LOS C A C Intersection Summary HCM Average Control Delay 16.8 HCM Level of Service B HCM Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 67.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\EX AM.sy7 Synchro 6 Report GPI Page 14 Greenman- Pedersen, Inc. 7: Fays Avenue & Route 107 2009 Existing Timing Report, Sorted By Phase Weekday AM *t R _# Phase Number 1 2 4 Movement NBTL NBSB EBIL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None Min None Maximum Split(s) 15 45 12 Maximum Split(%) 20.8% 62.5% 16.7% Minimum Split(s) 9 15 12 Yellow Time (s) 4 4 4 All-Red Time(s) 1 1 1 Minimum Initial (s) 4 10 7 Vehicle Extension (s) 3 3 3 Minimum Gap (s) 3 3 3 Time Before Reduce (s) 0 0 0 Time To Reduce(s) 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes Inhibit Max Yes Yes Yes Start Time (s) 0 15 60 End Time(s) 15 60 0 Yield/Force Off(s) 10 55 67 Yield/Force Off 170(s) 10 55 67 Local Start Time (s) 57 0 45 Local Yield (s) 67 40 52 Local Yield 170(s) 67 40 52 Intersection Summary Cycle Length 72 Control Type Actuated-Uncoordinated Natural Cycle 90 Splits and Phases: 7: Fays Avenue& Route 107 I*t 01 10 o2 1'# o4 115s 090045s IRWAS12s P� V:\08571\Analysis\TIAS\EX AM.sy7 Synchro 6 Report GPI Page 4 Greenman - Pedersen, Inc. 2008 Existing Queuing and Blocking Report Weekday PM Intersection: 7: Fays Avenue & Route 107 Movement EB NB NB SB Directions Served LR L T TR Maximum Queue (ft) 110 54 339 1509 Average Queue(ft) 56 27 111 422 95th Queue (ft) 103 55 236 1026 Link Distance (ft) 887 857 1677 Upstream Blk Time (%) Queuing Penalty(veh) Storage Bay Dist (ft) 100 Storage Blk Time(%) 4 Queuing Penalty(veh) 2 Nework Summary Network wide Queuing Penalty: 37 V:\08571\Analysis\TIAS\EX PM.sy7 SimTraffic Report GPI Page 6 Greenman -Pedersen, Inc. 7: Fays Avenue & Route 107 2009 Existing HCM Signalized Intersection Capacity Analysis Weekday PM --.* --v 4\ t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y t T* Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.95 1.00 1.00 0.99 FIt Protected 0.97 0.95 1.00 1.00 Satd. Flow(prot) 1687 1805 1881 1851 FIt Permitted 0.97 0.10 1.00 1.00 Satcl. Flow(perm) 1687 184 1881 1851 Volume (vph) 47 26 51 963 990 50 Peak-hour factor, PHF 0-76 0.76 0.95 0.95 0.90 0.90 Adj. Flow(vph) 62 34 54 1014 1100 56 RTOR Reduction (vph) 31 0 0 0 3 0 Lane Group Flow(vph) 65 0 54 1014 1153 0 Heavy Vehicles 6% 0% 0% 1% 2% 2% Turn Type pm+pt Protected Phases 4 1 1 2 2 Permitted Phases 1 2 Actuated Green, G (s) 5.4 44.3 49.3 40.3 Effective Green, g (s) 6A 46.3 50.3 41.3 Actuated g/C Ratio 0.10 0.72 0.78 0.64 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 Lane Grp Cap (vph) 167 257 1462 1182 v/s Ratio Prot cO.04 0.02 cO.54 cO.62 v/s Ratio Perm 0.13 v/c Ratio 0.39 0.21 0.69 0.98 Uniform Delay, dl 27.3 14.1 3.5 11.2 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 0.4 1.4 20.4 Delay(s) 28.8 14.5 4.9 31.6 Level of Service C B A C Approach Delay(s) 28.8 5.4 31.6 Approach LOS C A C Intersection Summary HCM Average Control Delay 19.4 HCM Level of Service B HCM Volume to Capacity ratio 0.90 Actuated Cycle Length(s) 64.7 Sum of lost time(s) 12.0 Intersection Capacity Utilization 67.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group GPI V:\08571\Analysis\TIAS\EX PM.sy7 Synchro 6 Report Page 14 Greenman- Pedersen, Inc. 7: Fays Avenue & Route 107 2009 Existing Timing Report, Sorted By Phase Weekday PM .*t V _# Phase Number 1 2 4 Movement NBTL NBSB EBL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None Min None Maximum Split (s) 9 45 12 Maximum Split(%) 13.6% 68.2% 18.2% Minimum Split(s) 9 15 12 Yellow Time (s) 4 4 4 All-Red Time (s) I I I Minimum Initial (s) 4 10 7 Vehicle Extension(s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 Time To Reduce (s) 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes Inhibit Max Yes Yes Yes Start Time (s) 0 9 54 End Time(s) 9 54 0 Yield/Force Off(s) 4 49 61 Yield/Force Off 170(s) 4 49 61 Local Start Time (s) 57 0 45 Local Yield (s) 61 40 52 Local Yield 170(s) 61 40 52 Intersection Summary Cycle Length 66 Control Type Actuated-Uncoordinated Natural Cycle 90 Splits and Phases: 7: Fays Avenue& Route 107 �4 01 It e2 V 19s R�111111145s 100=1111111 2 s ly-96M V:\08571\Analysis\TIAS\EX PM.sy7 Synchro 6 Report GPI Page 4 Greenman - Pedersen, Inc. 2008 Existing Queuing and Blocking Report Saturday Midday Intersection: 7: Fays Avenue & Route 107 Movement EB NB NB SB Directions Served LR L T TR Maximum Queue (ft) 113 125 438 1086 Average Queue(ft) 55 37 141 426 95th Queue (ft) 97 82 328 863 Link Distance (11) 887 857 1677 Upstream Bik Time(%) Queuing Penalty(veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) 0 6 Queuing Penalty(veh) 3 3 Nework Summary Network wide Queuing Penalty: 201 V:\08571\Analysis\TIAS\EX SAT.sy7 SimTraffic Report GPI Page 6 Greenman - Pedersen, Inc. 7: Fays Avenue & Route 107 2009 Existing HCM Signalized Intersection Capacity Analysis Saturday Midday --* --v 4N t Movement EBL EBR NEIL NBT SBT SEIR Lane Configurations Y I f T* Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1�00 Frt 0.95 1.00 1.00 0.99 FIt Protected 0.97 0.95 1.00 1.00 Said. Flow(prot) 1727 1736 1863 1849 Fit Permitted 0.97 0.10 1.00 1.00 Said. Flow(perm) 1727 188 1863 1849 Volume (vph) 59 36 52 980 941 62 Peak-hour factor, PHIF 0.88 0.88 0.93 0.93 0.95 0.95 Adj. Flow(vph) 67 41 56 1054 991 65 RTOR Reduction (vph) 33 0 0 0 4 0 Lane Group Flow(vph) 75 0 56 1054 1052 0 Heavy Vehicles 2% 0% 4% 2% 2% 0% Turn Type pm+pt Protected Phases 4 1 1 2 2 Permitted Phases 1 2 Actuated Green, G (s) 5.2 44.0 49.0 37.8 Effective Green, g (s) 6.2 46.0 50.0 38.8 Actuated g/C Ratio 0.10 0.72 0.78 0.60 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 Lane Grp Cap (vph) 167 308 1451 1117 v/s Ratio Prot cO.04 0.02 cO.57 cO.57 v/s Ratio Perm 0.11 v/c Ratio 0.45 0.18 0.73 0.94 Uniform Delay, dl 27.4 11.1 3.6 11.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.3 1.8 15.0 Delay(s) 29.3 11.4 5.5 26.7 Level of Service C B A C Approach Delay(s) 29.3 5.8 26.7 Approach LOS C A C Intersection Summary HCM Average Control Delay 16.6 HCM Level of Service B HCM Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 64.2 Sum of lost time(s) 12.0 Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\EX SAT.sy7 Synchro 6 Report GPI Page 14 Greenman- Pedersen, Inc. 7: Fays Avenue & Route 107 2009 Existing Timing Report, Sorted By Phase Saturday Midday *t 9 Phase Number 1 2 4 Movement NBTL NBSB EBL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None Min None Maximum Split(s) 11 45 12 Maximum Split(%) 16.2% 66.2% 17.6% Minimum Split(s) 9 15 12 Yellow Time (s) 4 4 4 All-Red Time (s) 1 1 1 Minimum Initial (s) 4 10 7 Vehicle Extension (s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 Time To Reduce (s) 0 0 0 Walk Time(s) Flash Dont Walk (s) Dual Entry No Yes Yes Inhibit Max Yes Yes Yes Start Time (s) 0 11 56 End Time(s) 11 56 0 Yield/Force Off(s) 6 51 63 Yield/Force Off 170(s) 6 51 63 Local Start Time (s) 57 0 45 Local Yield (s) 63 40 52 Local Yield 170(s) 63 40 52 Intersection Summary Cycle Length 68 Control Type Actuated-Uncoordinated Natural Cycle 80 Splits and Phases: 7: Fays Avenue & Route 107 1 01 Iv o2 ill 14289M 45 s V:\08571\Analysis\TIAS\EX SAT.sy7 Synchro 6 Report GPI Page 4 Greenman - Pedersen, Inc. 2013 No-Build Queuing and Blocking Report Weekday AM Intersection: 7: Fays Avenue & Route 107 Movement EB NB NB SB Directions Served LR L T TR Maximum Queue(ft) 129 73 531 688 Average Queue (ft) 50 31 170 404 95th Queue (ft) 93 62 394 661 Link Distance (ft) 887 857 1677 Upstream Blk Time I%) Queuing Penalty(veh) Storage Bay Dist(ft) 100 Storage Blk Time (%) 6 Queuing Penalty(veh) 2 Nework Summary Network wide Queuing Penalty: 22 V:\08571\Analysis\TIAS\NB AM.sy7 SimTraffic Report GPI Page 6 Greenman - Pedersen, Inc. 7: Fays Avenue & Route 107 2014 No-Build HCM Signalized Intersection Capacity Analysis Weekday AM --4' -';Ir 4N t 4 Movement EBL EBR NBL NEIT SBT SBR Lane Configurations Y + T* I Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0-95 1.00 1.00 1.00 FIt Protected 0.97 O�95 1-00 1.00 SaId. Flow(prot) 1726 1752 1776 1770 At Permitted 0.97 0.10 1.00 1.00 SaId. Flow(perm) 1726 183 1776 1770 Volume (vph) 56 36 31 1125 923 28 Peak-hour factor, PHF 0.85 0.85 0.88 0.88 0.97 0.97 Adj. Flow(vph) 66 42 35 1278 952 29 RTOR Reduction (vph) 33 0 0 0 2 0 Lane Group Flow(vph) 75 0 35 1278 979 0 Heavy Vehicles 2% 0% 3% 7% 7% 4% Turn Type pm+pt Protected Phases 4 1 1 2 2 Permitted Phases 1 2 Actuated Green, G (s) 5.3 49.4 54.4 39.3 Effective Green, g (s) 6.3 51.4 55.4 40.3 Actuated g/C Ratio 0.09 0.74 0.79 0.58 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 Lane Grp Cap (vph) 156 385 1412 1023 v/s Ratio Prot cO.04 0.01 cO.72 0.55 v/s Ratio Perm 0.05 v/c Ratio 0.48 0.09 0.91 0.96 Uniform Delay, dl 30.1 9.8 5.2 13.9 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.3 0.1 8.5 18.5 Delay(s) 32.5 9.9 13.7 32.4 Level of Service C A B C Approach Delay(s) 32.5 13Z 32.4 Approach LOS C B C Intersection Summary HCM Average Control Delay 221 HCM Level of Service C HCM Volume to Capacity ratio 0.86 Actuated Cycle Length(s) 69.7 Sum of lost time (s) 8.0 Intersection Capacity Utilization 71.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\NB AM.sy7 Synchro 6 Report GPI Page 14 Greenman- Pedersen, Inc. 7: Fays Avenue & Route 107 2014 No-Build Timing Report, Sorted By Phase Weekday AM 44 it Phase Number 1 2 4 Movement NBTL NBSB EBL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None Min None Maximum Split(s) 15 45 12 Maximum Split(%) 20.8% 62.5% 16.7% Minimum Split(s) 9 15 12 Yellow Time(s) 4 4 4 All-Red Time(s) 1 1 1 Minimum Initial (s) 4 10 7 Vehicle Extension(s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 Time To Reduce (s) 0 0 0 Walk Time(s) Flash Dont Walk (s) Dual Entry No Yes Yes Inhibit Max Yes Yes Yes Start Time(s) 0 15 60 End Time(s) 15 60 0 Yield/Force Off(s) 10 55 67 Yield/Force Off 170(s) 10 55 67 Local Start Time (s) 57 0 45 Local Yield (s) 67 40 52 Local Yield 170(s) 67 40 52 Intersection Summary Cycle Length 72 Control Type Actuated-Uncoordinated Natural Cycle 90 Splits and Phases: 7: Fays Avenue & Route 107 01 lit o2 �12 115s OW045 s V:\08571�AnaIysis\TIAS\NB AM.sy7 Synchro 6 Report GPI Page 4 Greenman -Pedersen, Inc. 2013 No-Build Queuing and Blocking Report Weekday PM Intersection: 7: Fays Avenue & Route 107 Movement EB NB NB SB B20 B20 Directions Served LR L T TR T Maximum Queue(ft) 91 126 872 1749 592 582 Average Queue (ft) 43 45 202 1150 244 98 95th Queue (ft) 77 93 537 2180 712 446 Link Distance(ft) 887 857 1677 509 509 Upstream Blk Time 0 9 11 1 Queuing Penalty(veh) 0 123 68 6 Storage Bay Dist (ft) 100 Storage Blk Time (%) 7 Queuing Penalty(veh) 4 Nework Summary Network wide Queuing Penaltyi 428 V:\08571\Analysis\TIAS\NB PM.sy7 SimTraffic Report GPI Page 6 Greenman- Pedersen, Inc. 7: Fays Avenue & Route 107 2014 No-Build HCIVI Signalized Intersection Capacity Analysis Weekday PM -.4 --* 4N t Movement EBL EBR NEIL NBT SBT SBR Lane Configurations Y + T, Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4�O Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.95 1.00 1.00 0.99 Fit Protected 0.97 0.95 1.00 1.00 Said. Flow(prot) 1687 1805 1881 1851 Fit Permitted 0.97 0.10 1.00 1.00 Said. Flow(perm) 1687 184 1881 1851 Volume (vph) 49 27 54 1081 1103 53 Peak-hour factor, PHF 0.76 036 0.95 0.95 0.90 0.90 Adj. Flow(vph) 64 36 57 1138 1226 59 RTOR Reduction (vph) 32 0 0 0 3 0 Lane Group Flow(vph) 68 0 57 1138 1282 0 Heavy Vehicles 6% 0% 0% 1% 2% 2% Turn Type pm+pt Protected Phases 4 1 1 2 2 Permitted Phases 1 2 Actuated Green, G (s) 5.4 44.3 49.3 40.3 Effective Green, g (s) 6.4 46.3 50.3 41.3 Actuated g/C Ratio 0.10 0.72 0.78 0-64 Clearance Time (s) 5.0 5.0 5�0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 167 257 1462 1182 v/s Ratio Prot cO.04 0.02 cO.60 cO.69 v/s Ratio Perm 0.14 v/c Ratio 0.41 0.22 0.78 1.08 Uniform Delay, dl 27.4 28.4 4.1 11.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.4 2.7 52.4 Delay(s) 29.0 28.9 6.7 64.1 Level of Service C C A E Approach Delay(s) 29.0 7.8 64.1 Approach LOS C A E Intersection Summary HCM Average Control Delay 36.7 HCM Level of Service D HCM Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 64.7 Sum of lost time(s) 12.0 Intersection Capacity Utilization 73,8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\NB PM.sy7 Synchro 6 Report GPI Page 14 Greenman- Pedersen, Inc. 7: Fays Avenue & Route 107 2014 No-Build Timing Report, Sorted By Phase Weekday PM 4t V _# Phase Number 1 2 4 Movement NBTL NBSB EBL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None Min None Maximum Split(s) 9 45 12 Maximum Split(%) 13.6% 68.2% 18.2% Minimum Split(s) 9 15 12 Yellow Time (s) 4 4 4 All-Red Time (s) 1 1 1 Minimum Initial (s) 4 10 7 Vehicle Extension (s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 Time To Reduce (s) 0 0 0 Walk Time(s) Flash Dont Walk (s) Dual Entry No Yes Yes Inhibit Max Yes Yes Yes Start Time(s) 0 9 54 End Time(s) 9 54 0 Yield/Force Off(s) 4 49 61 Yield/Force Off 170(s) 4 49 61 Local Start Time (s) 57 0 45 Local Yield (s) 61 40 52 Local Yield 170(s) 61 40 52 Intersection Summary Cycle Length 66 Control Type Actuated-Uncoordinated Natural Cycle 90 Splits and Phases: 7: Fays Avenue & Route 107 �t 01 14# o2 o4l 19s lj�45 s 0�111111 12 s 109DMIIIIII V:\08571\Analysis\TIAS\NB PM.sy7 Synchro 6 Report GPI Page 4 Greenman- Pedersen, Inc. 2013 No-Build Queuing and Blocking Report Saturday Midday Intersection: 7: Fays Avenue & Route 107 Movement EB NB NB SB Directions Served LR L T TR Maximum Queue(ft) 153 126 525 863 Average Queue (ft) 62 34 184 492 95th Queue (ft) 114 72 375 841 Link Distance(ft) 887 857 1677 Upstream Blk Time (%) Queuing Penalty(veh) Storage Bay Dist (ft) 100 Storage Blk Time (%) 7 Queuing Penalty(veh) 4 Nework Summary Network wide Queuing Penalty: 77 V:\08571\Analysis\TIAS\NB SAT.sy7 SimTraffic Report GPI Page 6 Greenman - Pedersen, Inc. 7: Fays Avenue & Route 107 2014 No-Build HCM Signalized Intersection Capacity Analysis Saturday Midday t Movement EIBL EBR NBL NBT SBT SIBIR Lane Configurations Y + 1� I Ideal Flow(vphpi) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.95 1.00 1.00 0.99 Flt Protected 0.97 0.95 1.00 1.00 Satd. Flow(prot) 1727 1736 1863 1850 Fit Permitted 0.97 0.10 1.00 1.00 Satcl. Flow(perm) 1727 177 1863 1850 Volume(vph) 62 38 55 1078 1020 66 Peak-hour factor, PHF 0.88 0.88 0.93 0.93 0.95 0.95 Adj. Flow(vph) 70 43 59 1159 1074 69 RTOR Reduction (vph) 33 0 0 0 3 0 Lane Group Flow(vph) 80 0 59 1159 1140 0 Heavy Vehicles 2% 0% 4% 2% 2% 0% Turn Type pm+pt Protected Phases 4 1 1 2 2 Permitted Phases 1 2 Actuated Green, G (s) 5.4 46.2 51.2 40.2 Effective Green, g(s) 6.4 48.2 52.2 41.2 Actuated g/C Ratio 0.10 0.72 0.78 0.62 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap(vph) 166 292 1460 1144 v/s Ratio Prot cO.05 0.02 cO.62 cO.62 v/s Ratio Perm 0.12 v/c Ratio 0.48 0.20 0.79 1.00 Uniform Delay, d1l 28.5 14.9 4.1 12.6 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.3 3.1 25.5 Delay(s) 30.7 15.2 7.2 38.1 Level of Service C B A D Approach Delay(s) 30.7 7.6 38.1 Approach LOS C A D Intersection Summary HCM Average Control Delay 22.7 HCM Level of Service C HCM Volume to Capacity ratio 0.93 Actuated Cycle Length(s) 66.6 Sum of lost time (s) 12.0 Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIASNNB SAT.sy7 Synchro 6 Report GPI Page 14 Greenman- Pedersen, Inc. ' 7: Fays Avenue & Route 107 2014 No-Build Timing Report, Sorted By Phase Saturday Midday 44 .9 t 1 Phase Number 1 2 4 Movement NBTL NBSB EBL Lead/Lag Lead Lag ' Lead-Lag Optimize Yes Recall Mode None Min None Maximum Split(s) 11 45 12 Maximum Split(%) 16.2% 662% 17.6% Minimum Split(s) 9 15 12 Yellow Time (s) 4 4 4 All-Red Time(s) 1 1 1 Minimum Initial (s) 4 10 7 Vehicle Extension (s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 Time To Reduce (s) 0 0 0 Walk Time (s) Flash Dont Walk (s) ' Dual Entry No Yes Yes Inhibit Max Yes Yes Yes Start Time (s) 0 11 56 End Time (s) 11 56 0 Yield/Force Off(s) 6 51 63 Yield/Force Off 170(s) 6 51 63 Local Start Time (s) 57 0 45 Local Yield (s) 63 40 52 Local Yield 170(s) 63 40 52 Intersection Summary Cycle Length 68 Control Type Actuated-Uncoordinated Natural Cycle 90 aSplits and Phases: 7: Fays Avenue & Route 107 li ' Y of i"i m2 e4 11 s 45s 12s ' V:\08571\Analysis\TIAS\NB SAT.sy7 Synchro 6 Report GPI Page 4 Greenman - Pedersen, Inc. 2014 Build , Queuing and Blocking Report Weekday AM Intersection: 7: Fays Avenue & Route 107 Movement EB NB NB SB Directions Served LR L T TR Maximum Queue(ft) 91 126 525 806 Average Queue (ft) 48 17 144 370 ' 95th Queue (ft) 80 64 349 694 Link Distance (ft) 887 857 1677 Upstream Blk Time (%) Queuing Penalty(veh) Storage Bay Dist (ft) 100 Storage Blk Time(%) 6 Queuing Penalty(veh) 2 Nework Summary Network wide Queuing Penalty: 12 1 1 a 1 V:\08571\Analysis\TIAS\Dec 2009 TIAS\B AM.sy7 SimTraffic Report , GPI Page 6 Greenman - Pedersen, Inc. 7: Fays Avenue & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Weekday AM ' l 7 -N t j Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y ►j + 1� Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.95 1.00 1.00 1.00 Flt Protected 0.97 0.95 1.00 1.00 Said. Flow(prot) 1727 1752 1776 1770 Flt Permitted 0.97 0.10 1.00 1.00 Said. Flow(perm) 1727 179 1776 1770 Volume (vph) 58 36 31 1150 936 30 Peak-hour factor, PHF 0.85 0.85 0.88 0.88 0.97 0.97 Adj. Flow(vph) 68 42 35 1307 965 31 RTOR Reduction(vph) 32 0 0 0 2 0 ' Lane Group Flow(vph) 78 0 35 1307 994 0 Heavy Vehicles (%) 2% 0% 3% 7% 7% 4% Turn Type pm+pt Protected Phases 4 1 1 2 2 Permitted Phases 1 2 Actuated Green, G (s) 5.4 50.3 55.3 40.2 Effective Green, g (s) 6.4 52.3 56.3 41.2 Actuated g/C Ratio 0.09 0.74 0.80 0.58 Clearance Time(s) 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 Lane Grp Cap (vph) 156 379 1414 1031 v/s Ratio Prot c0.05 0.01 c0.74 0.56 v/s Ratio Perm 0.05 v/c Ratio 0.50 0.09 0.92 0.96 Uniform Delay, d1 30.6 10.3 5.6 14.1 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 0.1 10.4 19.8 Delay(s) 33.2 10.4 15.9 33.9 Level of Service C B B C Approach Delay(s) 33.2 15.8 33.9 Approach LOS C B C Intersection Summary HCM Average Control Delay 23.9 HCM Level of Service C HCM Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 70.7 Sum of lost time (s) 8.0 Intersection Capacity Utilization 73.0% ICU Level of Service D ' Analysis Period (min) 15 c Critical Lane Group 1 ' V:\08571Wnalysis\TIAS\Superceded TIAS\B AM.sy7 Synchro 6 Report GPI Page 14 Greenman- Pedersen, Inc. 7: Fays Avenue & Route 107 2014 Build ' Timing Report, Sorted By Phase Weekday AM *t V Phase Number 1 2 4 ' Movement NBTL NBSB EBL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None Min None Maximum Split(s) 15 45 12 Maximum Split(%) 20.8% 62.5% 16.7% Minimum Split(s) 9 15 12 Yellow Time (s) 4 4 4 All-Red Time (s) 1 1 1 Minimum Initial (s) 4 10 7 Vehicle Extension(s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 ' Time To Reduce (s) 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes Inhibit Max Yes Yes Yes Start Time (s) 0 15 60 End Time(s) 15 60 0 Yield/Force Off(s) 10 55 67 Yield/Force Off 170(s) 10 55 67 Local Start Time (s) 57 0 45 Local Yield (s) 67 40 52 Local Yield 170(s) 67 40 52 Intersection Summary Cycle Length 72 Control Type Actuated-Uncoordinated Natural Cycle 90 Splits and Phases: �(7: Fays Avenue & Route 107 V 01 lit m2 15s z_ 45s b 12s , V:\08571\Analysis\TIAS\Superseded TIAS\B AM.sy7 Synchro 6 Report , GPI Page 15 Greenman - Pedersen, Inc. 2014 Build Queuing and Blocking Report Weekday PM Intersection: 7: Fays Avenue & Route 107 Movement EB NB NB SB B20 B20 ' Directions Served LR L T TR T Maximum Queue(ft) 195 126 872 1749 585 584 Average Queue (ft) 60 50 245 1241 295 183 95th Queue(ft) 130 101 618 2300 745 622 Link Distance (ft) 887 857 1677 509 509 Upstream Blk Time (%) 1 16 19 2 Queuing Penalty(veh) 0 221 128 11 Storage Bay Dist (ft) 100 Storage Blk Time (%) 0 9 Queuing Penalty (veh) 2 5 ' Nework Summary ' Network wide Queuing Penalty: 1536 L ' V:\08571Vanalysis\TIAS\Dec 2009 TIAS\B PM.sy7 SimTraffic Report GPI Page 6 Greenman- Pedersen, Inc. 7: Fays Avenue & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Weekday PM -� t 1 -' Movement EBL EBR NBL NBT SBT SBR ' Lane Configurations Y ►� + f, Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 , Lane Util. Factor 1.00 1.00 1.00 1.00 Fri 0.96 1.00 1.00 0.99 Flt Protected 0.97 0.95 1.00 1.00 Satd. Flow(prat) 1690 1805 1881 1850 ' Flt Permitted 0.97 0.10 1.00 1.00 Said. Flow(perm) 1690 184 1881 1850 Volume (vph) 60 27 54 1177 1204 64 Peak-hour factor, PHF 0.76 0.76 0.95 0.95 0.90 0.90 Adj. Flow(vph) 79 36 57 1239 1338 71 RTOR Reduction (vph) 25 0 0 0 3 0 Lane Group Flow(vph) 90 0 57 1239 1406 0 Heavy Vehicles(%) 6% 0% 0% 1% 2% 2% Turn Type pm+pt Protected Phases 4 1 1 2 2 Permitted Phases 1 2 Actuated Green, G (s) 5.4 44.3 49.3 40.3 Effective Green, g(s) 6.4 46.3 50.3 41.3 Actuated g/C Ratio 0.10 0.72 0.78 0.64 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 ' Lane Grp Cap(vph) 167 257 1462 1181 v/s Ratio Prot c0.05 0.02 c0.66 c0.76 v/s Ratio Perm 0.14 v/c Ratio 0.54 0.22 0.85 1.19 ' Uniform Delay, d1 27.7 28.4 4.7 11.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.3 0.4 4.8 94.4 Delay(s) 31.0 28.9 9.5 106.1 Level of Service C C A F Approach Delay(s) 31.0 10.3 106.1 Approach LOS C B F Intersection Summary HCM Average Control Delay 59.0 HCM Level of Service E HCM Volume to Capacity ratio 1.10 Actuated Cycle Length (s) 64.7 Sum of lost time (s) 12.0 Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\Dec 2009 TIAS\B PM.sy7 Synchro 6 Report GPI Page 14 Greenman- Pedersen, Inc. 7: Fays Avenue & Route 107 2014 Build ■ Timing Report, Sorted By Phase Weekday PM ■ `1 V -� Phase Number 1 2 4 Movement NBTL NBSB EBL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None Min None Maximum Split(s) 9 45 12 Maximum Split(%) 13.6% 68.2% 18.2% Minimum Split(s) 9 15 12 Yellow Time(s) 4 4 4 All-Red Time(s) 1 1 1 Minimum Initial (s) 4 10 7 Vehicle Extension(s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 ' Time To Reduce (s) 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes Inhibit Max Yes Yes Yes Start Time (s) 0 9 54 ' End Time(s) 9 54 0 Yield/Force Off(s) 4 49 61 Yield/Force Off 170(s) 4 49 61 Local Start Time (s) 57 0 45 ' Local Yield (s) 61 40 52 Local Yield 170(s) 61 40 52 Intersection Summary ' Cycle Length 66 Control Type Actuated-Uncoordinated Natural Cycle 130 Splits and Phases: 7: Fays Avenue & Route 107 V 01 i''1 e2 ' m4 I ' 9s WPQM45s V:\08571\Analysis\TIAS\Dec 2009 TIAS\B PM.sy7 Synchro 6 Report GPI Page 15 Greenman- Pedersen, Inc. 2014 Build 1 Queuing and Blocking Report Saturday Midday Intersection: 7: Fays Avenue & Route 107 Movement EB NB NB SB B20 B20 Directions Served LR L T TR T Maximum Queue(ft) 133 72 872 1768 604 584 Average Queue (fl) 64 32 462 1698 443 197 95th Queue (ft) 103 65 1035 1887 839 635 Link Distance(ft) 887 857 1677 509 509 Upstream Blk Time (%) 7 25 27 2 Queuing Penalty(veh) 0 329 180 13 Storage Bay Dist (ft) 100 Storage Blk Time (%) 13 Queuing Penalty(veh) 7 Nework Summary Network wide Queuing Penalty: 3229 , 1 i 1 1 V:\08571\Analysis\TIAS\Dec 2009 TIAS\B SAT.sy7 SimTraffic Report , GPI Page 6 Greenman - Pedersen, Inc. 7: Fays Avenue & Route 107 2014 Build HCM Signalized Intersection Capacity Analysis Saturday Midday 1 l 7 '\ t l r Movement EBL EBR NBL NBT SBT SBR Lane Configurations ►Yt + to Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 0.99 Flt Protected 0.97 0.95 1.00 1.00 Satd. Flow(prot) 1734 1736 1863 1849 Flt Permitted 0.97 0.10 1.00 1.00 Satd. Flow(perm) 1734 177 1863 1849 ' Volume (vph) 77 38 55 1211 1140 80 Peak-hour factor, PHF 0.88 0.88 0.93 0.93 0.95 0.95 Adj. Flow(vph) 88 43 59 1302 1200 84 RTOR Reduction (vph) 26 0 0 0 3 0 ' Lane Group Flow(vph) 105 0 59 1302 1281 0 Heavy Vehicles(%) 2% 0% 4% 2% 2% 0% Turn Type pm+pt ' Protected Phases 4 1 1 2 2 Permitted Phases 1 2 Actuated Green, G (s) 5.4 46.2 51.2 40.2 ' Effective Green, g (s) 6.4 48.2 52.2 41.2 Actuated g/C Ratio 0.10 0.72 0.78 0.62 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 ' Lane Grp Cap(vph) 167 292 1460 1144 v/s Ratio Prot c0.06 0.02 c0.70 c0.69 v/s Ratio Perm 0.12 ' vic Ratio 0.63 0.20 0.89 1.12 Uniform Delay, d1 29.0 27.6 5.2 12.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.2 0.3 7.3 65.8 Delay(s) 36.1 27.9 12.5 78.5 Level of Service D C B E Approach Delay(s) 36.1 13.1 78.5 ' Approach LOS D B E Intersection Summary HCM Average Control Delay 44.4 HCM Level of Service D HCM Volume to Capacity ratio 1.06 Actuated Cycle Length(s) 66.6 Sum of lost time(s) 12.0 Intersection Capacity Utilization 78.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group i V:\08571\Analysis\TIAS\Dec 2009 TIAS\B SAT.sy7 Synchro 6 Report GPI Page 14 Greenman- Pedersen, Inc. 7: Fays Avenue & Route 107 2014 Build , Timing Report, Sorted `B*y Phase Saturday Midday 4V it Phase Number 1 2 4 Movement NBTL NBSB EBL Lead/Lag Lead Lag Lead-Lag Optimize Yes Recall Mode None Min None Maximum Split(s) 11 45 12 Maximum Split(%) 16.2% 66.2% 17.6% Minimum Split(s) 9 15 12 Yellow Time (s) 4 4 4 All-Red Time (s) 1 1 1 Minimum Initial (s) 4 10 7 , Vehicle Extension(s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduces 0 0 0 Time To Reduce (s) 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes Inhibit Max Yes Yes Yes Start Time (s) 0 11 56 End Time (s) 11 56 0 ' Yield/Force Off(s) 6 51 63 Yield/Force Off 170(s) 6 51 63 Local Start Time (s) 57 0 45 Local Yield (s) 63 40 52 , Local Yield 170(s) 63 40 52 Intersection Summary Cycle Length 68 , Control Type Actuated-Uncoordinated Natural Cycle 120 Splits and Phases: 7: Fays Avenue & Route 107 �Y 01 i'1 m2 o4 , 11 s '= 45s W-W 12s V:\08571\Analysis\TIAS\Dec 2009 TIAS\B SAT.sy7 Synchro 6 Report GPI Page 15 Greenman- Pedersen, Inc. ' 2014 Build Mitigated Queuing and Blocking Report Weekday AM ' Intersection: 4: Main Wal-Mart Driveway & Route 107 Movement EB EB EB WB NB NB NB NB SB SB SB SB Directions Served L LT R LTR L L T TR L T T R Maximum Queue(ft) 45 67 62 30 69 82 253 213 49 244 198 53 Average Queue (ft) 10 26 18 3 24 38 66 61 11 114 52 9 95th Queue (ft) 33 52 48 18 56 67 170 149 40 231 151 35 Link Distance (ft) 807 649 380 380 551 551 Upstream Blk Time (%) ' Queuing Penalty(veh) Storage Bay Dist (ft) 150 120 315 315 275 275 Storage Bilk Time (%) ' Queuing Penalty(veh) Intersection: 5: Meineke Driveway & Route 107 ' Movement EB Directions Served R Maximum Queue(ft) 27 ' Average Queue(ft) 5 95th Queue (ft) 22 Link Distance (ft) 113 ' Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist (ft) Storage Blk Time (%) ' Queuing Penalty(veh) Intersection: 6: Fays Avenue & Route 107 ' Movement EB NB NB SB SB Directions Served LR L T T R ' Maximum Queue (ft) 133 75 872 720 114 Average Queue (ft) 58 25 242 374 8 95th Queue (ft) 104 61 574 678 46 Link Distance (ft) 875 857 1500 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist (ft) 100 100 Storage Blk Time (%) 8 20 0 Queuing Penalty(veh) 2 6 0 Nework Summary Network wide Queuing Penalty: 24 V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT AM.sy7 SimTraffic Report GPI Page 2 Greenman - Pedersen, Inc. 6: Fays Avenue & Route 107 2014 Build Mitigated ' HCM Signalized Intersection Capacity Analysis weekday AM ' --'o l 1 T 1 r Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y ►j t t r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 , Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.95 1.00 1.00 1.00 0.85 Flt Protected 0.97 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1727 1752 1776 1776 1553 , At Permitted 0.97 0.12 1.00 1.00 1.00 Satd. Flow(perm) 1727 220 1776 1776 1553 Volume(vph) 58 36 31 1150 936 30 , Peak-hour factor, PHF 0.85 0.85 0.88 0.88 0.97 0.97 Adj. Flow(vph) 68 42 35 1307 965 31 RTOR Reduction (vph) 26 0 0 0 0 7 ' Lane Group Flow(vph) 84 0 35 1307 965 24 Heavy Vehicles (%) 2% 0% 3% 7% 7% 4% Turn Type pm+pt Perm Protected Phases 4 1 1 2 2 Permitted Phases 1 2 2 Actuated Green, G (s) 5.1 59.1 64.1 48.4 48.4 Effective Green, g(s) 6.1 61.1 65.1 49.4 49.4 , Actuated g/C Ratio 0.08 0.77 0.82 0.62 0.62 Clearance Time (s) 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 133 396 1460 1108 969 v/s Ratio Prot c0.05 0.01 c0.74 0.54 v/s Ratio Perm 0.06 0.02 , v/c Ratio 0.63 0.09 0.90 0.87 0.02 Uniform Delay, d1 35.5 8.3 4.8 12.3 5.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.4 0.1 7.5 7.7 0.0 , Delay(s) 44.9 8.4 12.2 19.9 5.7 Level of Service D A B B A Approach Delay(s) 44.9 12.1 19.5 , Approach LOS D B B Intersection Summary HCM Average Control Delay 16.6 HCM Level of Service B HCM Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 79.2 Sum of lost time(s) 8.0 Intersection Capacity Utilization 73.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT AM.sy7 Synchro 6 Report GPI Page 2 Greenman - Pedersen, Inc. 6: Fays Avenue & Route 107 2014 Build Mitigated Timing Report, Sorted By Phase Weekday AM *t 4# Phase Number 1 2 4 Movement NBTL NBSB EBL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None Min None Maximum Split(s) 15 60 12 Maximum Split(%) 17.2% 69.0% 13.8% Minimum Split (s) 9 15 12 Yellow Time (s) 4 4 4 All-Red Time (s) 1 1 1 Minimum Initial (s) 4 10 7 Vehicle Extension(s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 Time To Reduce(s) 0 0 0 Walk Time (s) Flash Dont Walk (s) Dual Entry No Yes Yes Inhibit Max Yes Yes Yes Start Time(s) 0 15 75 ' End Time(s) 15 75 0 Yield/Force Off(s) 10 70 82 Yield/Force Off 170(s) 10 70 82 Local Start Time (s) 72 0 60 Local Yield (s) 82 55 67 Local Yield 170(s) 82 55 67 Intersection Summary Cycle Length 87 Control Type Actuated-Uncoordinated Natural Cycle 90 Splits and Phases:f 6: Fays Avenue & Route 107 • `I 01 �1 o2 J e4 ' 15s 60s 12s I 1 ' V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT AM.sy7 Synchro 6 Report GPI Page 3 Greenman - Pedersen, Inc. 2014 Build Mitigated ' Queuing and Blocking Report Weekday PM , Intersection: 4: Main Wal-Mart Driveway & Route 107 Movement EB EB EB WB NB NB NB NB SB SB SB SB , Directions Served L LT R LTR L L T TR L T T R Maximum Queue(ft) 174 178 146 31 151 152 455 424 49 438 292 31 Average Queue (ft) 76 88 60 5 59 75 128 120 11 194 123 9 95th Queue(ft) 141 154 120 24 98 118 292 285 34 349 244 30 Link Distance (ft) 807 778 380 380 550 550 Upstream Blk Time (%) 1 1 Queuing Penalty(veh) 4 4 Storage Bay Dist (ft) 150 120 315 315 275 275 Storage Blk Time(%) 0 3 0 1 2 0 Queuing Penalty(veh) 1 10 1 2 0 0 , Intersection: 5: Meineke Driveway & Route 107 Movement EB NB SB SB , Directions Served R T T TR Maximum Queue (ft) 46 57 480 430 Average Queue (ft) 6 2 138 60 , 95th Queue(ft) 26 19 463 294 Link Distance (ft) 113 384 380 380 Upstream Blk Time(%) 2 1 , Queuing Penalty(veh) 15 4 Storage Bay Dist (ft) Storage Blk Time(%) Queuing Penalty(veh) Intersection: 6: Fays Avenue & Route 107 Movement EB NB NB SB SB , Directions Served LR L T T R Maximum Queue(ft) 109 93 626 715 126 Average Queue(ft) 48 40 145 309 17 95th Queue (ft) 99 75 389 608 80 Link Distance (ft) 875 857 1500 Upstream Blk Time (%) ' Queuing Penalty(veh) Storage Bay Dist (ft) 100 100 Storage BIk Time (%) 0 5 14 0 ' Queuing Penalty(veh) 1 3 9 0 Nework Summary Network wide Queuing Penalty: 131 V:\08571\Hnalysis\TIAS\Dec 2009 TIAS\B MIT PM.sy7 SimTraffic Report ' GPI Page 2 Greenman - Pedersen, Inc. 1 6: Fays Avenue & Route 107 2014 Build Mitigated HCM Signalized Intersection Capacity Analysis weekday PM -->I* --* -, t l ' Movement EBL EBR NBL NBT SBT SBR Lane Configurations ►1f Vi + + r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0- 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 1.00 0.85 Flt Protected 0.97 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1690 1805 1881 1863 1583 Flt Permitted 0.97 0.07 1.00 1.00 1.00 Satd. Flow(perm) 1690 138 1881 1863 1583 ' Volume(vph) 60 27 54 1177 1204 64 Peak-hour factor, PHF 0.76 0.76 0.95 0.95 0.90 0.90 Adj. Flow(vph) 79 36 57 1239 1338 71 RTOR Reduction (vph) 21 0 0 0 0 11 ' Lane Group Flow(vph) 94 0 57 1239 1338 60 Heavy Vehicles (%) 6% 0% 0% 1% 2% 2% Turn Type pm+pt Perm Protected Phases 4 1 1 2 2 Permitted Phases 1 2 2 Actuated Green, G (s) 5.4 58.2 63.2 54.2 54.2 ' Effective Green, g (s) 6.4 60.2 64.2 55.2 55.2 Actuated g/C Ratio 0.08 0.77 0.82 0.70 0.70 Clearance Time (s) 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 ' Lane Grp Cap(vph) 138 212 1536 1308 1112 v/s Ratio Prot c0.06 0.02 c0.66 c0.72 v/s Ratio Perm 0.19 0.04 ' v/c Ratio 0.68 0.27 0.81 1.02 0.05 Uniform Delay, d1 35.1 35.6 3.9 11.7 3.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 ' Incremental Delay, d2 12.9 0.7 3.2 30.9 0.0 Delay(s) 48.0 36.3 7.1 42.6 3.6 Level of Service D D A D A Approach Delay(s) 48.0 8.4 40.6 Approach LOS D A D Intersection Summary HCM Average Control Delay 26.1 HCM Level of Service C HCM Volume to Capacity ratio 0.99 Actuated Cycle Length (s) 78.6 Sum of lost time(s) 12.0 Intersection Capacity Utilization 75.9% ICU Level of Service D ' Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT PM.sy7 Synchro 6 Report GPI Page 2 Greenman - Pedersen, Inc. 6: Fays Avenue & Route 107 2014 Build Mitigated ' Timing Report, Sorted By Phase Weekday PM *t V 1 Phase Number 1 2 4 ' Movement NBTL NBSB EBL Lead/Lag Lead Lag Lead-Lag Optimize Recall Mode None Min None Maximum Split(s) 9 59 12 Maximum Split(%) 11.3% 73.8% 15.0% Minimum Split(s) 9 15 12 ' Yellow Time(s) 4 4 4 All-Red Time(s) 1 1 1 Minimum Initial (s) 4 10 7 ' Vehicle Extension (s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 ' Time To Reduce (s) 0 0 0 Walk Time(s) Flash Dont Walk (s) Dual Entry No Yes Yes , Inhibit Max Yes Yes Yes Start Time (s) 0 9 68 End Time (s) 9 68 0 , Yield/Force ON(s) 4 63 75 Yield/Force Off 170(s) 4 63 75 Local Start Time (s) 71 0 59 Local Yield (s) 75 54 66 Local Yield 170(s) 75 54 66 Intersection Summary Cycle Length 80 t Control Type Actuated-Uncoordinated Natural Cycle 90 Splits and Phases: 6: Fays Avenue& Route 107 `I 01_ ft o2 o4 19s 59 s 12 s V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT PM.sy7 Synchro 6 Report GPI Page 3 Greenman - Pedersen, Inc. 2014 Build Mitigated Queuing and Blocking Report Saturday Midday ' Intersection: 4: Main Wal-Mart Driveway & Route 107 Movement EB EB EB WB NB NB NB NB SB SB SB SB Directions Served L LT R LTR L L T TR L T T R Maximum Queue (ft) 172 255 145 32 169 173 174 125 28 441 263 120 Average Queue(ft) 85 102 68 4 79 90 74 64 9 200 138 36 ' 95th Queue (ft) 148 172 129 22 134 140 139 120 30 315 247 79 Link Distance (ft) 807 787 380 380 550 550 Upstream Blk Time(%) ' Queuing Penalty(veh) Storage Bay Dist (ft) 150 120 315 315 275 275. Storage Blk Time(%) 0 3 2 2 0 ' Queuing Penalty(veh) 0 12 6 0 0 Intersection: 6: Fays Avenue & Route 107 ' Movement EB NB NB SB SB Directions Served LR L T T R Maximum Queue (ft) 151 123 550 740 126 ' Average Queue (ft) 73 39 192 406 36 95th Queue (ft) 122 79 375 701 113 Link Distance (ft) 875 857 1500 ' Upstream Blk Time (%) Queuing Penalty(veh) Storage Bay Dist (ft) 100 100 Storage Blk Time (%) 8 22 0 ' Queuing Penalty(veh) 5 17 0 Intersection: 7: Meineke Driveway & Route 107 ' Movement EB SB SB Directions Served R T TR ' Maximum Queue (ft) 27 433 420 Average Queue (ft) 12 77 68 95th Queue(ft) 34 312 304 Link Distance (ft) 113 380 380 ' Upstream Blk Time(%) 1 0 Queuing Penalty(veh) 5 3 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty(veh) Nework Summary Network wide Queuing Penalty: 66 ' V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT SAT.sy7 SimTraffic Report GPI Page 2 Greenman - Pedersen, Inc. 1 6: Fays Avenue & Route 107 2014 Build Mitigated , HCM Signalized Intersection Capacity Analysis Saturday Midday '-,* '-* 4% t 1 Movement EBL EBR NBL NBT SBT SBR , Lane Configurations Y ►� + + if Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 , Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 1.00 0.85 Flt Protected 0.97 0.95 1.00 1.00 1.00 Satd. Flow(prol) 1734 1736 1863 1863 1615 ' Flt Permitted 0.97 0.07 1.00 1.00 1.00 Satd. Flow(perm) 1734 130 1863 1863 1615 Volume(vph) 77 38 55 1211 1140 80 ' Peak-hour factor, PHF 0.88 0.88 0.93 0.93 0.95 0.95 Adj. Flow(vph) 88 43 59 1302 1200 84 RTOR Reduction (vph) 21 0 0 0 0 15 , Lane Group Flow(vph) 110 0 59 1302 1200 69 Heavy Vehicles (%) 2% 0% 4% 2% 2% 0% Turn Type pm+pt Perm ' Protected Phases 4 1 1 2 2 Permitted Phases 1 2 2 Actuated Green, G (s) 7.0 62.0 67.0 55.0 55.0 Effective Green, g(s) 8.0 64.0 68.0 56.0 56.0 ' Actuated g/C Ratio 0.10 0.76 0.81 0.67 0.67 Clearance Time(s) 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 , Lane Grp Cap(vph) 165 252 1508 1242 1077 v/s Ratio Prot c0.06 0.02 c0.70 c0.64 v/s Ratio Perm 0.16 0.04 v/c Ratio 0.67 0.23 0.86 0.97 0.06 Uniform Delay, d1 36.7 19.1 5.1 13.1 4.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.8 0.5 5.4 17.8 0.0 ' Delay(s) 46.5 19.6 10.4 31.0 4.9 Level of Service D B B C A Approach Delay(s) 46.5 10.8 29.2 , Approach LOS D B C Intersection Summary HCM Average Control Delay 21.0 HCM Level of Service C HCM Volume to Capacity ratio 0.94 Actuated Cycle Length(s) 84.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 77.0% ICU Level of Service D ' Analysis Period (min) 15 c Critical Lane Group V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT SAT.sy7 Synchro 6 Report ' GPI Page 2 Greenman - Pedersen, Inc. ' 6: Fays Avenue & Route 107 2014 Build Mitigated Timing Report, Sorted By Phase Saturday Midday 1 44 V l Phase Number 1 2 4 Movement NBTL NBSB EBL Lead/Lag Lead Lag Lead-Lag Optimize Yes ' Recall Mode None Min None Maximum Split(s) 12 60 12 Maximum Split(%) 14.3% 71.4% 14.3% ' Minimum Split(s) 9 15 12 Yellow Time (s) 4 4 4 All-Red Time (s) 1 1 1 ' Minimum Initial(s) 4 10 7 Vehicle Extension (s) 3 3 3 Minimum Gap(s) 3 3 3 Time Before Reduce (s) 0 0 0 ' Time To Reduce (s) 0 0 0 Walk Time (s) Flash Dont Walk (s) ' Dual Entry No Yes Yes Inhibit Max Yes Yes Yes Start Time (s) 0 12 72 ' End Time(s) 12 72 0 Yield/Force Off(s) 7 67 79 Yield/Force Off 170(s) 7 67 79 Local Start Time (s) 72 0 60 ' Local Yield (s) 79 55 67 Local Yield 170(s) 79 55 67 Intersection Summary Cycle Length 84 Control Type Actuated-Uncoordinated Natural Cycle 90 ' Splits and Phases: 6: Fays Avenue& Route 107 ' _Vliet iY. s2 ' e4 12s0, 60s Ssr 12s ' V:\08571\Analysis\TIAS\Dec 2009 TIAS\B MIT SAT.sy7 Synchro 6 Report GPI Page 3 Greenman - Pedersen, Inc. TRAFFIC IMPACT AND.ACCESS STUDY Wahnart and Meineke Expansions andLowe',s Home Improvement Warehouse--Salem,Massachusetts j. x • •X r r f CORRIDOR EMISSION WORKSHEETS Ian 1 t•` r•r f � 1 J / S i • x Y f f _ t if� J'rvf . . � .. s � 'a•� ' 2009 Existing ' SimTraffic Simulation Summary weekday PM Summary of All Intervals End Time 12:00 ' Time Recorded (min) 1440 LL a,or mieN ,s� #of Recorded Intvls 19 VolumeReounis'ftgi�i�\08571\Environmental\08571}PMstmg Volumes csv °dataafile s e ,fir , O Volume date 5/30/2008 i ._�,...�,. �1. Vehs Exited 41267 ' SiartiF�ggVehs , �' x 104 1 'F„ x x y., F RZMOY - Ending Vehs 33 _ „.��,� ' Denied Entry After 0 K �e.)'13x....�taz�...,..w....��r1 Travel Time (hr) 1452.7 Total Stops 37174 1 ry Fuel UMA al _.».,.�.,_g_.)�-,�c Interval #0 Information Seeding Start,�Ti� .�.r . End Time 12:00 Volumes adjusted by Growth Factors -.-,,; um..,m�r � r � -.nnug� ws' '�aR2'mt} b"�x e$,�x a'..,. �r �2 vtr .c.,w s {•� o daia�eCOr(fEduihiS an'�eNal. y x � � � �� " '� y ' Interval #1 Information Recording r Cx�. .s.. ' End Time 2:00 Volumes adjusted by Growth Factors. ' Vehs Exited 746 "mw�^c�e-waa �s .•,ms' �, S r�^4e ��� .y4 '. � *� r �+waa*`. � a.,v � i $tafllhg�LI1S:�.a, .Ending Vehs 5 Denied Entry After 0 3..ha., ,'y.,.:�_.�..e'4."y-.,..u.'�t' _ � ,�"` 4�r "�- '`""' .,•. �r� � �_.,.,�,>., rn,; t Travel Time (hr) J 19.9 _ TotaiFD ,eay(hrj. �. _�. Total Stops 312 r ' V:\08571\Environmental\EX PM.sy7 SimTraffic Report GPI Page 1 Greenman - Pedersen, Inc. 2009 Existing SirnTraffic Simulation Summary Weekday PM Interval #2 Information End Time 4:00 Volumes adjusted by Growth Factors. Vehs Exited 335 eta'�Jk� Ending Vehs 5 g#'r - qred- kkk c Denied Entry After 0 21; Travel Time (hr) 9.1 .'Si;.. %74y��' Total Stops 116 ti 11 te " N N )]Y '51 Interval #3 Information -6 ...MOMMIN End Time 6:00 OMI MAR KEE, Ole Yr Volumes adjusted by Growth Factors. Veins Exited 802 Ending Vehs 13 FP,@n@1.Wd .LE-T ��trgy,Vj@f, Denied Entry After 0 11TMaeM1M raNZq� Travel Time (hr) 22.8 CO-p— 7t�g-f�gT—!Fn:'rg%C�e--pr- X47-85-M Total Stops 395 '7C4'2 .R' ` V:\08571\Environmental\EX PM.sy7 SimTraffic Report GPI Page 2 Greenman - Pedersen, Inc. I ) 2009 Existing ' SimTraffic Simulation Summary weekday PM Interval #4 Information Start ' End Time 7:00 Total Time (min) 36� s a l m m i- v i Volumes adjusted by Growth Factors. ' Vehs Exited 1430 g startlr �Ves�,,, r+`," �RzV i3�t13 £ m JxS,f•>•f � ' Ending Vehs 47 Denied Entry After 0 Travel"�ISt�nCe��ITII) .�Yu�'1..>�'3•y 2-�" '�`ai�`�'`'.�L2 zv� �.sU �� r,+ �..� ?'- r �xY° ,.2�q� �.__ > "LL.3 s•`,,t.�4 Travel Time (hr) 45.7 ' Total Stops 1043 Interval #5 Information - End Time 8:00 ^�-��'-z s�§` a, v '-{- L' s �r_t3 �SSP� "W.1�s• 'q'-"j� "`�"'a_ �� h 3" �" "p T-OtaIT,-If�IJey2(fTl�ln)r, �=ca����a r..� �_ .d"� -:W-3;,T��.�._, .`-�`'htt. �ahc",vi�"m+"..., ,�.'".tmu�?7_ __�..�.s..,v_ ..'�•M''�'„ ,.,m"a�: ' Volumes adjusted by Growth Factors. ' Vehs Exited 2327 �- +c--srrca r�^���t^w �� F �'*.�c-'mem •tek._ �s �–x•a'^�' �...^ac,� r ram y.�, rv.,,p, Ending Vehs 81 ' Denied Entry After 0 ._,. �� �. .....,,a,..:n__u>._�.M.,�....'�:'v� v�+it;�a';��a.s.:�•,�vf?s.�t�r�:�. ,.,v��_.�.,i..,�..e�Pcu�,t.cw.....-..�� a.,,...�r� _ Travel Time(hu) 83.0 F ,.Y ( ),�"�•uE '�'s? r l._.....,v. w �:,t,"c... � k°€�u,.�.ep C , r�-+t-�*�i°' a,. f �"s Total Stops 2176 '—�T"sa�"'C��,.;:F "�"c rh �i� meq,E rt� �vF #"�- :.rlHmr•-- 'arc `Iv.x... � ��� .a' .a.i t 1 ' V:\08571\Environmental\EX PM.sy7 SimTraffic Report GPI Page 3 Greenman - Pedersen, Inc. 2009 Existing SimTraffic Simulation Summary Weekday PM Interval #6 Information A 7x8 PO End Time 9:00 W Volumes adjusted by Growth Factors. Vehs Exited 2609 Ending Vehs 91 uenetlxEratry=BeforgIO 11127NE'EM Denied Entry After 3 Travel Time (hr) 97.1 .T_Ta Total Stops 2689 LF7Ce,QU Interval #7 Information OWN@ End Time 10:00 Volumes adjusted by Growth Factors. IMMIUMMMM Vehs Exited 2396 Ending Vehs 91 FAMMON-0100iff Denied Entry After 3 Travel Time (hr) 85.9 Total Stops 2116 A R V:\08571\Environmental\EX PM.sy7 SimTraffic Report GPI Page 4 Greenman - Pedersen, Inc. ' 2009 Existing ' SimTraffic Simulation Summary Weekday PM Interval #8 Information Start Time : 00 End Time 11:00 ' __ Volumes ad,justed by Growth Factors. ' Vehs Exited 2315 ' Ending Vehs 69 Denied Entry After p ' Travel Distance (mi) ;2fl91 ; : t Travel Time (hr) 81.2 Total Stops 2072 ' Fuel,iJsetl>(9a9. .',., q 153 3,,... a" >, . .. a, „=v. g: Interval #9 Information StaOUR End Time 12.00 ROtatdT7T!lle�ml -: 'F '��„ '-te�6Q'��`e,.v" � � > ':' fif Pte- 's ., 3 Ems" d ° �S �,u..., nt :�} a . b '�F r•-K.<.''4ms ' Volumes adjusted by Growth Factors. Vehs Exited 2266 Starting yetis , ¢r aY ax `,""k�` T ” Ending Vehs 71 - .a= f�l�e(1_.Entfy�$BtD.fe Denied Entry After 8 ar,�i ' Travel`Dtsiance {ml) 207fl 4Y u` Travel Time (hr) LL g 78.9 _ y dotal DEta r) tiu �r �' 2i�x "cdF 1I ']� M ENV Total Stops 1961 FuelrUSed (9a9 T4 �,�4 4 ' w a k �' , Mr x ' I 1 I ' V:\08571\Environmental\EX PM.sy7 SimTraffic Report GPI Page 5 Greenman - Pedersen, Inc. 1 1 2009 Existing SimTraffic Simulation Summary Weekday PM 1 Interval #10 Information Start Time M 12 00 End Time 1:00 1 Volumes adjusted by Growth Factors. Vehs Exited 2253 1 Starting Vehs `- 71 ti Ysh 1 Ending Vehs 81 Demes Entry Befd y" 8 "' ,T � Denied Entry After 0 ty 1Travel Time (hr) 78.5 Total Dela hr ' �- ' ,r�21`7'r Total Stops 1937 1 Fuel t7sed Interval #11 Information 1 Sja7;aa�n'"''= '#fit. End Time 2:00 rotalTlme (,m�n)� ^ti X604 . r_s> . e ,. ..f=- E. , . ..,L z Volumes adjusted by Growth Factors. Vehs Exited 2355 1 Starting WehS > o-3 Bat y `,xk ' `, . .. uuua Ending Vehs 92 benied'IIEniryBefore T., r4s` x« `, r_, Denied Entry After 1 _ 1 Tra3el Distance t(ra)tr 214 8 rr nN . ..:,-amu Travel Time (hr) 83.7 Total Stops 2242 Fuel l�sedr 1 1 1 i 1 V:\08571\Environmental\EX PM.sy7 SimTraffic Report 1 GPI Page 6 Greenman - Pedersen, Inc. 1 2009 Existing SimTraffic Simulation Summary Weekday PM Interval #12 Information Start Tlme 200 End Time 3:00 Volumes adjusted by Growth Factors. 11 ;,ill 110 Vehs Exited 2649 Ending Vehs 98 Mz teemed Entry Befoce skfl.S _:x ._ est ,.. i. _ ,' . y r Denied Entry After 1 Travel Time (hr) 99.8 Total Stops t 2715 Fuet llSe al fif87 p ' b bey y_ � SOT!' T 74, s t�� �_ Interval #13 Information Start�Tlme �� '- 'v' .����yy',,mQQ 6 .xafTLh-..-...�....._h ., 'S}e.fT+.+` End Time 4:00 tTOtal>Tlrrie (R irl)g t m6p GN a°N Volumes adjusted by Growth Factors. Vehs Exited 2745 .z... ..,3�_.... . �.. Ending Vehs 112 N t; ' Denied Entry After 0 >_ w.. _ ..���� Travel Time (hr) 103.5 Totat Delay (hr) .. _ � � '�4 Total Stops 2933 I V:\08571\Environmental\EX PM.sy7 SimTraffic Report GPI Page 7 Greenman - Pedersen, Inc. 2009 Existing SimTraffic Simulation Summary Weekday PM Interval #14 Information End Time 5:00 x. Volumes adjusted by Growth Factors. Vehs Exited 2383 Stb VA,h'.1 �in q�v Vehs Vehs 57 T NNE "F" Denied Entry After 0 Travel Time (hr) R w 84.0 -Y4 0 rr'k Total Stops 2160 'M Interval #15 Information End Time6:00 Volumes adjusted by Growth Factors. Vehs Exited 2650 OLMOMEW Ending Vehs 112 Denied Entry After 0 ORRM IF Travel Time (hr) 99.2 lCat.',V ff13fflVQQ-, 50mR, Total Stops 2709 V:\08571\Environmental\EX PM.sy7 SimTraff ic Report GPI Page 8 Greenman - Pedersen, Inc. 2009 Existing SinnTraffic Simulation Summary Weekday PM Interval #16 Information End Time 7:00 Total Tune (min) t 60r Volumes adjusted by Growth Factors. 41:112: Vehs Exited 2760 Ending Vehs147 w—illl 7�! K7 Denied Entry After 0 t ;Travel YistanceF(mi) 2552 Travel Time (hr) 107.6 X-- ;a�i ITEPI-V NO ......7" , -, Total Stops aJ 3214 Interval #17 Information N End Time 8:00 'T Volumes adjusted by Growth Factors. Vehs Exited 2438 Ending Vehs 92 `Fe Denied Entry After 0 MIR Travel Time 87.5 Total ;7 ,Defy (hr)N.' Total Stops 2309 iF -Y R" P V:\08571\Environmental\EX PM.sy7 SimTraffic Report GPI Page 9 Greenman - Pedersen, Inc. 2009 Existing SimTraffic Simulation Summary Weekday PM Interval #18 Information Start Tune f S 007 ■ End Time 10:00 Total i Of—I r Volumes adjusted by Growth Factors. Vehs Exited 3726 qt— A:r1ph! gvi Ending Vehs 45 PEEOREMEN Denied Entry After 0 T'Rffll NOT ;07-21N�i Travel Time (hr) 121.8 fT§EaI15'- �(@ ky'- Total Stops 2837 Interval #19 Information End Time 12:00 Volumes adjusted by Growth Factors. Vehs Exited 2082 Ending Vehs 33 Denied Entry After 0 hr Travel Time ( ) 63.4 Total Stops 1238 V:\08571\Environmental\EX PM.sy7 SimTraffic Report GPI Page 10 Greenman - Pedersen, Inc. 2009 Existing SimTraffic Performance Report weekday PM 1 : Ravenna Avenue & Route 107 Performance by movement Travel Dist (m) 36.2 13.9 2.3 45.0 16.7 1600.1 11.3 179 8 2832.8 34.7 4772 8 Fuel Used j9al)� _' 3_� T 9 y 0?=n T2 1< s 1 4' 1,35 1 0 6, 15 2 188349 7 z= `+- HC Emissions (g) 10 3 0 5 5 415 3 58 655 6 1158 F CO Etnls"stuns„(g) 246E ° 80,,, c,8 -y19-AEOMW2f1467f 107 a 2771x34958 a 1260 60,161 NOx Emissions (g) 30 6 1 11 15 1463 7 164 1931 14 3642 VehlcfesEhtered 388 149 `y6 mry 320 `77116502 xgi17= 1012+1802d? 197 34893 Vehicles Exited 388 149 16 320 172 16502 117 1010 16023 197 34894 Denied Entry Before 0 0 0 0 0 0 0 0 0 0 0 ^ O� r G 2: Olde Village Drive & Route 107 Performance by movement RM SENSE 11:1111 1,1111,121111 ]111,111 1:11;1 1 1:1 Travel Dist (mi) 129.5 24.6 64.0 1679.5 1497.3 101.3 3496.2 fuel USed(�a13 137,g 6 7=350 2{; HC Emissions (g) 40 3 21 592 426 27 1110 COrn'is� ”"sios(g)`=f 13fi9 " X43 `,96838175}179:82269729 `ii; „ MLL „ NOx Emissions (g) 126 5 73 2145 1382 74 3806 VehiclesEnteretl 119222689615604 15338 1032 339813v s NKr. MLti, F w_ Vehicles Exited 1192 226 596 15609 15346 1032 34001 lioud Exl1 Ra[e3r _ 50y9t� 25� 650 '639 fix'*43ii7r sem" K7 'a fl ' , ' Denied Entry Before 0 0 0 0 0 0 0 IDenled Ill After.' '� +� wy fl dk Q""'�,�VO'°^� •F e� rav+�-�� � des FsA� 'S „� «r 3: Wal-Mart North Driveway & Route 107 Performance by movement Travel Dist (mi) 54.0 852.9 15.8 1724.9 2.3 2649.8 Fuel l3se "(gal)T ` §32 '89%9, s3r 209x6 D23 41 � r rShy, h nr R HC Emissions (g) 7 260 4 702 1 974 M.Em ECn— g _ _ 175 1 071x ,t1"12kd1225'v* 494%75T 6 H x NOx Emissions (g) 75 962 11 2612 3 3603 UehN Eht d__ x470 � 293 ;1"5898 2�f1 32 Bas a w r a .w � Vehicles Exited 471 15707 293 15901 21 32393 Denied Entry Before 0 0 0 0 0 0 r r V:\08571\Environmental\EX PM.sy7 SimTraffic Report _ GPI Page 11 Greenman - Pedersen, Inc. r 2009 Existing SimTraffic Performance Report weekday PM 4: Main Wal-Mart Driveway & Route 107 Performance by movement Travel Dist (mi) 185.2 85.9 82.5 813.1 809.2 68.4 2044.3 Fuel Used (gal) HC Emissions (g) 44 10 25 114 209 10 413 NOx Emissions (g) 132 18 79 292 619 16 1155 Vehicles`�Enteied or 1193 r 551 11366 1340,6,.14656y 1246,�32418� , � �at` �-��` '�""'Y` � , Vehicles Exited 1193 551 1366 13407 14662 1247 32426 Denied Entry Before 0 0 0 0 0 0 0 5: South Wal-Mart Driveway & Route 107 Performance by movement Travel Dist (mi) 49.2 422.5 947.6 2.7 1422.0 Del Usedt(9al)% HC Emissions (g) 10 39 417 1 466 7C 1101r 3 x_208 6111'23924 37v2478 , ., u NOx Emissions (g) 22 62 1618 3 1705 V. lc es Entered x 1146 14764 v15319 44 31273 { zv ` Com' . ....:�T6ai ..,.....$A Vehicles Exited 1146 14764 15319 44 31273 .._..Y- r _3:....., Denied Entry Before 0.h..� ..� a,. 0 0 0 0 a 6: Meineke Driveway & Route 107 Performance by movement Travel Dist (mi) 3.6 1573.9 454.3 0.8 2032.6 Fu�IxUsed (gal)µ>E A0313663; r0`0157L9 .° `_ HC Emissions (g) 1 216 188 0 404 �O Emissions ....�,_ ,. .w. NOx Emissions (g) 1 549 777 0 1328 fye,tucles Entered nE c y 145 >747u87a 116444 ' d29°31°405 kw A; y. h "t x4 ry � y Vehicles Exited 145 14789 16444 29 31407 burl Exit Rate �¢ x"616 : 685 1 1309' ' MEN t u1€^�S.Yz Denied Entry Before 0 0 0 0 0 t x N x x F^ x 1 {�' �'Y.�C§?$ -.z,=, y .h 1 �Y'+r'Y-i-� �+ �` Denied Entry Afler �0 x 0 -,= 0� 0 r1 .., ,._.: .� . d . s, ....,.. .x.... ..�.a,., n.. .,., ,:.. ....c:... -'f, ,d"- r.. Citi., . ?. ,.�:.. a+�.. ..,.�e� V:\08571\Environmental\EX PM.sy7 SimTraffic Report GPI Page 12 Greenman - Pedersen, Inc. 2009 Existing SimTraffic Performance Report weekday PM 7: Fays Avenue & Route 107 Performance by movement Travel Dist (mi) 116.3 62.9 114.0 2273.2 4962.6 237.7 7766.8 Fue1l)sed4(gal)t ,, 71,0 „39 � 79 -116�0�210',4;�T 9x8,3590 ." HC Emissions (g) 27 12 26 316 489 24 -894 7✓Ofmi&scans (g) z j 801 442 1044 10705' 6687 s321 20000 ,.a ,s„ y F ¢ L __wu.0 NOx Emissions (g) 83 30 65 694 777 34 1683 Vehicles.-.Entered ,686��,,372 � 702 13967, 75853a�725 32305 t �K 3 x _ Vehicles Exited 690 372 702 13972 15860 725 32321 Denied Entry Before 0 0 0 0 0 0 0 Total Network Performance Travel Dist (mi) 37778.2 Euel,Used gal)'`w # s r 2750 7 3t v a3 t ? "sem 4 e HC Emissions (g) 7931 4 ?v 1^ u ws�b _r2�-�,..-�rq�r NOx Emissions (g) 25138 Vehicles Exited 41267 ,. .r.a.,�1�779�` «��a. �.a���a P) L Acy 1 Denied Entry Before 0 Demetl'E try�After ya 0y Ta I I r V:\08571\Environmental\EX PM.sy7 SimTraffic Report GPI Page 13 Greenman - Pedersen, Inc. 2013 No-Build SinnTraffic Simulation Summary weekday PM Summary of All Intervals End Time 12:00 Tiotat1T oai e colla' = y r n a s rs z �". 1443 �'` ����?ia st G,,,. i �+�' ami , ,rr�^,-;F wu,.....u:,.d�,...(�e,�,.,�:�a #.,.�...� .�+ -3�H.,.r..�..._ k'r.t��. _z��si3,�..�ta A?,�?7.!�ts�^ �a a.S".r.•.:"�S�V�C:`?"?:��s¢�a#�,G`ta_�, Time Recorded (min) 1440 ,•�x-.-m^ Tx-,.c':x�"�' "# a t�1^'+�� S'J sr ,WT.a��. ,{�S;tx 'moi '�- - ```�^�r`I¢w 1�'w ".'�`5 .nu•.�. ti^n.-+�§,. � .a9 rSk �: as:, u�' .r .;a-_��s..hf � #of Recorded Intvls 19 wolume�,mcounts'fr, ,�Vr108577\Enuuonmerltal\08:571�PMNo�B`uildrVolumes�csY��dafa file`(s) '�1�r� �� �� Volume date 5/30/2008 Vehs Exited 45898 _ Ending Vehs 38 Denied Entry After 0 ' �T� 51TORM$N (moi 4 080'-W _:.�iva..z � 'E�� ,ta.s .m�..,.a,�"Si'=N::��u'•.-ate:: -' .£r�" .6�.�. sa�,.0;°:. usW- a"'�-�k3.� Travel Time (hr) 1699.4 3 :�- --a.• �.��,mi�,--.":.w 1^t� v� n "mss, Total Stopsy 39461( q 430,62 j sFz. .o. O �� u `u�:, �. Interval #0 Information Seeding 1a�r Tirane End Time 12:00 Volumes adjusted by Growth Factors. OW Interval #1 Information Recording SYa�,Tfine� `�_, _ ., _ '��p�i'�' �' �!�0'.. '*kg '�°S"s'�"F �a; 9xnv�%3 � tr'€�r� '�s" •n �.. End Time 2:00 Volumes adjusted by Growth Factors. Vehs Exited 858 Ending Vehs 2 Denied Entry After 0 rav 1'� tOYt�ce�i � •'•���.73U' `�`'+n� �' P � -��,—sir s k � Travel Time (hr) 21.8 Total Stops 236 Fuel ly3Se�;d�f-�... ,2 �sd37 8–�-r�a.�re.'"`� � r'.a�"�'`e�t�cu".,�T:.•�+t`?� � .. : " ,��,"F-- .�TM ``'"a� ��t'?r'.'--. ..,�..,R�.,�.�1�_�r�i' .� t�nk_��.,....». ;C�» ,: _ x..xs'x,.-C.a#'.�d,ri.-�€A'r"-�'�.v.��.'����. ' ...e__ =.x:.,�`c"•.�.�;�..f.._�_.�z. V:\08571\Environmental\NB PM.sy7 SimTraffic Report GPI Page 1 Greenman - Pedersen, Inc. 2013 No-Build ' SimTraffic Simulation Summary weekday PM Interval #2 Information dy. hw35u t v as L i s End Time 4:00 TOt l m9 rnl +:e- c�ux_..v.�.-.�.-tel(_2)i+r. Volumes adjusted by Growth Factors. Vehs Exited 372_ .�"`;�'u�i��2'S�-c7-^yE m-n�C„�`�7..�'tj'z�� ����'mF ��:ays75�t�a�����€ '�,`, ' ..;. .�Z �,'�- � s•��#: Ending Vehs 3 Denied Entry After 0 rave `isianeilni351 xx F 3 3C$ 4 Travel Time (hr) 10 3 _ a d 31 BI..d.. . -1 �7 �'e,�s_;v'..�£.i�.C+,°, 'x? st`+a-t`.'.. `� ; r N '+''i „� 5 _ ." .x._ .. ' Total Stops v 92 uesed alb 1 . 16 7 Y F vF1 'F e x a y m . Interval #3 Information tartsTi"rttev x End Time 6:00 rrT :;o-M rt '^ fr' A-^z �' r0 al ,.'met rnln a,,. ial`20 i _,.a.. � 't; -�' e'? w-y. +:'?..4:"•" (E.�) .� �� W� Volumes adjusted by Growth Factors. Vehs Exited 965 iu Ending g Vehs g' ..IIS 12l�..� -:^,.- .� vQu: r•• '<*'€ GD tedj;Enl Befoee ,,Mi* - � s � I k : Denied Entry After 0 _ ss. m. Era- Travel tsta a(ml)a Travel Time (hr) 28.0 Total Stops 368 V:\08571\Environmental\NB PM.sy7 SimTraffic Report GPI Page 2 Greenman- Pedersen, Inc. ii 2013 No-Build SimTraffic Simulation Summary weekday PM , Interval #4 Information 51art�Tlme �'� t" 3 � " 6 �� .✓ rx c €P tW. k {i .F '�`s,)��, { v` [�'ify." 1 €. ^+ €e End Time 7:00 ! `ME T�OtH�Y�111�1,ems{tmlTi)� .��4a�""=��Sp t.f.:.9�i..3�'utas`_�� "�.. rk""i,3u }�i Volumes adjusted by Growth Factors. Vehs Exited 1597 j 9001197.0a"t, q "TOV Ending Vehs 46 Denied Entry After 2 Travel Time (hr) 51.6 kj,t 1,T,.@ -: arc..�... .. s u.�i TotalJ Stops 938 F EI Jsed�) dl e X 972r u °k$s xG MJS a s u k � a Interval #5 Information 1�$1afT...,�317tT3f����' '��:r��&7¢OO wr°+���6` ��`". ..," .� i �"� Erb. _ -�F�:>•:. ��, 7 a � :,r�_: End Time 8:00 _ g Volumes adjusted by Growth Factors. Vehs Exited 2601 Sting hs � 4wz � wnizFs�� y Ending Vehs 109 d3en�_,,„E7�tryfpf8+� � ��� ua Denied Entry After 0 , .T.� #{ Travel Time (hr) 97.6 Total Stops 2238 t\ V:\08571\Environmental\NB PM.sy7 SimTraffic Report GPI Page 3 Greenman - Pedersen, Inc. 2013 No-Build SinnTraffic Simulation Summary weekday PM Interval #6 Information End Time i'60 Volumes adjusted by Growth Factors. 1 Vehs Exited 2848 a'Staftlgef1S ' .� st 'u.af"1.t09ro ^ e;' w. 3.l4�* ey�" tY tSy �' g`*�s3e:' 2rx'i &.-+vL"Ii-, 5t ��`.a .aj d�•.r ^::i.� -. Ending Vehs 125 o DeniedfrE�t Be(ore�x � � �xi�_r4 t�Rati.s�•*u�"`o�i��tw�."es4��rt...�`:;.3.��sss.��z�3h, �� �&`� u14'����'u�r.��,i:�3fi� Denied Entry After 0 Travel Time (hr) 110.6 ?'-m^w rx-R "* 3}�'ti. it ..., efss^4r xm: i s`3: ^x} Fs' oal�Delay{#�r) , _ 85 ' '_. s� ...�_r�W �.,1,;." h3. t ` Total Stops 2765 Interval #7 Information ��*�. End Time 10:00 Volumes adjusted by Growth Factors. Vehs Exited 2616 1 rths n Ve ¢ X y » & q < R x 9 sr3:y �c.��.., Ending Vehs 91 eni d - { Ent�_ L r Beforess* 0'F �y' � N'T ' or y t + ? � xrgtag Denied Entry After 0 Ura @1 D"ISt'a_70—e-, F 2400 a* r� 3 6 ark kl i nev .. r.=�.w. ems- w. se.S'.L i�' . _. .v...�' LF t Travel Time (hr) 93.7 olai Dela t fjr �' '27r# Total Stops 1872 +a_�.-.....� . .t_.,__Jk.:�.,._..z .- ,p .�. » 's..ae.: _ '..-•'F-...�o-]s�aY..FF:.a�:�4�4tF�.Y,r ..7�H,,.�?^ e:3xV4 r� '�"t V:\08571\Environmental\NB PM.sy7 SimTraffic Report GPI Page 4 Greenman - Pedersen, Inc. 2013 No-Build SimTraffic Simulation Summary Weekday PM Interval #8 Information �tartrime X65 P P1'(1 0© 4 .t y { 4 rF 7 s "su End Time 11:00 TTfltalETiei mm' tR* w. �.6oit4lr'r ixci SrNt "+k+xe :y� tt�- s-rie« yn-� ":h" t� }fib Q Gr��� Volumes adjusted by Growth Factors. Vehs Exited 2529 ,�s ^�'. �S d'a .s`vm..��cl'..vt 'amu+' f.7�' �•"�.; �%.,�s ,.Y�t'd�*2� '�xs, T* .f' .� ��'wc �3."S�.rS,u._'Y kc Ending Vehs 67 -,� � r w( cc § x+w t-r;'�=m•^- .ucS.�" re 'g t , b n �'v^ F r _T• s � b ,rt-§•- �1 �� f'G��eitr�,�vti3.. Denied Entry After 1 MOO�'';'�' Travel Time (hr) 91.7 O�S31�`D f 1/if " +s� iMa'a�^ ,4+«is �,.n�. }?-t xr*=t ";�. 'l� T•.r^-atx rF'yT"p�k 'apP+:y-°"" :7, !'r�fi`.:�'+F�n z ,,, ,S.G�.,Nr�.�yl it,�..)..£a� ��� :.RE.�bx..T��-". . � r.YiS U?„�i�n5� `:�,... r _ .�a ...__' '�xuz...o- 11�"5'••1�:+yaF..,�:._�^i Total Stops 1988 Interval #9 Information End Time 12:00 4a.s.,.,.}�St.a,-. v, �.:«�r.....e..? .�avz:;xv.,�.au �+..ri�ur�'.1,.'��€rtu.<0:.�:.��a�`.f, .___Y"�,s+�-_:'�.. fu e<.i�m�ii;....s.��t�',w+z� s•. ,,. Volumes adjusted by Growth Factors. Vehs Exited 2557 :�- Ending Vehs 89 Denied Entry After 3 Travel Time (hr) 92.2 Total Stops 1947 1 -TYMCI .H. ! TMJ, 4✓'W'n �3-a. L°t'+ b SF TT9"l- �#i Fuel�Usetl�gal)�,� �.< �. _ V:\08571\Environmental\NB PM.sy7 Sim Traffic Report GPI Page 5 Greenman - Pedersen, Inc. 2013 No-Build SimiTraffic Simulation Summary Weekday PM Interval #10 Information 6tart-A- End Time 1:00 Volumes adjusted by Growth Factors. Vehs Exited 2494 Startln am Ending Vehs 111 Denied Entry After 0 Travel Time (hr) 93.3 -cj JLTIy�r� j ) Total Stops 2065 Interval #11 Information End Time 2:00 Q Ltaal T J T Mffh)� tjqj�� ZJLTXIM Volumes adjusted by Growth Factors. Vehs Exited 2629 Ending Vehs 93 Denied Entry After 0 Travel Time (hr) 96.9 MM�M M!W�r M,'j MMWM�_ �'.f MWMQWOM WNWNWROMM Total Slops 2243 V:\08571\Environmental\NB Wsy7 SimTraffic Report GPI Page 6 Greenman - Pedersen, Inc- 2013 No-Build SinnTraffic Simulation Summary weekday PM Interval #12 Information End Time 3:00 Volumes adjusted by Growth Factors. Vehs Exited 2982 + tan tAy T Ending Veins 109 Denied Entry After 0 TAM i .275x1 ,.,:_` a a, ;4sa,P"" " °s.a• ,. ..kcw, yZ' �..k; '`iat �" z 'l � *' x.� {o ,sa >,. Z.. '- 4s .3f 'kC Asa._ s Travel Time (hr) 124.1 L =a--• rx �-p '^" c f dd r�''hs+' ,1"�` m f'? TOSaf De�ayhr) zs_ a ,483 r Total Stops 3579 ue ' gig Interval #13 Information StarqFlmeox s - >-. �A:_ End Time 4:00 IT,OtalVTmg Volumes adjusted by Growth Factors. Vehs Exited 3061 3 Ending Veins 152 Denied Entry After 0 Tf7 e��TS3�'dfilCe fT1l��S re+fi,''':�'•5.2799 Trona ,.�^4" 'fs4 m �sv�,,„} . . 'Su -` �»�,� -c i'T +�If`a.`�F `-eM' .,P''"�s-�'r Lrs�,.y.,--. Travel Time (hr) 126.3 —2 PT Fa'.`✓y ri"5 lT�.,:.if�'j' Yd'4�4 �F � C'P,+$'}tF� �.*¢`9t'-"=' fi ]Pi Total Stops 3365 fue�,t�sed,(gaq�„ .k �.�.i.f 218ti2"4u,i��.'�`�a"' wig �a"��x�i,£ .. _. ._....`e:^'kms..s•.>n,'�"r`.Y�a,4`a�.,. 2... -".x '�3 V:\08571\Environmental\NB PM.sy7 SimTraffic Report GPI Page 7 Greenman - Pedersen, Inc. r� 2013 No-Build SimTraffic Simulation Summary Weekday PM Interval #14 Information S�, .¢- �. � "`a?L���� �n -� -; a.r-�,. re � sur st • w .1 m v. , s, t..n x , xt End Time 5 00 Total femme (min) ak%6i , �trbs 'Q %may i y a-r_�:_ ._S14.xh_�_"4�.�. _. Volumes adjusted by Growth Factors. Vehs Exited 2605 Starting Vehs �"152 m.i.... -5.,.., ve �e^�*x. :zWNr" "^ $ 7rr Ending Vehs 102 nie ed Entry e8 }0(e v t :f � 4 ; tet s oNK ? Denied Entry After 0 Travel>QistSncen(mi) 2366rgo m" u'�Fd.: �'�'"'�zw* g� R 3 zE t axZss itis S M, , ,� Travel Time (hr) 97.1 y� Totafflke a Thr 0 S rv� r o _ws � � ,`u.+, ' Fs4.c: _ MU� Total Stops 2321 !Fuel Used a`I f i78 © " g , n s Interval #15 Information r w StartaT;iine -..-ilv�a4 ..3`- i".' ..,rY. cyx. -T ..c"+... End Time 6:00 dot I Rlln . ro2 n' .3.UZU:r � v k s,..4Fa..a.....� Mg " Auic.a�' Volumes adjusted by Growth Factors. Vehs Exited 3051 x d �.s:a.,_...nr.,:�'kxav_.. _ '�$'at", 2_'41'�9. _�' i,. k$r_. _t'@+�i f�LL L✓k+±�ti;. Ending Vehys 121 PDer31e Wiry Bfe OB A3 as im'gggg s , 7 r i mign t gkggmg Denied Entry After 1 Tr—a eaDist' �dn es-mi s �`. `�,a•" Ls-`+`z�` E,� s (�.�-F_.,..j..c ._�. .eu.e.-Tixir: z�.'i'�'lv. '._S+r ..:. r.,e Travel Time (hr) 127.0 T1tat ottaali SteoYps 3476 Fued aal x e 216 2 a a° F3 .. 4Vg� �...... ". 'Y.... L it V:\08571\Environmental\NB PM.sy7 SimTraffic Report GPI Page 8 Greenman - Pedersen, Inc. r 1 2013 No-Build SimTraffic Simulation Summary weekday PM Interval #16 Information �. X ", r S ✓ w w a i .�htt End Time 7:00 `% F Rts' ?v -Ci°4' f 't� Total Ile (mill)- ': },",ry.r,..� �60`.2,..,i.`i��.. euw Volumes adjusted by Growth Factors. Vehs Exited 3073 ,� �a'kF:x.M'g- 'v �.'°G'' { -sit Ending Vehs 116 Dsnl�'d�ON-1i,"Before k..r% Denied Entry After 0 �Travelistance .�..� Travel Time (hr) 130.0 Total Stops 4007 1 ucj�used,(gaI) v .vt 2�(tv� aF °yre f F"A y £ 3 w T Gn Interval #17 Information End Time 8:00 Volumes adjusted by Growth Factors. Vehs Exited 2659 5 Ending Vehs 107 {�eRIM A Denied Entry After 0 Travel Time (hr) 98.4 ToT 1 a ) �1,, Y( Total Stops 2229 1 V:\08571\Environmental\NB PM.sy7 SimTraffic Report , GPI Page 9 Greenman - Pedersen, Inc. 2013 No-Build SimTraffic Simulation Summary Weekday PM Interval #18 Information End Time 10:00 T g Volumes adjusted by Growth Factors. Vehs Exited 4167 Maq-1MIN S;X 11-97 Ending Vehs 71 grgw,� mm5iga si'eNgwn nl OrT� rZKM� _'g Denied Entry After 0 T Travel Time (hr) 141 2 MR �0, R, M 10—W-MaRR-0 Ma Mm'.—Ha"fei" MN A0,1h MM-m- Total Slops 2723 ffk 6 InAMterval #19 Information EX End Time 12:00 ffi 6:@L C Tame ZERO- Volumes adjusted by Growth Factors. Vehs Exiled 2234 ' M ,S- R579 MsMF-_t5AR Ending Vehs 38 -5 Denied Entry After 0 Travel Time (hr) 67.6 Total Stops 1009 L rs _?OMP V:\08571\Environmental\NB PM.sy7 SimTraffic Report GPI Page 10 Greenman - Pedersen, Inc. 1 2013 No-Build SimTraffic Performance Report Weekday PM 1 : Ravenna Avenue & Route 107 Performance by movement Total Delay (hr) 7.9 0.2 0.6 0.3 0.7 10.2 29.4 0.1 21.9 61.9 0.5 133.9 1Delayll/ehr(s) ? !r yf420. 45z 5r. q 36A;8 675 6_ 59 k_3+222 5351246� xe112 2 Travel Dist (mi) 63.2 1.5 14.0 4.2 50.5 65.6 1745.3 11.2 260.6 3133.1 39 6 5388 8 HC Emissions (g) 26 1 4 1 7 27 409 2 97 800 9 1384 �flassions�g) ,��� BQL�'; ,,�15 n :v15�u "��si��yx167�,� 6�4318848����96�4063�396��`ba460�64933 NOx Emissions (g) 91 3 11 4 14 97 1398 6 280 2298 24 4226 ' ehuCle3E1e7ed * ?67 ;� 16 ' 15© 130 k359t X673 1800111"4, 66..1677225,39144 Vehicles Exited 677 16 150 30 359 673 18015 116 1467 17741 224 39468 1ozldy_Ezj1 Rafej ��28*1 ` 1` se15 28, 7g1 z5� 8139 9 y1t9 Denied Entry Before 0 0 0 0 0 0 0 0 0 0 0 0 MR MOVA to 2: Olde Village Drive & Route 107 Performance by movement ' Total Delay(hr) 12.4 0.3 5.7 14.0 29.8 0.8 63.1 Travel Dist (mi) 133.0 26.5 57.6 1894.3 1672.3 99.7 3883.3 16elsed{9aI)1 � s1�2i , �gy8 1 $56f8 u11 � w� z �e # , HC Emissions (g) 49 3 23 648 525 27 1275 NOx Emissions (g) 152 6 84 2351 1974 84 4650 Vehicles Exited 1224 243 535 17588 17102 1014 37706 -� �s � 'a� � �i"`•ta .vw,.x�.d�p#t+t. a A' r 9.3.x � z�*+ ik�: c ..a"u Denied Entry Before 0 0 0 0 0 0 0 3: Wal-Mart North Driveway & Route 107 Performance by movement Total Delay(hr) 0.7 5.3 0.1 19.0 0.0 25.1 kDelay,,OM � g1 .Ri.;' Travel Dist (mi) 63.3 951.4 18.6 1919.4 1.9 2954.5 HC Emissions (g) 9 263 3 525 1 801 NOx Emissions (g) 17 961 9 1868 3 2857 1(lel icles,ZE to red � � X551 17555 34�8wk7,�fi37 � 1ti7 36 08 1 , "� r � Vehicles Exited 551 17555 348 17637 17 36108 es�,. Denied Entry Before 0 0 0 1 0 1 V:\08571\Environmental\NB PM.sy7 SimTraffic Report , GPI Page 11 Greenman - Pedersen, Inc. 2013 No-Build SinnTraffic Performance Report Weekday PM 4: Main Wal-Mart Driveway & Route 107 Performance by movement Total Delay(hr) 12.9 0.5 15.2 11.2 26.4 0.3 66.6 _ Travel Dist (mi) 183.5 83.9 83.2 919.4 903.2 66 7 2240 0 FuBlsed{gal) €a.ft17243 124m5; 9_ 7$�1 25ni143�� my s4jar `' HC Emissions (g) 53 10 35 123 206 9 436 NOx Emissions (g) 165 18 112 308 648 11 1261 Vehicles Exited 1182 538 1379 15161 16426 1223 35909 Denied Entry Before 0 0 0 0 0 0 0 Dented,';,Ero ry Atter �t�b"5;��•,0�, r'�0��,r �rt0 ��0� a�0 "�,�p��"`<��,- ` , ''� .�` �'� � `� I 1 5: South Wal-Mart Driveway & Route 107 Performance by movement 11111111111 ISBN= Total Delay (hr) 1.2 1.9 16.5 0.0 19.6 Dela�)/.=.0 5�� "`' 3�4`,��3 5��`�'' 4��2,>,����� "�-, ����, ,•--� Y§"`�€t'���" ..AEc Travel Dist (mi) 47.5 472.8 1057.7 1.5 1579.5 FuelUsed(g21j __-„ 32e188120$ 01425tv � ;� � fi _ HC Emissions (g) 9 43 347 0 400 ,I�.4 c r�'�.+ c, b k7t`x."t'�'saT�`s-k �.rr t -».,�+;rg�"as {9)� ?J4 �686 189311y4P 1980 . a ,aaz r s a5 NOx Emissions (g) 21 70 1281 1 1373 Vehicles Exited 1108 16524 17104 24 34760 tato ry,EmiiateF 46 689 7311 X14'48" m r Vis§ , .s.....x.? .,R'�. r kms, ? „n � a.,-P..s*Wb h ' r, r.e6 s- Denied Entry Before 0 0 0 0 0 D�nred En ry fiat+,�'",��Y•p�i���0°�^srOrt"` �=�•b}r�ya��^��,�` ��a ��. -�,ra=�$�:�- sic- 6: Meineke Driveway & Route 107 Performance by movement Total Delay (hr) 0.1 6.4 6.3 0.0 12.8 Travel Dist (ml) 2.9 1761.2 503.1 0 5 2267 7 =U1, ((gal)xr � rQ:2 06 i 59 g Or 1�65u7 t z a L� 2, �� 4 HC Emissions (g) 1 249 163 0 412 CO Em S.�°rn g) �9 1�1A28'�8 MEM101 f. NOx Emissions (g) 1 645 632 0 1279 Vehicles Exited 117 16561 18203 18 34899 Hourly Fait Raie r 690_758. 1 jr434x x _Tt = 'k METRO �- Denied Entry Before 0 0 0 0 0 `Dented V:A08571\Environmental\NB PM.sy7 SimTraffic Report GPI Page 12 Greenman - Pedersen, Inc. ii 2013 No-Build SinnTraffic Performance Report Weekday PM 7: Fa s Avenue & Route 107 Performance b movement Y Y Total Delay (hr) 5.8 1.6 4.4 25.7 94.5 3.8 135.7 Delay/Veh(s) sr 30 1� 1520M8 59 9 4 `;18;? ,x k ` Travel Dist (mi) 117.4 62.3 123.1 2557.5 5520.7 246.9 8628.0 HC Emissions (g) 30 13 30 354 612 28 1067 NOx Emissions (g) 91 34 78 763 984 41 1991 Vehicles Entere �� �M�694, �;368��' 758�j57,13�1�555�' '�753�35841� �,""` �, rra, �� �;�;k �=�y�J_ Vehicles Exited 695 369 758 15718 17571 753 35864 Denied Entry Before 0 0 0 0 0 0 0 Total Network Performance Total Delay(hr) 539.1 _ tiDeTE *S $ £# Y .��6Cs Y f M r ° 1 Travel Dist (mi) 42079.5 HC Emissions (g) 8584 rF r x: m^svmr O Eli (g) NOx Emissions (g) 26880 Vehicles Exited 45898 "..R. r r< i.•« h .& 1Y � .Y w'. r°t�+wir"{x-irq-'°�.v 3��'Fa. � 33 we4` , Denied Entry Before 1 V:\08571\Environmental\NB PM.sy7 SimTraffic Report , GPI Page 13 Greenman - Pedersen, Inc. 2014 Build SimTraffic Simulation Summary Weekday PM Summary of All Intervals End Time 12:00 Time Recorded (min) 1440 1 71 #of Recorded Intvls 19 f�olume jouratstfror� y.a08571Environmentalt08571 PIy1 Build Volumes csu-'.-data ftle(s)� � � Volume date = 5/30/2008 Vehs Exited 53157 iartirlgYEhs�� � ,r-k:1W5 '�� � u.�"r�s'4 £a Ending Vehs 53 ;erred Enter Befo(Eie� t� ril wrf t a" st y gr ry Denied Entry After 0 Travel Time (hr) 2252.1 Total Stops 76686 Interval #0 Information Seeding �' �tartTTrne���-_ d-57"��`,���r �s•;����F �� � �,m. ���, �: End Time _ 12:00 TotalTiine Volumes adjusted by Growth Factors �tortlatawre roc }d d hrs rite eP' , ' FOR - Interval #1 Information Recording End Time 2 00 Tb at I T ml e=m 9 "z? 120 ct �s'�• r `' ����r�'���� x�ve���„s-r 3' `���._," Volumes adjusted by Growth Factors. Vehs Exited 952 Ending Vehs 14 E,falle 'E. i„M.°- FAR- ��sMuft Befo_g - FRED, Denied Entry After 0 Ira e DsaT n (ini" `° Travel Time (hr) 25.4 ' ' �f0-`tal-D Ayer(fi „-�8 ` 1 �" ..�--' .i3"s Total Stops 462 eTl7setl.(9a7)'` � 47 a r fr h a . �'. F `NSNN M T M=KM " V:\08571\Environmental\B PM.sy7 SimTraffic Report GPI Page 1 Greenman - Pedersen, Inc. 2014 Build SimTraffic Simulation Summary Weekday PM Interval #2 Information Start End Time 4:00 Total T�mer(mm) n_ ` .a •x. ,. Mr_ . w,� nan . _. �t ter ... �� Volumes adjusted by Growth Factors Vehs Exited 472 Ending Vehs 2 t�enled-Etry Before`"` ,�'S wK'r ' .',5� r+' HI� , rr+r �e.�t`' �:arv•R.-rs�..4-s '.7"i ae Cs,.nxrtx-.!" y. ,_j'� ¢ _ Me Denied Entry After 0 r.u*x. • c,c -�., i� rz^-y4 '+:s Sin o is�^'= }+�" A r x 3r'.c v V t,� z �. K; v. Travel Time (hr) 12.3 �TOtalrD�elay 0170$ s 3} f ida 1 q agi 5 s kb �nSv�T .oA190 Total Stops 190 tC-z'- a s m�-- r iM�E2) ✓ 'v � V �,+°.�.*a tz• "w,r fix. :. �''.EJ€..-f""^ .�'# ��� Interval #3 Information ONE Ime End Time 6:00 t:w..a2cx�.c .,.ew s.f,+�' 1.>•.3...,,-*it-r�,�_a'�23ese��'3':.5.,,., s:�� .z,_.,�i��.3ki�,. Volumes adjusted by Growth Factors. Vehs Exited 1037 Ending Vehs 19 ,x+.....v„.�,X�aS.'at.�u:,..,a.. �, w-�S.t..w'.��-,s.��,�uz:..•.ac.��z> =-.��ti�'.�,L, �fimx�t=z�..^,: '���`.S�atkz,``-._r Denied Entry After 0 ITe1tDigta emi) �'a, v _�_�.�. t.-.� Travel Time (hr) 29.1 t s.owx 3 �2 ',}a'ix'>E.c r.ai'Z� t� f•,*4 a -w�.✓d �' �wttYhS+�i � Y �f� J) l. Total Stops 474 am�- a.p--m-.,-.r--p ar- ..v Y �b< r � w^ •M� � ita� �� - t.�m. :. .5.,.»aa:�s •.t.7..�te5w�'i�w.: tits, a.,e. .. stns c:_ ¢^• ._ �_ <__ �.i� i V:\08571\Environmental\B PM.s 7 SimTraffic Report Y P GPI Page 2 , Greenman - Pedersen, Inc. 2014 Build SimTraff ic Simulation Summary Weekday PM Interval #4 Information 777K, 6 00 3 End Time 7:00 Volumes adjusted by Growth Factors. Vehs Exited 1920 14 au-.""�- z Ending Vehs 88 Denied Entry After 0 Travel Time (hr) 67.0 F-0 R 1= Total Stops 1476 Interval #5 Information faqt1TyKeEA End Time 8:00 Volumes adjusted by Growth Factors. Vehs Exited 2968 tartm Vehs- 'F �ggm 02�4�w-� "Ho gg� ---M M -f�ZMME Ending Vehs 144 Denied Entry After 4 Travel Time (hr) 114.4 Total Stops 3163 V:\08571\Environmental\B PM.sy7 SimTraffic Report GPI Page 3 Greenman - Pedersen, Inc. 2014 Build SimTraffic Simulation Summary Weekday PM Interval #6 Information S End Time 9:00 Z Volumes adjusted by Growth Factors. Vehs Exited 3261 s Ending Vehs 166 ii�'V —g Denied Entry After 0 -M -n' Travel Time (hr) 143.4 Total Stops 4994 14-J: Interval #7 Information ,g E igi' Mas End Time 10:00 Volumes adjusted by Growth Factors. Vehs Exited 3137 Ending Vehs 129 P k, Denied Entry After 2 ROMUMMYI ir Travel Time (hr) 128.4 Totalw q Total Stops 3818 QQ N Ap 2A V:\08571\Environmental\B PM.sy7 SimTraffic Report GPI Page 4 Greenman - Pedersen, Inc. 2014 Build SimTraffic Simulation Summary Weekday PM Interval #8 Information Mart Time 0 00 ........ -'T End Time 11:00 M, Volumes adjusted by Growth Factors. 1 1111:1 Vehs Exited 2907 ONNINEV Ending Vehs 97 Before Denied Entry After 0 MET1 4 I ceffl Travel Time (hr) 109.2 -eTOUtqLff-!ae;y-1'(JTWW-z <' f 11 YK 'S"Ir Total Stops 2844 v, M Interval #9 Information go aqvi n'73mo-w End Time 12:00 Volumes adjusted by Growth Factors. Vehs Exited 2965 Ending Vehs 110 Denied Entry After 0 Travel Time (hr) 112.8 Total Stops 2903 V:\08571\Environmental\B PM.sy7 SimTraffic Report GPI Page 5 Greenman - Pedersen, Inc. 2014 Build SirnTraffic Simulation Summary Weekday PM Interval #10 Information Start Time x + 12 00 '7117 End Time 1:00 Volumes adjusted by Growth Factors. Vehs Exited 2930 Ending Vehs 128 OLi In fed'9k Mi "M"� -'� --r, j'�� 71 Denied Entry After 6 R o Vf Lai Travel Time (hr) 115.5 �fBt ON Total Stops 3100 r'� _2 MNSUaDOW, Interval #11 Information Start CCrtJ—TiKe End Time 2:00 LE 1-6 . ..... Volumes adjusted by Growth Factors. Vehs Exited 3073 Ending Vehs 105 Denied Entry After 1 Travel Time (hr) 116.4 ITP Total Stops 3131 duel lisedt alpA w V:\08571\Environmental\B PM.sy7 SimTraffic Report GPI Page 6 Greenman - Pedersen, Inc. 2014 Build i ' SimTraffic Simulation Summary weekday PM Interval #12 Information Mart Time 2 00 °k , End Time 3 O0 Volumes adjusted by Growth Factors. Vehs Exited 3421 OStartmg �_x, Ending Vehs 208 �>- J Denied Entry After 3 M rayel 6-2- Travel 2 Travel Time (hr) 179.2 Total Stops 7801 uel l)seii a� x 459 9 * u a g o , Interval #13 Information End Time 4:00 Volumes adjusted by Growth Factors. Vehs Exited 3510 F Start ng'Vehs n z 08i°map 4 _ "...1 p y? s y ' A k :L7g Ending Vehs 205 Da�..eard���a._a..z...�•'�' R"i" n :�,�. .+'aa.-,�`^a a.n "a'�?�� x.�.��.�, r. _ ,��US�"�ca,.a�....95'-.n.v.,k�'f-"f;�..� a.a.�= .:..s.> �`„ enied Entry After 3 sz_ r 'ate a�""S 'i.+t .*.. ��"�+Yvv..�-'�.r�5.a��,_�.;,,r'�:};,.,.r .1.hi'o'fxz ,.a-&i,voe ?,e a-. N-�_» •r� �:,-.�nt3�mh»�._;.. � +F .kzi Travel Time (hr) . 212.6 T4fltat+Delay{hr) x x,26 2 ' , mss$ T � fi r9 6t L° x' -u iuT�`+vr• 'c + Total Stops 10731 FUeI ed (gal)"' 1 V:\08571\Environmental\B PM.sy7 SimTraffic Report GPI Page 7 Greenman - Pedersen, Inc. 2014 Build SimTraffic Simulation Summary Weekday PM , Interval #14 Information End Time 5:00 �TOtal Tame(min) 7s a 6l) eiB t 5 Volumes adjusted by Growth Factors. Vehs Exited 3096 Ending Vehs 114 6enledrEtryBefore Denied Entry After 0 Travel Distance(mil) X2691 �_� ;S �� � e �" I e r i Travel Time (hr) 13,4.3 i.»�vt_ _.. r Esit,a �-..c°..�:...... ...... s...�a v._�._'.Lv"tns_,.fiG * b: ✓�.�.���4�,u.fiw ., 3 �, i K t :: Total Stops 4728 Interval #15 Information ilartT�me,,-,.xc. .- End Time 6:00 .r i 5 60 kb 1xS+.DIY .tea i rr: �iOtal�lr'.'-lila{min� ..:,.�'�'di."rr:,�. J�.a.�... .xfi_..,.z„' '�s._,,:v:i ra"sP�;. � Volumes adjusted by Growth Factors. Vehs Exited 3442 ,5#artang Ending Vehs 197 _ Ow ry fvy .h,.., „...� .��; - ° .'u;r ,u'* 'r'�4 -'1, a h X4 a� ,wr-,� emed,Ent Before .�� , �� � � ,n , �„� Denied Entry After 0 I(ravel Dfstan�e (mi ,w 3079 ,r � 2� ,. k _ � �. J� r2,�,x.fU�`..t . 3�aucY W.,LL w3�v`�:�.3'E16_SfC..bAi a�=?t.,W� �.� t�' Travel Time (hr) 165.1 g m� rtr g 3 �ax'�- � �''�I.s �v 5i1' , cxa��1�W s� y Total Stops 6572 noel Used al t� , 55 7 _ a r 3r.meg r r r er t �� . . __ (g �.. :.� a z d,.ti. -rt•r. r 4rs,.n”. �G .Yn v'..os. Rrrs 5:.; #iAzk' r<= 1 i V:\08571\Environmental\B PM.sy7 SimTraffic Report ' GPI Page 8 Greenman - Pedersen, Inc. I , 2014 Build SimTraffic Simulation Summary Weekday PM Interval #16 Information -- End Time 7:00 fi3Otal TlfTle�(min)yam'x�"` &.-60� s z g3" int x'1 a �� .x�ro Volumes adjusted by Growth Factors. Vehs Exited 3472 _ SOtarting Uehs k Ending Vehs 188 0e rn ed Entry Before Denied Entry After 0 Travel Time (hr) 198.5 tTotal Delay(hr) 1>12'6 . . s4 Total Stops 9592 :r Interval #17 Information �tart�Tlme�� 5O,zw > .'�r�r�.�.�..��, " °. �Y,a �o�, End Time 8:00 ti:Avu.a�- 1 Volumes adjusted by Growth Factors. Vehs Exited 3140c 9tartingVehs,tr Ending Vehs 106 behiedEnt Before � .u� Denied Entry After 0 IfraV��IStanCe Travel Time (hr) 142.0 Total Lela (hr) u,X64 4 r Total Stops 5323 I 1 V:\08571\Environmental\B PM.sy7 SimTraffic Report GPI Page 9 Greenman - Pedersen, Inc. 2014 Build SimTraffic Simulation Summary Weekday PM Interval #18 Information End Time 10:06 Jt- [TotalrTlme Volumes adjusted by Growth Factors. Vehs Exited 4684 OPVehs �4wa '� -=106 ._ gam.. .... �-'.L, .;=..�n.a. Ending Vehs 80 .^ .r h r s Te, .7...r— �e711edntry!Beforel 040_ — ' Denied Entry After 1 _ q CERT DL484 C2i Travel Time (hr) 161.4 Total Stops 3782 Interval #19 Information tart ix� Ttne End Time 12:00 TOtai Volumes adjusted by Growth Factors. Vehs Exited 2770 7a480 jgL Ending Vehs 53 g enled Ent a$efare 1 J x p i?PoN x yRa 3a S Denied Entry After 0 Travel Time (hr) 85.0 (Total DelaYs(I1F) '!� �sstiTr f v"17 2 3 ,�'," s' "'� �" '> 3� w�wi�7 kK��`�r�Ts�€• ,��i�,-.�� € , .Z�; Total Stops 1602 t uel ljs2d (gal) �; V:\08571\Environmental\B PM.sy7 SimTraffic Report GPI Page 10 Greenman - Pedersen, Inc. 2014 Build SimTraffic Performance Report Weekday PM 1: Ravenna Avenue & Route 107 Performance by movement ' Travel Dist(mi) 58.5 0.8 12.5 5.8 51-3 59.9 1886.4 12.4 266.0 3396.3 34.5 5784.6 r-el U esU tlK(gal) 7 7 ' 0 14 Q&xs28 3150x6 y ,,A 7 29 3249 3 _ 2�I a 452:5 HC Emissions(g) 24 0 4 2 7 25 430 3 99 841 8 1442 O E ssion fig) :699€ ,12" 135y29 19,353319321�� X100 CdA 43;40766 z x`429,66359 NOx Emissions (g) 85 2 11 6 17 87 1480 7 280 2399 21 4394 �/ehicles�Entered.�, � 62fi 9s �134�;, s365tkx 6a6�,.19465� -129 ,1497 19220,� ,�196'42298 Vehicles Exited 626 9 135 41 365 617 19469 129 1499 19222 196 42308 Denied Entry Before 0 0 0 0 0 0 0 0 0 0 0 0 2: Olde Village Drive & Route 107 Performance by movement ' Travel Dist (mi) 136.6 22.6 63.4 2043.6 1820.4 99.2 4185.8 gueffl sed(ba ��15x33 t,11 "(:7t 6226 2 x30)16 8 a r t HC Emissions (g) 51 3 26 716 538 26 1361 NOx Emissions (g) 158 µ5 92 2554 1967 83 4859 Vehicles Exited 1259 208 593 18965 18615 1009 40649 WAK,'Pzit Ra e f � 52� 9".fit¢z � _. i� 778 3 42 d�9 a4-`n a� Denied Entry Before 0 0 0 0 0 0 0 3: Wal-Mart North Driveway & Route 107 Performance by movement Travel Dist (mi) 112.8 66.6 1040.8 20.6 1910.4 173.1 3324.4 N Use3��'ga7 FY I' 9 HC Emissions (g) 26 10 400 5 493 48 982 NOx Emissions (g) 63 21 1557 17 1524 140 3321 Vehicles.Erutered 1035yx 580, .18955 373 1Lq:54�„1594,"AU091 ,_ k > Vehicles Exited 1035 580 18959 373 17553 1594 40094 Iourly E it Rafe; 43x X24 X903 16731 66" 16715 Denied Entry Before 0 0 0 0 0 0 0 r r V:\08571\Environmental\B PM.sy7 SimTraffic Report GPI Page 11 Greenman - Pedersen, Inc. 2014 Build SimTraffic Performance Report Weekday PM , 4: Main Wal-Mart Driveway & Route 107 Performance by movement low Travel Dist (mi) 527.2 442.1 203.7 877.0 925.3 93 0 3068 4 , HC Emissions (g) 165 80 85 156 323 24 833 NOx Emissions (g) 444 185 229 434 974 68 2334 Vehicles Exited 3401 2836 3378 14455 16912 1712 42694 Denied Entry Before 0 0 0 0 0 0 0 OenledkEntryAfter : e.0 r w0 e`er 0 r t 0 70q OtteOaa r5' 5: South Wal-Mart Driveway & Route 107 Performance by movement Travel Dist (mi) 509.7 1221.7 1731.4 uel lJsed(gal) K `'719'8 194 5 x 214 3�» TIE. a.� s-.;3 ,x� s • HC Emissions (g) 52 602 654 v- O NOx Emissions (g) 86 2239 2324 4 y, Vehicles Exited 17820 19938 37758 dourly Exit Rate " t., 7 3� „ 831 1573 a Denied Entry Before 0 0 0 6: Meineke Driveway & Route 107 Performance by movement , Travel Dist (mi) 2.6 1900.8 554.9 0.6 2458.9 HC Emissions (g) 1 278 206 0 485 NOx Emissions (g) 1 724 738 0 1463 Vehicles Exited 105 17876 19892 20 37893 21' k' C` a A` lY ♦� ..L"..1 3 3 d �3 Denied Entry Before 0 0 0 0 0 V:\08571\Environmental\B PM.sy7 SimTraffic Report GPI Page 12 Greenman - Pedersen, Inc. 2014 Build SimTraffic Performance Report Weekday PM 7: Fays Avenue & Route 107 Performance by movement Travel Dist(mi) 144.4 68.8 129.1 2744.4 6032.5 287.2 9406.3 6Yef1Js'ed (gal)x +a �1114'0 4 7 10>1 143 7x354 rZ,�e X16 653 7 w , HC Emissions(g) 39 15 34 388 843 40 1358 NOx Emissions (g) 117 39 89 824 1529 69 2666 IUehicles:Entered 853 s 406 ...?795 16862 :19131 X875538922 ti" ` z Vehicles Exited 853 407 794 16874 19155 876 38959 ' dourly€xit Rate k 36 a 17 33 „703 �98 � 371,623�ry n # a Denied Entry Before 0 0 0 1 0 0 1 Total Network Performance ' Travel Dist(mi) 46889.4 Fuel Used(gel) � ��3672 4 z r k 7� rrti f HC Emissions(g) 10376 ICOEm�sswns(9) ` 14TB0�1x „ x �!�'- 6.. � t�f„Fa+. ,1 M.x��a- E.3v,.0.:..a Yr., ... F�{�J � £.rte i:^�a s.u�t � Y�•.. NOx Emissions (g) 32137 _ sV�ehicles Exited 53157 Denied Entry Before 1 ► i 1 1 V:\08571\Environmental\B PM.sy7 SimTraffic Report GPI Page 13 Greenman - Pedersen, Inc. it �' 2013 Build Mitigated SimTraffic Simulation Summary Weekday PM Summary of All Intervals End Time 12:00 1 Time Recorded (min) 1440 Lm_c.�wk , : .l __. ,_ 4u ._.d.a,� t . • c #of Recorded Intvls 19 LV- Volume Volume date 5/30/2008 Vehs Exited 53145 �tartingUehS1 x` 130 _ z!S s f Ending Vehs 36 �•<x • n,�- , E Dented Entry After 0 ' Travel Distance.(m!) Travel Time (hr) 1990.7 Total belay(hr) ,tp < a, fi' 680 2 ,. - An •�. <u` +s;;�r , "«, r ' s-X .spm ; Total Stops 51915 �:ugl Used(g�alj, � 3588 9 Interval #0 Information Seeding CStartTim'e " a 1'1 57 t„ �� r ,, � x x x iu— a.. = 5 __. _�'r K_..i5.�.„,.5�� � ... .� . a-o._. s ,.. .,_-.. _.+.-.watt_.� k�,k,wm Y :.�. :._�3. �......_,uu,.,.�r,.:.`m...� .�` . End Time 12:00 Total,Time(min){. 3 c , Volumes adjusted by Growth Factors Interval #1 Information Recording e Start�lmert' .L..r_: End Time 2:00 ' MWTota101m�e(mm� ._...e._.s Volumes adjusted by Growth Factors. Vehs Exited 957 Ending Vehs 10 Denied Entry After 0 Travel Time (hr) 25.9 Total Total Stops 400 Fuel used (gal) , G 47 6 °' -x V:\08571\Environmental\B MIT PM 2.sy7 SimTraffic Report GPI Page 1 Greenman - Pedersen, Inc. ' 2013 Build Mitigated ' SimTraffic Simulation Summary Weekday PM Interval #2 Information Start Time 2 0- End End Time 4:00 �Otal Tlm� (min)� � � s �120�"�..�s. t acx.. jy -tr��" � z e1 d"s✓ � 'd,� r il .. Volumes adjusted by Growth Factors. Vehs Exited 429 StartingkVhs" Ending Vehs 7 Denied Entry Entry After 0 Travel Distance(f111) a 382t *F-y r AM I lziww Travel Time (hr) 11.4 Total Stops 152 uel used (gat) .a' r. xt '19 s4it .Ftv . r„.vim r4} kxTM Interval #3 Information .p.�O©�J �:�..Y...�.:,,r�'ri End Time 6:00 M MIM 2r#0.`^ d.e... Volumes adjusted by Growth Factors. ' Vehs Exited 1047 taTting t-VehS�� Ending Vehs 11 gemeii» ntryBBfOfe ;t0 dam? rt ka s Ms Y�$ss G i ..:..+. at hfi .9" Denied Entry After 0 of x .r-:,--cmw-sf t n rt 't p""7` 'r3 e'3�€ -My ,ro,.,� 'Lag^^- ..nzrrgq�,y ..s-JT r z=.. r F'sa3D"D15tanCe,(ml) �,.R...�-���'9y31 -wt,..x�� x w.w,`.,*-...:,x;,..+:��....:rs 'b.�:--z 7:`�:}a..f 7`�..'�i.;�.K2�L�, Travel Time (hr) 29.1 Tt0211a ! Mat Y' ! n 9 ^ y s xe c m [ �. Y( ) $ * tom "r fiJ � Sr. Total Stops 450 V:\08571\Environmental\B MIT PM 2.sy7 SimTraffic Report GPI Page 2 Greenman - Pedersen, Inc. 2013 Build Mitigated Sim I raffic Simulation Summary Weekday PM , Interval #4 Information �tart`Time g 6 00fz + End Time 7:00 ��Ot�I�Tlmes�min) :' •.`.�."..�.u...�u��� .,.,- ,e ua:u � :as . _S.; .. �.� ._.._a» °', ..,. ,. � Volumes adjusted by Growth Factors. Vehs Exited 1897 , yy;;cc pp� Ending Vehs 85 emetl'E�tryBefe % Ota zgr � " � :' C "� f 4 r 4isLv_._<a.. «r•e._,.r. ��,. _k.,.. „�..s...,w,-...._.,:: .Unx,-.w: Denied Entry After 0 is a.s 2wYNa d d.'1- Travel Time (hr) 64 8 fatal �etay(hf) k�} rt18i_ a� &ir 4nF �a fes# P s �4 v Total Stops 1424 k el Used al 129x01 X ��;g' a ; s, . ._ ., , , ..t. .': x, Interval #5 Information .� rit''TIln.@ + 7goneva, !OQg End Time 8:00 T } OtalTame(m1y' # e i�p. Volumes adjusted by Growth Factors. Vehs Exited 3034 , S N' VelaS; Ending Vehs 118 DemFCO Entry Before a n p 7 «, a q + > ' wky e '- v.. +�'+`�„�t :. ,....t �c...w;,.. ase +n....pA47 e,. v i''r" �.-..S,a 'zr �t ' 15�..".c� Denied Entry After 3 NOVA DI$tanC ._ .._..: 1.„_�+1t, Travel Time (hr) 115.3 TOtaP+Dela hr 3a mr t � a r� ki T t a xr a s � .. 7mh Total Slops _ 3�0�24 uel,USe(1 al � 2V0`0 v V:\08571\Environmental\B MIT PM 2.sy7 SimTraffic Report ' GPI Page 3 Greenman - Pedersen, Inc. 2013 Build Mitigated SimTraffic Simulation Summary Weekday PM Interval #6 Information Sp End Time 9:00 Volumes adjusted by Growth Factors. Vehs Exited 3312 j7 to -ti Ending Vehs 121 Ob-R&&Pf 6'-,b&erg 10"g-2muz Denied Entry After 0 IT kr'A Travel Time (hr) 131.7 a— Total Stops 3558 Fuel ON Interval #7 Information End Time 10:00 To .iE 2-3 1 - �ffia-1 T--fq 6)NMi� 4;`" Volumes adjusted by Growth Factors. 111pl%lig Vehs Exited 3057 1k m Ending Vehs 116 Qe:nKid C Denied Entry After 0 Travel Time (hr) 115.7 Total Stops 2961 Fae-I]i(J 26-8� F�� V:\08571\Environmental\B MIT PM 2.sy7 SimTraffic Report GPI Page 4 Greenman - Pedersen, Inc. 2013 Build Mitigated SimTraffic Simulation Summary weekday PM , Interval #8 Information Start Time ._. End Time 11:00 ROtal Time mr� I Volumes adjusted by Growth Factors. Vehs Exited 2896 , Ending Vehs 124 Derated Ent ,B ore € a dQ m 5 g �N x�4 � r2et •ra mI tk,,..o..,.k". ry� saGCt<.�'f exp=',� .L."t!iv . 9'$9C✓v,"Ju,.r...m..�...,..,�, .c.. ts �.. .^;i-� wl.a6-�a.,,.a __ .a.: 3�.�. zS_ ,�. Denied ravEntry After 2 a3 vt ml);€sF Travel Time (hr) 106 9 Total Stops 2666 Cruel Used (9af) ; a `t 2024 o-s` !„ ��� Interval #9 Information .'"fav�..n�:.-. .�(�Mt�r...�e.;�1t]O..h�..�.z.H.� 3. ..Y'.�+ �'� ��._�.u.� .cul'.EE`. SR�S.[`yR•P�ii.._iSNi� 4��,..:�3..2, r.M1tre3 _LA'�,lY...-r..i End Time 12:00 Total Terme' (_ ) Volumes adjusted by Growth Factors. Vehs Exited 3068 Ending Vehs 94 h '�,.p 3R F0$ YM k #..uE” i'- r�enled�nt BefOFe +d � ei'a � 2+ •ry 'v,� J s''r d �. ,�-q�T� b l .n Denied Entry After 0 Travel Time (hr) 115.6 �r' max nn `f^'ni, Zl i` � Total Stops 3078 Kuel Used{gal �.�'� _207t2�T ;�, .a ;� . `"�. � ��.•.:�T.' - .�. �.�( df.�.�_;,£* � _ ,. ! _ - ��x � . V:\08571\Environmental\B MIT PM 2.sy7 SimTraffic Report GPI Page 5 Greenman - Pedersen, Inc. 2013 Build Mitigated ' SimTraffic Simulation Summary Weekday PM Interval #10 Information Start T,tme 12 00 g£, End Time 1:00 7�TzK'ha..sTMa '- w*co,, �u -��}.�.......)_..i.Ra.K..c�..... .4.... a'S .°f:�. Volumes adjusted by Growth Factors. Vehs Exited 3006 tarhn 9 .-,.'�'R� � � .r�`o-,� ` 94 tz�'yyx^•v. �.�rs�'�AY c r f�,� ff ��� m�ri w . C" 8 5'^�^' s c�'tS :!tea �' Ending Vehs 107 .r erredEnt �O.�sR��,is`.a,,...���,' >....... ... Denied Entry After 2 (Tra el Distance(mi) �r 2634 -„�� �«� ��°�` � �.P �.� ����.�:" � r��`' �•� ��^ " Travel Time (hr) 110.9 �TotalLDelaY�( Total Stops z 2832 Interval #11 Information Ptar�t 7'Jq � End Time 2:00 f'i.u., ...Rv,esa.�uu�sav-,:. �..srsv atiS 4 �.:ww,r.:e�`•u..�6. ...,.E 'CP'3'ss�x w x,:L�.�n .i+�,.�r g�s..X: r;�w.«�.a..�=r,G�„�,.L.�. �.> :�„�.v�"��i... Volumes adjusted by Growth Factors. Vehs Exited 2963 Ending Vehs 125 6e ted —R fi re , x�r¢r 2�� : , ,un � ,-' } v. ... 5..'it s. 'F'' ,03"" `� x, - h ..,<• '7`+S �t'M 'F Denied Entry After _ 1 )�t4,w.�I$ta��i.r�r.iTll� : '�' ,..-b. bac"-2,k, �:i,;�... '��.�wuei�..-Yk-�.- te.�=�°3.,uv4:..�.._.'zr.w,-SNc✓ - ..gam-: Travel Time (hr) 110.7 .7 ac.(,{ � w , rte. Total Stops 2817 duel Used"(rgal) t#� rz .. 210 3 ' aXb x TON V:\08571\Environmental\B MIT PM 2.sy7 SimTraffic Report GPI Page 6 Greenman - Pedersen. Inc. 2013 Build Mitigated SimTraffic Simulation Summary Weekday PM Interval #12 Information --7 OR End Time 3:00 (Total Time MAY Volumes adjusted by Growth Factors. Vehs Exited 3465 �ffida-' Ending Vehs 154 Denied Entry After 0 VOR )-l"AYN, Travel Time (hr) 144.0 T- Total Stops 4366 Interval #13 Information ONO EROL'4 KKL 70N- End Time 4:00 LTfflaf-�—T-ffi Volumes adjusted by Growth Factors. Vehs Exited 3498 Ending Vehs 139 enj. I Denied Entry After 0 M-NMIM-DOSIC Travel Time (hr) 151.9 Total Stops 4951 7 V:\08571\Environmenta]\B MIT PM 2.sy7 SimTraffic Report GPI Page 7 Greenman - Pedersen, Inc. 2013 Build Mitigated ' SimTraffic Simulation Summary weekday PM Interval #14 Information 6tart Tlme t 4 00 " End Time 5:00 Otal Time min yx a 6() , � i d c x r sr ss _ Volumes adjusted by Growth Factors. 11:11"i I ' Vehs Exited 3030 6tartingVehs w r 139n t .� 2 kr :e ` x + ' Ending Vehs 107 benledfry BefOfes r"y "r n0 + 19' ".y;,'Y' 'N`�r+ ,r ,r_ -t rsr,r fir.' '3 r: ..-M^Y'r Denied Entry After 0 Travel Travel Time (hr) 113.4 Total Stops 2960 Interval #15 Information i ,$tall Tlme End Time 6:00 tl 04- k",.,. �`t�PTI ' Volumes adjusted by Growth Factors. Vehs Exited 3506 Starting;vVehs„s'•�,����s t107s Y t'"xej.�.r ��-�;xyic. '.y,L.r .,i��} i'"`.h'„.a` 'vuV� `'_�"� i'Tac`'�, :,�.. .`a Ending Vehs 138 Denied Entry Before P OF ,.,t r x o s x� N Denied Entry After 0 F Travel Time (hr) 142.1 Total Dela hr r ::56=5 w 4 N y i i x Total Stops 4101 Uel US � al �. .�� `� , 482 ���ti a^'= �.r'i,�r � cEx ,r t�� CP g`—E,:x*��+ �t•Tp�n s� � y„ V:\08571\Environmental\B MIT PM 2.sy7 SimTraffic Report GPI Page 8 Greenman - Pedersen, Inc. 2013 Build Mitigated SimTraffic Simulation Summary Weekday PM Interval #16 Information Start me ;5 L End Time 7:00 Volumes adjusted by Growth Factors. Vehs Exited 3413 Ending Vehs 131 en�ecl Entry,OeRr Denied Entry After 1 Travel Time (hr) 136.0 Jm" '15 PiLra�yj -'x— i�Z L iL; Total Stops 3723 V10-0-IM11,14 'R Interval #17 Information End Time 8.00 Volumes adjusted by Growth Factors. Vehs Exited 3198 p;r -2 Ending Vehs 100 Denied Entry After 1 Travel Time (hr) 121.4 TRW Delay(hr),IT N�-`-' N' 3 yb a Total Stops 3116 -V V:\08571\Environmental\B MIT PM 2.sy7 SimTratfic Report GPI Page 9 Greenman - Pedersen, Inc. 2013 Build Mitigated SimTraffic Simulation Summary Weekday PM Interval #18 Information 7 End Time 10:00 Volumes adjusted by Growth Factors. Vehs Exited 4673 Ending Vehs 76 Denied Entry After 1 Travel Time (hr) 160.1 Total Stops 3626 NA: Interval #19 Information End Time 12:00 Volumes adjusted by Growth Factors. Vehs Exited 2696 Ending Vehs 36 Tq7h=eq;,'—gritryBefore � 1� u r4 s ��. .d .t zt S a .0 .a i..r s -f x d'G L,�.�a�,ar E �- ,.iWy_ r.. - Denied Entry After 0 = ra\( Travel Time (hr) 83.7 pi��mk 17D AM 01�='W'86" Total Stops 1710 rMe�AJ V:\08571\Environmental\B MIT PM 2.sy7 SimTraffic Report GPI Page 10 Greenman - Pedersen, Inc. 1 2013 Build Mitigated SimTraffic Performance Report Weekday PM , 1: Ravenna Avenue & Route 107 Performance by movement Travel Dist (mi) 61.1 1.4 12.9 4.5 50.5 59.9 1877.1 12.3 270.0 3382.7 35.7 5768.1 ugll &eif{gal), ? 82 02+, a1K , :sapg25� 85 �49?�06 �29625`�O,ti2�2456;7 Fuel Eff. (mpg) 74 81 11.2 100 200 70 126 19.8 91 133 165 126 @g-SSto S(9)� 25r 1, 4t" _ 1 :w +7 26 %3_fl 2 ? 99�a E815� _ 83 1449 CO Emissions(g) 747 16 141 33 162 615 19207 66 4167 41302 430 66887 NN.EmssionsZ% k $i3 y ' 110rtF +7 ?4r X99 1456 ; .5 270,`' 2462x22 X4436 Vehicles Entered 654 15 138 32 359 616 19370 128 1517 19139 203 42171 Eatedu635 � x11833569171937�3 � 18�_x1529N15920 '42203 Hourly Exit Rate 27 1 6 1 15 26 807 5 63 798 8 1758 Denied�Entry t3efq�e�.����D �,;�-'�•���,:�*��0.; ��'�0��"`���"'�,3b!a'�"-' 0� .,, ar �0�����8��� £-0x� ,:3 Denied Entry After 0 0 0 0 0 0 0 0 0 0 0 0 2: Olde Village Drive & Route 107 Performance by movement ' Travel Dist (mi) 127.6 23.8 60.0 2041.6 1813.2 100.8 4167.1 LuelU, Bdt(3?�x i; a, 16 1 ; x7D 21� 1i9 1y a71 :4aw� , Fuel Eff. (mpg) 7.9 21.0 8.5 9.7 9.3 14.3 9.5 1Cfmss�ons fig) 4831� , 25 °, c67a5 "557- a 261334 ' ` � vI.! 2 -IAF 62: ti 01 E.Szt k<-x au. 1 nom•... a sE iti ,�I. G� ' " `,. " �+, CO Emissions(g) 1637 62 950 42016 28691 1181 74538 Vehicles Entered 1175 219 557 18953 18567 1026 40497 Hourly Exit Rate 49 9 23 790 774 43 1687 Denied Entry After 0 0 0 0 0 0 0 3: Wal-Mart North Driveway & Route 107 Performance by movement I'I Travel Dist(mi) 100.6 66.9 2181.8 42.1 1914.5 168.9 4474.8 , xuel [is d(9al)� u„ 64 9" , WQT,� Fuel Eff. (mpg) 15.6 17.2 13.0 15.2 10.4 11.8 11.8 , CO Emissions (g) 566 236 22660 446 29475 2645 56028 A2'01637731 �Ox Ef�11.i6510�5 (9)�",�: '" Saa�?:,,.x Vehicles Entered 1030 583 18912 wehicl s Exited 4' *N ._ 1Q29` 583V8 915 9b 33;8644 11775587 0�11.,559 40028 _ L59Y4omfl028 �tI Hourly �lExit Rate 43 24 _ 788 15 732 65 1668 F',en�ed`Entry Befote , t._a% "�? i�---11 �.�^s a=$."Q,x i �3{.'� ;+� "" L'`. a..�f 4` z". '`` `+a...::7 Denied Entry After 0 0 0 0 0 0 0 , V:\08571\Environmental\B MIT PM 2.sy7 SimTraffic Report , GPI Page 11 Greenman - Pedersen, Inc. 2013 Build Mitigated II ' SimTraffic Performance Report Weekday PM 4: Main Wal-Mart Driveway & Route 107 Performance by movement Travel Dist (mi) 502.3 424.3 299.8 1240.4 1.4 1947.1 192.0 4607.3 ue�l Usaed,(gal) z , 45± 40 0 35 9 68 4 ± a,0 2 1 3 9 13`x1 E366 i ,3 o Fuel Eff. (mpg) '11.1 10.6 8.4 18.1 9.1 11.9 14.7 12.6 H_C E iss�ons l�9) X35 X103, �,-,4y&8 CO Emissions (g) 3985 3819 2050 4396 11 19031 2701 35994 NOxErniscions (9) 38Z 259 X279 3968 - 45115 �92fi � j_- `w s x Vehicles Entered 3253 2738 3558 14549 12 16971 1682 42763 t Veh Iles Eax„ited 3254 2740 3539 14551E =6974�� 6*82 42 722 i Hourly Exit Rate 136 114 148 606 1 707 70 1782 beraiedEntryBefoe , pXO4,'s OF�nrO. 03L A F»' _^. .` ,rte Denied Entry After 0 0 0 0 0 0 0 0 ' 5: Meineke Driveway & Route 107 Performance by movement Travel Dist(mi) 2.4 1502.0 1723.2 1.8 3229.3 Fuel Eff. (mpg) 12.5 14.1 7.0 10.6 9.1 ' CO Emissions (g) 8 13482 38789 46 52325 !Ao :Emissions Vehicles Entered 109 18158 19889 20 38176 Hourly Exit Rate 5 757 829 1 1591 # 1 , �...;.,.�i'e,mm-.�w. _ �..t� �._. a.s... ��� .x\. <:,w.�rt ,sek2;_.us 11� �.»,.a�i ....um.. - <.G'^,.. 4s�_•�; Denied Entry After 0 0 0 0 0 ' 6: Fays Avenue & Route 107 Performance by movement Travel Dist(mi) 146-7 61.3 122.8 2786.9 5372.2 281.2 8771.0 WIT U ^. 9a).3eROM. , ` 44 �52b99�'128 `�4'A �� �; ,zy�": ,� ��� f���� „����z- �,. Fuel EH (mpg) 8.9 13.8 13.2 19 3 20.7 21 9 19.6 F1C ERti S�5 x4.:.; et.3�ie»,"Y' 386fi CO Emissions (g) 1337 494 1202 11526 9238 536 24333 0Ox Emissions;{g)r 133 36 g4 flog7 �1110�5 z 58 - 22 26� ' Vehicles Entered 878 367 756 17121 19000 955 39077 NehtcleS Ezjted_ ,2887 u� 368 y 757 a 71.32+ 9016s t-9561 39.140, �� Hourly Exit Rale 37 15 32 714 792 40 1630 Denied Entry After 0 0 0 0 0 0 0 ' V:\08571\Environmental\B MIT PM 2.sy7 SimTraffic Report GPI Page 12 Greenman - Pedersen, Inc. 1 2013 Build Mitigated SimTraffic Performance Report Weekday PM Total ota Network Performance Travel Dist(mi) 46948.1 ' Fuel Eff. (mpg) 13.1 ! C_Em`issaons < a x '10104 a w" wwt �, n — a 31 ....bw �g)l.»&na �� ..��.. t. ,.x1>l`-���..."�:.e�..,va.��y-sa iia a,.3:�s.�.'.�._-�.,+�.�.- .ice ..u.,�,. i-_awn.. CO Emissions (g) 451567 Vehicles Entered 53051 /�ehcles�Exrte Hourly Exit Rale 2214 Denied Entry After 0 1 i 1 1 1 1 V:\08571\Environmental\B MIT PM 2.sy7 SimTraffic Report GPI Page 13 Greenman - Pedersen, Inc. 1 2009 Existing SimTraffic Simulation Summary Saturday Midday Summary of All Intervals End Time 12:00 _ fTotalTdm_e rTiln 4t i x .ate t rt a . ".:d.�., ( . ,,.r...es •ri, d'g.-.sem ' Time Recorded (min) 1440 #of Recorded Intvls 19 �/olume��',counts'fro,» \U8��7�11Er-iviropme�tal\D8571`S�*T���isiir�g�Vol�i�escsu�datagfiile(s);�;"�y�� '���W ' Volume date 5/31/2008 _ ROLE Ilt2Yed a i4©03,, f Y ''. t4 hyrafa Vehs Exited 40096 taftl�g SV�,ehhs ,- - s •iia ,i•.. kT4M `.+a .Li z.n, 3=s".• 3.arf Ending Vehs 35 De�ntedS Et'_:B4..a � -15710110511050 ` Denied Entry After 0 i..."��'Y`.�ez,.*'-h+�.i ` Travel Time (hr) 1393.5 Tor, tai De aye MIN Total Stops 39990 uel s9a) 2653.8 � �� .: � �r ' z;= COUP . �.. m_ v"� ' Interval #0 Information Seeding End Time 12 00 0el14 1 e("pZ1 ar gm- ti'' Si�`r �u r s- fi ti -5 a 'T S a" - . Volumes adjusted by Growth Factors ' Interval #1 Information Recording M�MRMMTRMMID76711 MIN ' End Time 2 00 Volumes adjusted by Growth Factors. Vehs Exited 1148 UMTI7I�@7 Vex.:"- t �" ' Ending Vehs 14 ME, i enre *.Enf Denied Entry After 0 Tave'�f anceF Rf � Travel Time (hr) 32 1 TUtat..�,e.IafflO` 3 [ ysyn� 2wtk¢qnt x a MAIR Total Stops 715 7601 Used :ss,.,.. V:\08571\Environmental\EX SAT.sy7 SimTraffic Report GPI Page 1 Greenman - Pedersen, Inc. 2009 Existing SimTraffic Simulation Summary Saturday Midday , Interval #2 Information Start<T�rlleQ^�. _ End Time 4:00 , rn. —sem^zes'� CRIME, l� TOtalzTimBa(ilTlln)�r'.�..i..a"Y�£'Asa:�3120a.�u,'"�s x-.�rw .3i.v�?,-.��"��,,.��'G_"`t„e� Volumes adjusted by Growth Factors. Vehs Exited 527 ' Ending Vehs 7 Denied Entry After _ _ 0 Travel Time (hr) 14.6 .LL.... Total Stops 281 Ue�{�Sed� a1's f4x32'78j�rn° yKC"�sM y, *ab. tirrvr?+n :- ,F' '�s+�, axlao-,,,a ., m..:..,:,� xrs: Interval #3 Information , Start�T>ms�e�`�-��^*at3� ��`�.,i;�,0��0���'k_• ` i�'7 ���,��u ;' ""�` � .3.� ` � 'i✓ �` End Time 6:00 Volumes adjusted by Growth Factors. Vehs Exited 481 , Ending Vehs 5 �. � _ - � - �..El`S�4f.uw �iXe °asxtiz�.r ��� i � ��`;;""�3b�ie�•`3^�4. s _ Denied Entry After 0 Travel Time (hr) 12.9 Total Stops 297 V:\08571\Environmental\EX SAT.sy7 SimTraffic Report , GPI Page 2 Greenman - Pedersen, Inc. ' 2009 Existing ' SimTraffic Simulation Summary Saturday Midday Interval #4 Information 5tartsTTme End Time 7:00 - Volumes adjusted by Growth Factors. ' Vehs Exited 816 Ending Vehs ..;w-T 23 n� 3 �Denled,Erat Before 4 �...>=.',J_.,.,re:ts.. .tt.«'a*K=rr.,,.L+..,,..a:`s.'k'i;; .,L'yaz._ .,.`'.�.._ ,�,nv.srH..u3. . d:,,.. 't:✓`.i .�>Y�s.....a+Sn. Denied Entry After 0 t rnw r-x .'>a 3 7�S f ,-gz' 'mf' � �?�^`teals xlY-M"g "yet Y Travel Distance (ml) E 3 p 'a, ! � ` Ti z.,r 7:.ec '.4�, +rsrd �:� fw Pw if 'M * 5-.,11 u.FEa "� w. as Travel Time (hr) 23.7 21b2t y hf� yf4:, k*�. . `# _` 't " ' Total Stops 569 .Fuel Ose�lgal)� ,4�x,%«�4 Q t., $��S a.'t�:,.�y� �{„4•��r"���a�Y_ �' �Affa�x�'^� ..,r';i�' �.�t�'��ti:. s�• Interval #5 Information ' Y ..._fit_. Nyq'. `-�'`°'�`� +` at i +""-E-' 't .^�� =a�tTu' m& �ia••'n^cf � a -a End Time 8:00 Ttat�T�me�m n) 60`� y Y�� 3 - ' METER 1 c `,ui :*. r, '#.#'S,' .v, .., sw.�s�+w.st.,....>-`-��.,r-S' Ux ¢. ,,. F�v`et '4_� ,s: Volumes adjusted by Growth Factors. ' Vehs Exiit�ed� 1432 "SWE v '✓tom �rav •O'S'` 9.�t: .1' sre .a. . ' ;» �'s 3 Ending Vehs 40 L -av ,s '-wd av w*. •m3E'�'nom? +i.? €eG 'F^ '"k� fit .Y"""r= F red -hiryBefore � vz-fim:> k`zsw '� xN _ Denied Entry After _1 s TraVef Travel�Time (hr) 4h4.9 ' TOla1e Total Stops 1077 lFuei used (gale V:\08571\Environmental\EX SAT.sy7 SimTraffic Report GPI Page 3 Greenman - Pedersen, Inc. 2009 Existing SimTraffic Simulation Summary Sal urday Midday ' Interval #6 Information StarTTlme v swn B�Obc Yf c „ h, Y i xr w n e r2 End Time 9:00 e ...._ "4' n.�"N Volumes adjusted by Growth Factors. Vehs Exited 1760 ' Ending Vehs 60 DenieEr�tryBefore'_ Yf � � �� Denied Entry After 0 iraVe(D_stanc8a(7T11)"�fxkKlrJ;J3ylzs 3Tx iExxg� r� a * * Mia i .,aer d- .�ssu G`$' a Travel Time (hr) 57.1 TotalDelaq Total Stops 1655 ' Interval #7 Information 'T , c.ii7n�vv_.� s a..ieL_..c� Y2:� �.;�1.3���i'�L`.':,�V1Y,. ,cN �r"� ,,�,�.���'. �T,S+h&a.�a .S.»X%h.��#s.,...�`�.x,a�, .�✓.��r��-a._ End Time 10.00 _ TOtal l B''3Rl lf1 .•"" pm "7 i 6 F '`.T : .a Y°3„9 4iG g *�'n "�r z� "y �'c"" a s r ,�^a1y M'-- = ..._a. XNa;w,".ki.ia.c.,...-. �.<wAe:t«w.. ,.7,7n44 �.x��'w.�2 ..�w+` ' 14+-: �' `� t?i�`.`� Volumes adjusted by Growth Factors. Vehs Exited 2330 ' Gtartiil t%ef1S iar Ag—r i gyri r a e m rcn nn e k WK .iF, .c''�33.C. k`.,e w.'r„�.��'e ss�+.� �..c,iat�REM v#f`�ire����,.�rs#��.x-'�� v.a a� :».a',..m�i.b-w�NNN.'�i:.e�:Y Ending Vehs 62 --s ,+ z. c•TM 9 r r '4"+—�. r'rmr- r ,w - flenle�nl�BefOfE `�.�rk7a� � �i xw. x �i *uw x.. Denied Entry After 1 $ , Tfavel D tans rdi) 2051 W"O!7 it xn r 5: � . Vx':n } Travel Time (hr)� � ,...w� 78.6 7oa! Delay hr 25E � �, - , �* Total Stops 2079 m.. V:\08571\Environmental\EX SAT.sy7 SimTraffic Report ' GPI Page 4 Greenman - Pedersen, Inc. 2009 Existing ' SimTraffic Simulation Summary Saturday Midday Interval #8 Information Statt3Tyy��,, Xr'3r 3{ � 1.0 0�y `}`ES is E to`TtF ,m1 2' - ",,cs., ,, ��C�y�..w,_y' End Time 11:00 T_.�.�.� . _,..�.� ,x.a. c,.�..a... ,.T.y..t.aNESr o f a H l x n s a 7e x Volumes adjusted by Growth Factors. ' Vehs Exited 2855 stattm Vef1S S t a`62 s r L ry wa s >rr�, aa�' .s `�. _} r.T� .t .k,.... ' Ending Vehs 79 ,{.. eflffiled� t,(ay..g2fOT2 .- �1rciz;. �'�'t_". Denied Entry After 3 ' TravetRlaDisnce x ..�a Travel Time (hr) 111 6 vTo1affla1) _e -. 140M ffl Total Stops 3516 treV49sed ��tsY��..�... _ d'aa �n.�'�,xc+e"-mm�.'�'�i ,��sa�+�.s�.v'+�-,,.a ` '•`u__i�. .«- .."nom.—.b,c.�' ..-.._3"..= u,, m.4�.�: Interval #9 Information vcE1.., s.eri'-m�i�iA✓_,..::4.c.. ,�a,� .,....a.. ?: *'a:�t.,�r rt_, `a'r"*...r.�,"»','.+. End Time 12:00 "3rtYx -�d4 " OY� �EI:.Rn M�W � i .. F Voumes �. adjusted by Growth Factors. SIMIMMENEMNOMM Vehs Exited 2776 Sta In UVehS 79 , tWMA Ending Vehs 130 Dmf �, aF-nC 7rw Denied Entry After 0 9.T D tto c(Jn) Me5 4 , >w LLwmmy aum> Travel Time (hr) 104.8 ' O a{ l L G,.3.D.,:„elz3>( r)4y+,A',..,r, '�P w �- �1,�tt '.F..b'"t W£...a.z5z.{t'�'`'+a ii tF tu'ij�' ,� Ra}!,*f-a!*�-,+3d'ri'-a��,a✓.Pa,1'` °^x'€'•Y " zy 'St"yT ,iP¢'- Total Stops 3194 1 V:\08571\Environmental\EX SAT.sy7 SimTraffic Report GPI Page 5 Greenman - Pedersen, Inc. 2009 Existing SimTraffic Simulation Summary Saturday Midday ' Interval #10 Information Start Times i..i End Time 1:00 Volumes adjusted by Growth Factors. Vehs Exited 2892 ' �tartinq}yRe�$+w�"-v'.&L*"E2��R'k13�4� 1i'�viE° �i 1s�-'�5'N"'�Lrn�w����.L.s� �'°�a 4��iw i,� `:i L^{-r�t.:q•,� E � - Ending Vehs 108 ' D2letl`EPA rysBefofe ryr;, ;bid � 3 -t�u� � Denied Entry After 5 IMM-6,110tance Travel Time (hr) 109.4 TIMAN BIBy r ORTI ' 3gz6 tea`^"` -s- t:` 1 -uyoS�m..,.w�ufi uY a.._..:.�..... ..abEh_ Total Stops 3351 ' Fuell�sed al` nuc_- Y Esrap �a 'sr i s a Interval #11 Information Startsma ot 49w, Time t-'"+rv`' �......,,. ,7.w-ba hr: ,a.�ci.Fw End Time 2:00 TOtalmev( 15Wgtyr� ,.. -.� ,i_� u* tr.Fr 3 ±t`. ,, Volumes adjusted by Growth Factors. Vehs Exited 2905 ' z-^' ^'e-e^• l=s=+ 33-' - , wr . lq 'TM :;g, ',Y'�` :rn:-.Y`''xi �S`w" -mv `;�: . »'m > rt`+.'>— 6tartl g 1�ehss ., 1_`.�iw Ending Vehs 94 Denied Entry After 3 TfaVB� 151fin Q(mi)s�:>}" �,�.,a., ^2$62� '' --,. 3 ��+Y 39'^..+.�uazr ,yM :Ni '='f, ' d, '",� � -�r= a.$.. 3 (" yr ee'trY. "' `tm'44c. � w . s.' h' i '�,.t..e..-'. Travel Time (hr) 109.0 'o a-,;r" a1°-Dela f� ' .�.x.y Total Stops 3247 t V:\08571\Environmental\EX SAT.sy7 SimTraffic Report ' GPI Page 6 Greenman - Pedersen, Inc. 2009 Existing ' SimTraffic Simulation Summary Saturday Midday Interval #12 Information End Time 3:00 -'c '° 3 t� c gJs� re 7 :s *" (r�ifl �' ' 60 Ss.`a.=��3.sv.?w"�A. "�.a., ,�ti.�� _r' .,�..�.c,.�r�e_t Volumes adjusted by Growth Factors. ' Vehs Exited 2993 -h- -Vhii —4 ' Ending Vehs 115 [� —£idVAR"—, Y. 9'E F '44 ^TfY Y_ F R D rie 2d E,nlfy Befflr@ % ya 3 ��d g x m' rM S #flKh- ti5 R E ` t -e h -:._,_� i.i.�s.....sai., '�7t i '3_4�, ;.[= �raro3':r" .u,ik�_.x,;..,.ar �.,'`..a,', mt s..,.e.,.. :3r:LA,, F2F-- {.�i4: --'�^`n: Denied Entry After 0 ' �f��r© tSi af1CB�f li)k �, ,,.'26'48 �,,[[�� ��h"Y '��'}`5 t!1T.a�-•`'-"�:. `S" a 'h.=sxk+v* Ts-Urrds,�t`�i 'F'�`r "�`..a.6�,���*�,: Travel Time (hr) 119 6 ol - hb - � or ,_.,.gsrzwW-.,�E.s � ' Total Stops 3972 Interval #13 Information End Time 4:00 01.2,�(n7i i-7r .r�:� r+'�..vr".<..n �s4aa 5=s ' >r .�.N,�`:..`�.Sa"�.b`�mt60Y'" '?ti cw`` "`Ye'aL'j'a'e...,2�m � o-ixa�."-.. Volumes adjusted by Growth Factors. Vehs Exited 2707 b larin ' '° a*" wk.'w'T-tc514,; a x9MRwB Ending Vehs 113 ' �Den�VedflE�ntryg !exw��a..,.rt�:��,w�.a..�,Denied Entry After 0 TraVftW.MLn.I={mi) .,�, .:<. _ r..<,., Szu .zav- 'Fam., 'iv�. ":�ad°�:.- ` Travel Time (hr) 97.7 f To alDea hr 31r2 ,x - Total Stops 2958 iFugl ' V:\08571\Environmental\EX SAT.sy7 SimTraffic Report GPI Page 7 Greenman - Pedersen, Inc. 2009 Existing SimTraffic Simulation Summary Saturday Midday , Interval #14 Information tart 7rmesr` 4 00 End Time 5:00 I031 I19 (r-ln�� - Volumes adjusted by Growth Factors. Vehs Exited 2504 ' Ending Vehs 91 -r.- �ef,lled Denied Entry After 0 .:4...S+rx-:.�.+ Travel Time (hr) 87.6 M otalD 3 /hr Y w pp y f�6 3 r2 2> 3 pp%f { a �N x A1F' hk q !.,T � i!1,,,)�,,, Total Stops 2562 , T_r, r vim,y ,,,_ v kE Sz xuHr. :s 4u ';- y trF, "f: eF,rF wn•u.`:.]-x.,:v.Y.srx 3" x - a ,rr r .. IFU2i Interval #15 Information , itim-T-r e�me-ow x >�5 00 l`�..,�-, ` 4 c.:.cd,.42LL°., ..'x9 � Y..n_., za^,rfs;,E t>.e.m��� End Time ( 6.00 Volumes adjusted by Growth Factors. Vehs Exited 2414 ' ..sss,.-Oa��'fn..uv:�YaS'� Ending Vehs 91 ✓'^F" f"`T� 4 'X�b "i"^^T£'+'ft a`^'?$FLT S 'i+S Y� P 4 3�'T^V" R�-F' t lP Denied Entry After 0 Travel Distance ..,: Travel Time (hr) 83.4 To al Dela Total Stops 2343 fW ..{0 ).. �•.es'�w✓ -[� iFi1Bl US2d al m!�.dc..,,r, V:\08571\Environmental\EX SAT.sy7 SimTraffic Report ' GPI Page 8 Greenman - Pedersen, Inc. 2009 Existing SimTraffic Simulation Summary Saturday Midday Interval #16 Information Stan Time TMFE85 End Time 7:00 Volumes adjusted by Growth Factors- Vehs Exited 2254 �- MIM6P fli-ffi@ Ending Vehs 83 e=m e dif-�' -'., -,---' ;rr,, , I Denied Entry After 4 Travel Time (hr) 75.9 Total Stops 2241 Uail yi WIN— $-M14 RE R 9�' Interval #17 Information End Time 8:00 :TM-0,�RMtX00' U- Volumes adjusted by Growth Factors. Vehs Exited 2042 81a:r;iin --q- Ending Vehs 56 Eb-� Ilia— M!W%ffr- W 77, R g_ Denied Entry After 0 (hr)Travel Time67.6 Tota ta' otallopyF 1859 "REM V:\08571\Environmental\EX SAT.sy7 SimTraffic Report GPI Page 9 Greenman - Pedersen, Inc. 2009 Existing SimTraffic Simulation Summary Saturday Midday ' Interval #18 Information 1 Z5. . t +x-' +y < ?t ,f Abe C 4 P A .Start TIrr1�E� �5*s;: '>~.�d• $ ��i _ }'� 'ei{a .. t - t+ ."'1"-�.y� d "° �a w > t R#.L,z c f44 S � '+� _ax,.�$ xtt a ix. '� �� s a x +- End Time 10:00 y, g t xIrs ,iw -£ cv&'u.§' P`-€c41'"ip raJ` ''tiT "T" rrx ?' 3. Total Tide (ruin = rYr *� '120+ s a5, w , s `5.,.� .*'�`.L Volumes adjusted by Growth Factors. Vehs Exited 3242 ' 6 � TsYcr3r_,»I;._3x .zaC Ending Vehs 60 Denied Entry After 0 Travel Time (hr) 102.6 . .�4.x„a�"'cn� .�+:� u:.. Total Stops 2630 ' Interval #19 Information ..: �� �� End Time 12:00 Toial Time m n' 12A� e siP ,r." � xnt VON ,z".�,, Volumes adjusted by Growth Factors. Vehs Exited 2018 , s. ,a.,$ rrr�a a. Ending Vehs 35 bErnEtl EntBEf er4 °0 FFzgtpw n � � n UM �. Denied Entry After 0 _.�.,.. ..wkca:er,.�. Travel Time (hr) 60.5 .�.. "."'".z+ .S'e1..`�" ,��.w*R�s•�'o 3r .,i43 Sri4� �>.i.,+.t94"eh�'S ,r �i r."'" '��.....$�.h�" `G,e. Total Stops 1444 .. �g�case. ' ' .P><: r �r��r . ....w. :+i:.4.:9....�C �u >• ;vR "�sl�fi ..,-_..,.__.. .. .�� �`x iJ. P;. „��Y.; t V:\08571\Environmental\EX SAT.sy7 SimTraffic Report , GPI Page 10 Greenman - Pedersen, Inc. 2009 Existing ' SimTraffic Performance Report Saturday Midday 1 : Ravenna Avenue & Route 107 Performance by movement ' Travel Dist (mi) 28.9 1.6 16.4 5.8 40.4 23.6 1440.9 8.1 173.0 2612.3 38.5 4389.5 ' HC Emissions (g) 7 0 3 1 5 9 522 3 54 580 8 1192 C{smE SiOnS "' 1,87 �jw 79 gg- 'g-w 329 3x369 1 8 2528 °31056 . �--gsp �(9�3 x a �. s + a �� ..__ _ tea ._ 36 8 190 NOx Emissions (g) 23 1 7 2 10 32 1950 9 156 1717 23 3930 IVehicles;Entered� g X309+ 17r 1,IAUX41287 F '242�-1�4999 8?k'r9�4 74774 29;32122 t Vehicles Exited 309 17 176 41 287 244 14998 84 973 14781 219 32129 t�oUry -x Ratd Denied Entry Before 0 0 0 0 0 0 0 0 0 0 0 0 en ed Entry,Afite� 2: Olde Village Drive & Route 107 Performance by movement Travel Dist (mi) 123.6 11.8 55.0 1510.0 1395.9 88.2 3184.4 �PtelSed�� t)T HC Emissions (g) 32 1 18 509 393 24 978 OrEm'ssrons' 1076 �21q 80713�912Z6482 1,10150398 5 t 'w ,F k�v.K.• ci3srvazu.4.sLu.�. .wm •&auamc.gx.3n.'Srt w.l=:S:�'v_.sa?9L. �1...5.. NOx E 2 60 missions (g) 93 1742 1273 67 3238El a _ iC185;Ent Ted1fi35se1084r5 �40284�30w908s� OW+1 " gv' Vehicles rt .. Exited 1136 108 512 14030 14358 907 31051 lOUfly,Exlt Ra ` u47, A5r„i ZJ 585 98'x 38 '1294 8 „. u 1 Denied Entry Before 0 0 0 0 0 0 0 t)epied Ent AfeT —ry 'd t w Of �: ii F 3: Wal-Mart North Driveway & Route 107 Performance by movement Travel Dist (mi) 77.0 812.9 5.6 1623.9 2519.4 ' Fue U es d (gai) 3 7 188 4e k Q 8 6 283 5 "MOM � x . HC Emissions (g) 11 282 2 705 999 ,p-go ssrofis � 283 16038 51 431 2 5951q '+LLQ fix' m M� v NOx Emissions (g) 21 1032 5 2598 3656 ehicles Erstee—dF 567 1432&ra �7 5163 30257 w '_. xgg a Vehicles Exited 671 14330 97 15164 30262 A�T "Ka` IT La� " Denied Entry Before 0 0 0 0 0 �Demed'Enti Ater=�,'.'4`�rt•,,"p 'NaU Ole, -0�3*t�"�0 k�"'r-�p`, ar �x �"��r'.. x��.�:a � T��1 ��as�,���'" Y 1 ' V:\08571\Environmental\EX SAT.sy7 SimTraffic Report GPI Page 11 Greenman - Pedersen, Inc. 2009 Existing SimTraffic Performance Report Saturday Midday ' 4: Main Wal-Mart Driveway & Route 107 Performance by movement Travel Dist (mi) 334.9 47.9 125.9 745.5 693.5 141.6 2089.3 ' yFuQI�S6(1f(921}_t;,e� .Y,[k3r7;.�W�"�?1w"2OF���210�_5�468�643,£0, s_63 HC Emissions (g) 111 5 58 120 176 21 491 COFEnissirj(9)# h 3573 ¢"*9� 95p4 53681:832816015 ; : ` . r_ 'as t.C:; a �y . NOx Emissions (g) 303 9 156 335 548 30 1381 t- Ve"�alclaEnieretl '° 2P583k307 '2084 12301r?126862600K32136 * au.XL..,_.a_..... Vehicles Exited 2158 307 2085 12301 12687 2600 32138 ILL Denied Entry Before 0 0 0 0 0 0 0 5: South Wal-Mart Driveway & Route 107 Performance by movement Effffmonumfflmm Travel Dist (mi) 67.8 411.4 805.5 1.1 1285.7 HC Emissions (g) 13 41 372 0 427 r�-q-, ® iISS7Ons g). a! 297w70 22121 '28 23272 #�iCs ,?i r : NOx Emissions (g) 31 70 1479 1 1582 Vehicles Exited �ilcl :s��Eot,„eredrk.ii5;a8��:��t�rj2987¢��,�1�8�;28964 -;;'�k��-����iEt�.,.��� � �`'�r,*��t�� :����i,� ' 1578 14383 12990 18 28969 I EXI R218 �t ��a6 �59541a wA 207 . . w Wit. km Denied Entry Before 0 0 0 0 0 , « 6: Meineke Driveway & Route 107 Performance by movement Travel Dist (mi) 4.8 1504.3 397.3 3.0 1909.5 HC Emissions (g) 1 211 174 0 386 r' a saw anrou,:p} y�.,"-"a'r*i�^n k-� FsiFa5 H k moi: ,vim r..ww CO rr3 ssl06 (g).r. e_ d.. . n... NOx Emissions (g) 2 528 730 0 1260 ' _�96y�4 Vehicles Exited 196 14381 14471 111 29159 Denied Entry Before 0 0 0 0 0 w,u��Y_-e,�.yam. r'^�., xc n�1.'z:, . .N. .. c_tk_....;. ay°s�a�.a,.unrrvn.3 . ,. ,�..eK u'.��,.. a°?. at-e.. �,�f k. P •y!'o a` ,.-R�.S..c�a. V:\08571\Environmental\EX SAT.sy7 SimTraffic Report ' GPI Page 12 Greenman - Pedersen, Inc. ' 2009 Existing ' SimTraffic Performance Report Saturday Midday 7: Fays Avenue & Route 107 Performance by movement Travel Dist (mi) _ 136.1 84.9 107.2 2114.4 4374.2 258.2 7075.1 ' HC Emissions (g) 32 17 26 304 446 26 851 NOx Emissions (g) 96 43 67 681 734 38 1658 VehiclesEr�tere`e1 ,� X80,4.u,y„502�660a�299b�15860 ;�y78��P9�03'„���y�-����,�v�� �_,i:�,.._;a x. Vehicles Exited 804 503 660 12994 13868 788 29617 011fi �;El(I�RatB�:..ze Rsn�,.,......x...r Denied Entry Before 0 0 0 0 0 0 0 Total Network Performance Travel Dist (mi) 35256.5 F�UBI U Le gal) 1 '2653 * A,� m�r.� wP.c .uatct T*n r �yr_r -ixi> u� #Tc".,tt "ARM HC Emissions (g) 7749 NOx Emissions (g) 24684 � .i. .izu+. �f.�s� Vehicles Exited 40096 Hourly Eich RBtea�u✓�” ��„ '� �; _�g7�1 -:' s��,�- ., �," `� ,r.���ti%�`�,� -�.��_' v.�,�"P ?s.=�' ' Denied Entry Before 0 �•= ry v ,!.i�'" .�,�'.," xt".x. wz' �`;�,. =ism��+°.��az�..�-,,,�?`,=c��r�, �.��s t .m-}� 'tt�* yr'tn.;,-¢, x �. 1 1 ' V:\08571\Environmental\EX SAT.sy7 SimTraffic Report GPI Page 13 Greenman - Pedersen, Inc. 1 2014 No-Build SimTraffic Simulation Summa Saturday Midday Summary 1 Summary of All Intervals End Time 12:00 Time Recorded (min) 1440 ' #of Recorded Intvls 19 15o�rne°o his fFimg'&—Mf8 1711E u ionmental\0857SA Ngk,Bu�itli Uolufztes<csu; da�3ile{s) '; , Y i ;l ' Volume date=5/31/2008 weds#Emlere�l•_ :3, :� O.eiat,Y�ibl�,J,u m,�,i'^ 1T� eT � '' � t�. �3� �g .=, r t'^�' Vehs Exited 43198p ���T _vtaffln�.,�`e � ����crt' � _3.+.�...-�� YP Ending Vehs 27 Denied Entry After 0 ' Travel Time (hr) 1509.6 Total Stops 36811 ' �e U.sed gal Sr"56 ti «cis ON RR Interval #0 Information Seeding ' �:.. End Time 12:00 Volumes adjusted by Growth Factors. �lovdgfia e��re iFsis I te, '" e q ,.. .1:a4..� c �" Interval #1 Information Recording ' End Time 2:00 ' Volumes adjusted by Growth Factors. Vehs Exit edy g 1218 ' Ending Vehs 18 ' DiegYEn y:,: fore1 '..a � mc s Denied Entry After 0 Travel Time (hr) 33.0 Total Stops 518 1 V:\08571\Environmental\NB SAT.sy7 SimTraffic Report ' GPI Page 1 Greenman - Pedersen, Inc. ' 2014 No-Build ' SimTraffic Simulation Summary Saturday Midday Interval #2 Information t Tlmr. 8 t�� r mss.., End Time 4:00 Volumes adjusted by Growth Factors. ' Vehs Exited _ 5,55 StAilyihe ;�� _ z ' Ending Vehs 10 �W�ha�:ss, 1 a2l�z+�NOR= =I,a � a.�. �<��m���, .� i;��,�x 'FL�.yu� "�..�;!d�ri3sy Denied Entry After 0 ' Trtay$119.Rt n" T Travel Time (hr) 14.7 .MpffaM� l h 'LM„a S � Total Stops_ 173 H� 'tiv+e`v,r � �.: u zt,� �1#:x ''#�scrz.r�^.�-..z.''S.. 4tl�e.-•. "�z. � ,.d-t,a�.M�p;. Interval #3 Information '.1%t�,'!�T�le,..'u.�,. ?,�t:.ic m.y'�i A4,��O0 �'. a'�1=e,.;, f a, �1*' i s .kms___ ��u�i�. C:'!• "a',�'1ik.'' ' End Time 6.00 _ -0 alhTl e ttmlCl . � 2 ? a rY�t m �e .�:...e(..�.,). `4'.SrE�a,-..s�� .�13—4 ,_a. ;"f� µsv £ t�`; i ''k',.>',�.4 �'>ffMR M .�., '=. '.. ". Volumes adjusted by Growth Factors. ' Vehs Exited 514 ` tEs pti ..r^^ w,�ry .,2-3 a-S :a mslm^' .2v>+' -�ryn.g.e. Yrbc-. "•'-„ 51��,.i�=�Veft�Sil�s�e' -s3s�<�.�a��zsF'���kr�z.� Ending Vehs 6 ' Denied Entry After assF.400 cM/ IhM 13.3 vew (' . � ::Hk.�,,r.a..�">;�-7c.�,.ac.tm".r ...#Ur-.?=t+46'm aut..a1F✓�...�a..s.> '^,'��`aa r,ssr a .% `..d:.'L4 ' Toaeahrl Total Stops mn n18r 7� gam, s . U—N ou. ice.. 1 V:\08571\Environmental\NB SAT.sy7 SimTraffic Report GPI Page 2 Greenman - Pedersen, Inc. 2014 No-Build SimTraffic Simulation Summary Saturday Midday ' Interval #4 Information "rSt<art Tune ..'�t 'f,9✓" zi> .[ e.. �f��,_� End Time 7:00 TMORIDARTRY7lnOR. yv ' + ' � � � 7112 'REM Volumes adjusted by Growth Factors. Vehs Exited 924 ' sa sy M gnu fi$✓ Ending Vehs 24 15 en � 1ed"ET $eOreBs x ^+' M33 11 Denied Entry After 0 -g Travelt�istance (mj` � .82i ✓��,,.'�,' � ,�,�. � � � � � a - �� Travel Time (hr) 27.5 Total Stops 490 ' — �ORENan Interval #5 Information ' End Time 8:00 Volumes adjusted by Growth Factors. Vehs Exited 1522 �artinehs'"` � �,vff . 24 �' sA� E �:. w �, .•� ,** f � .� Ending Vehs 51 Denied Entry After 0 �-,- Tr Travel Time (hr) 47.3 Total Stops 912 r- "` "Q"i , "'5""K'f--^�°.• 'L ,rr 'R�^+"t- r tk�n"'� �r .,-}, r -'v"'�- - -' r' '�`" - -Fueltlsed t V:\08571\Environmental\NB SAT.sy7 SimTraffic Report ' GPI Page 3 Greenman - Pedersen, Inc. 1 2014 No-Build SimTraffic Simulation Summary' Saturday Midday Interval #6 Information "-Tan`'.ae"'` .sa",�' ' Start Trme �*� �_..n.:�..Y.,sa e�..d`e�-i End Time 9:00 *N:» RE �-�'s�^v. _?i�' Volumes adjusted by Growth Factors. Vehs Exited 1855 � g.�-�.._. '-,...��-`•��.�'� �5`]t , r�ati��"�` ,TK..s�� `'+��`�t. �S$4 �i,. `�.t�" .e . a a�,�.v Ending Vehs 67 Denied Entry After 0 _ Travel Time (hr) 59.5 Total ODEfa(�r")3'`� 'u`'13 6 `'�ry3a;> a"sae.. 'i' r$' ''`.4fia,,�s�'Si„r.,.; �"'„" j.S' a= a '.:au.. fi3 ..,_e.a X'^ ' Total Stops 1249 ' Interval #7 Information -ten -'� s +.?" ^-' a" _ag to «Strne - End Time 10:00 _ ota�Ta il[1RM,ON�60 eM: Fa r� t :gra.�...t_ Wn r' c'-,:zi ,�,�A.. Volumes adjusted by Growth Factors. Vehs Exited 2380 13r�itg� VehS j 7 a s T4 ..��.'-;sS'.,?cte'& �ra ^ets�xtl;`-.r?�. OWES -2'F.»-e..:�r.` Ending Vehs 83 Bflle�� trW -:t9re_a��. ' D ''' �~ } - . <°r ..? o baa, ��..-.' Denied Entry After _ 1 :wa.a �fst�,%jd, 1j�'w" a2'1 b,� � E'«y M Travel Time (hr) 78.8 TvtalD atal /FIfl2c ; Ems.. y("'��ams, ' =dl; "N ,,� -r�7`,7�pts x�.."� � «.3" i€ Total Stops 1681 1 V:\08571\Environmental\NB SAT.sy7 SimTraffic Report GPI Page 4 Greenman - Pedersen, Inc. 2014 No-Build SimTraffic Simulation Summary Saturday Midday Interval #8 Information rt_artl_Time m4 i 1 pp 4Tt yxK a . a End Time 11:00 IMMMOM �..,5-�.�e�. .� >C.ti�s+...�.w...,t6:,.:.w.�..�.....,.�.v-..A,r, w.�`re„4..Lar.2,twaz>•-.. �-l£��§��'-s_rt3.,..�e,.�.�4 S3c'�.?ls>'i„i:.G'P xu�'v� Volumes adjusted by Growth Factors. EMBEEMEM Vehs Exited 2960 Ending Vehs 120 Denied Entry After 2 Travel Time (hr) 111.2 d.t>;. - 1 (�..��+'. :�_r `�3,1a ni+��7yr^aJl"5.:r1tl1.�:i.IX�"L z...}�.,xai_k�.^.. aw�.+ar..hv^� �. .*r6'�w.YL� �Y� z,�t_i3� ���✓� �-.;. Total Stops 2906 ' � Eifel ffga1) � ' q Interval #9 Information =•:t ,v..<-_< <2±zr��-7_,t�E.� : ,..� z.��.�wes. a ._mt .v, + . '�w: _ �v_ �t �n'si v i�i �:4?a�usT1.' �-' End Time 12:00 .a-� c-. LTbZdI,1-Ilge Volumes adjusted by Growth Factors. Vehs Exited 2996 _ Ending Vehs 129 u� Denied Entry After 2 Travel Time (hr) 110.3 Total Stops 2787 i'te� .r'�'gEv° V:\08571\Environmental\NB SAT.sy7 SimTraffic Report GPI Page 5 Greenman - Pedersen, Inc. 2014 No-Build SilmTraffic Simulation Summary Saturday Midday Interval #10 Information End Time 1:00 IT Volumes adjusted by Growth Factors. MRIMMIUMMOMM Vehs Exited 3130 Ending Vehs 104 Denied Entry After 1 Travel Time (hr) 120.1 Total Stops 3407 Interval #11 Information Volumes adjusted by Growth Factors. � ~~ vonoExnoo Jlll Win— Denied Entry After 0 FT = Total Stops 3577 NU TERM, ` nvimnmor1aKNBSAT.sy7 SimTraMicRopoA GPI Page Greenman Pedersen, Inc. 2014 No-Build SimTraffic Simulation Summary Saturday Midday Interval #12 Information End Time 3:00 Volumes adjusted by Growth Factors. Vehs Exited 3114 , tam#gaeimS-,awk`"i�^ �. 3�I ..,x J ;.r iyti:'�t `' :'wE" o-+i• ?3,s 1 4d E' „tq* r EM 9.�>,. r� .`la�fl� .r �rt"i`�,.�.-c�.m�.�. ���.: � �« :- �x�.r.rc�.�MMMMEM Ending Vehs 140 �enl2 E�tfy��y2�tOre �k' 0'�-Y�` a"^x�.� +"�'�,. 1'� �°*Gr' � �rt��w��t' �e r'�`5>t^u.a�^a��.�ac-f },z•z� � ,,.b '. s amc. wi. 'k. +_�C5�4£dL`i;.�Su"tlw�"���:.�r%%ks ux..W ;� ,m cmc.�a.-• �}u'}i��w'`�'�i6:`-�?.�.3a*Y°w�u;`,_��i�x`�Y"�,'`.:�^ _ Denied Entry After 0 A Travel Time (hr) 128.3 Total Stops 4136 �' .ie "x t srii•' 4'."' s w a��- i �,�^`Y:�" xr '� y,. '� f}. z Y' .�?GY�� .F..uca��ts�ls,2:. :t�d�v>Fir✓at :�i..��,.,_`I Interval #13 Information Sta'rtmeT�/a4 ��` c-ad. rta., +� �`'i1_ �4Y.a<e& , ow End EEnzd Time / 4.00 t 'r Volumes adjusted by Growth Factors. Vehs Exited 3022 .��alif�l;: = ehsL"✓,v.-",."t_i 'r�"''ry�5,.,rt140�:- 'wn` }4yY� �u.`S,� `fir�';�,x; Xa x'a x � ,-� v'>pr �$�r^$ate 5,t �r;",r"jyx...s..n�,�" ` Ending Vehs 116 Denied Entry After 0 'tj^ -is": 'w�` 'Et Tfr1VeI�IS�an�Cy�71d1�# �_7.r:�._s.r Travel Time (hr) 112.0 Total Stops 2947 M�_' M' , setl (gal) ,� :; � V:\08571\Environmental\NB SAT.sy7 SimTraffic Report GPI Page 7 Greenman - Pedersen, Inc. 2014 No-Build SimTraffic Simulation Summary Saturday Midday Interval #14 Information MU.� End Time 5:00 Volumes adjusted by Growth Factors. 1 Vehs Exited 2708 5taninga?YRY. r 1t146K ' u ST+�l'Fs s "k _,.,d'.•. --t.xn±A iia ✓. .s ;Wy%:=�*..�' -L.✓ ' h �$'Gu`-a Sv...P Ending Vehs 88 Dem "ntly BeOG@OUR— DeniedQ 3 E �Z ct S z ..xe �W.a'�xssv se�:al4uer:Y.9:& a: "2�_a,a _1 % Entry After _ 0 FTraVel-!!D Ce l)I `r �`- 24 . +b-tet. u>. Travel Time (hr) 97.6 ITotal t~jeta ter u' '' 30 6a � "�"� s n .- �..,�,., Y� �.�.yxs�' x.r_:r.-......-._.._..�.,� =.:._ .am.H�.S��,a.a+i... �.�� *.,ua-:m. r��?�.,.;:�-�*x`�:�i`����r;�r-`• Total Stops 2391 Interval #15 Information End Time 6:00 ToialTine ?n)saa 6 n w; � zw »ir` A 4 a�s Volumes adjusted by Growth Factors. Vehs Exited 2662 Staftln -�ehS ";fir- '[ 93.� Ending Vehs 107 1) Ine edrF fry&6—for ,x -0 «" �5XMM7:Lgg `' �'F4-27'ma�'2" ' Denied Entry After 3 x fr8vel`DAsja ce rll� "s`.+F2.376 ' ' 3,r .y�.aw t^ze- "'. sr-%" ' ez�r°{ 'W Travel -. Travel Time'(hr) 94.4 r0 WIMS RERUN! ��>�§Y'Rf k27�9 r "-M ', �, i�' "3 -.-.'==M'FrMMW� .N. +� .+r . 32 -.Rs„,.,,w . Total Stops 2215 11 ' V:\08571\Environmental\NB SAT.sy7 SimTraffic Report GPI Page 8 Greenman - Pedersen, Inc. 2014 No-Build SinnTraffic Simulation Summary Saturday Midday ' Interval #16 Information taRPTlmera End Time 7:00 Volumes adjusted by Growth Factors. Vehs Exited 2501 ' Ending Vehs 97 Denied Entry After 0 �f�avelfDi�lanc E m1 k�E""�„ �2189 ��"�' '*�,w��3 ��' �i�+,���'�� _„�,•F �r � h„�'�-���,,� �-� M4� -�H=_ Travel Time (hr) 87.1 Total Stops 2177 Interval #17 Information 1art�`7iine End Time 8:00 Volumes adjusted by Growth Factors. Vehs Exited 2284 ' 30 ROM Ending Vehs 76 �2-�t DemedjEnTry�efo"ek D7e4k s r L "O � '4aT",5. Denied Entry After 0 T'faVet...DS nC�y l `��s „T`'��;2044 ..2� ��i'i�W-"�"��T'�."F'� �, t���o�i•"E d� .'�3i�-v�-��,i��« tN^i�,...a.. E _ .a,.x Sl.nr,�tm.� ..wtSaliylf¢+.w+umu +n�3=h.-�Y3 Y?w+..c.-r-.na...<z 6y --�`.� '�.•^ s�C.v.�v'�'i.�,. Travel Time (hr) 76.9 Total Stops 1658 EueliJseci/ al r . 1437a rFharr ��� yrr rfa ^ Camra 4 Y 1� V:\08571\Environmental\NB SAT.sy7 SimTraffic Report GPI Page 9 Greenman - Pedersen, Inc. 2014 No-Build ' SimTraffic Simulation Summary Saturday Midday Interval #18 Information rR. '^t k rc p - Start Tlrrie� ' � ,��" 99 ` �<�: 4 .o2.il'-be�TY'if End Time 10:00 kLota1TJrr_e /_ min v.,�__. 1..t x� ._. .'x.... sF•x;?c d..vsi�L'+:a.-..-53. ...a.v.,s ._....zL,Ti .�. �.a. .�.hinn.. n...x£'i..., sT Volumes adjusted by Growth Factors. Vehs Exited 3450 Startm V@t15k 9 uL'„�£LA47..�. ,` ``•.n�.i> 'k�Yt=�zZ"*' r"s .tw' ,: [Yc 'v'�ar '.4'r-5=,rte l ;,'�3 Ending Vehs 50 U§nled fr E&r �.�Yt.dtn-..s.vYr,'- � Denied Entry After 0 7rave Distance 7fi)��� 3929 x �� R X c �0' v*y Travel Time (hr) 108.7 Fofat Delahr Total Stops 2232 Interval #19 Information End Time 12:00 _ N:�x Volumes adjusted by Growth Factors. Vehs Exited 2292 P.-tartm V,eh �r rs� 4h °� {" � =x Ys Ending Vehs 27 �� :Er.yBfOr$ ✓ mA" } 5--si�y .rw_:. 1 Denied Entry After 0 B` M, Travel Time (hr) 67.0 ota'�I D Iay�"" r " g-' � Y�'=v'' " 'v' a`t."• �'b + : `r a- r��`� ..56 '°, sk r :rt}'; Total Stops 1168 Fuel 1T52d (g�� "'S�',��+� X130 9 �"s�o',�.�>•�. �°'""` . vim'-�,. ��""..�`� -*°�t,��3��sa�� e 5� � r I V:\08571\Environmental\NB SAT.sy7 SimTraffic Report GPI Page 10 Greenman - Pedersen, Inc. i 2014 No-Build SimTraffic Performance Report Saturday Midday ' 1 : Ravenna Avenue & Route 107 Performance by movement Travel Dist (mi) 33.4 2.1 19.0 7.7 43.0 29.5 1570.6 7.0 206.9 2812.7 36.4 4768.4 t7e°'Idl�s�1�(ga 318�Ok2, �y� 9� 0 74 2r4 G `3�7"1r25 6 0 5 1$7 1.-91s 2a '445]E4 3530 HC Emissions (g) 12 1 5 2 6 12 333 2 65 634 8 1078 COQ ♦ mKon (p) M32 26113$� 39`� 1;39305y5ig97t278.? 33083 �32-00528 NOx Emissions (g) 38 2 12 5 12 47 1141 5 182 1896 22 3364 Ueh les; tare " , " 3 8 � 23 4 5 306 r303 163; �7 iy&f 158A6. 207 3`4957 Vehicles Exited 358 23 204 55 306 302 16366 72 1169 15910 207 34972 ' Denied Entry Before 0 0 0 0 0 0 0 0 0 0 0 0 2: Olde Village Drive & Route 107 Performance by movement Travel Dist (mi) 108.9 11.2 53.1 1677.5 1506.7 94.9 3452.3 HC Emissions (g) 37 1 22 604 435 23 1122 O rar ssn ions(j r w 2 5', X22< 938 4fl 1 b 2 9L 73 t 0606 f:6"4fl 1 IRM i NOx Emissions (g) 121 2 75 2149 1590 64 4001 Vehicles Exited 1002 103 494 15572 15493 970 33634 'etfi`^'��*"'9`•...Q �i-•m.�y y�,T-w {f'�"i a r-a �}-m R' n x x"d"'"' =fs t �"z..'.n.,,-g � » Denied Entry Before 0 0 0 0 0 0 0 3: Wal-Mart North Driveway & Route 107 Performance by movement ' Travel Dist/(mi) 93.0 891.5 8.3 11.7,4.1..4 2734.3 HC Emissions (g) 14 294 2 445 755 OFErn1'ssions a M_ 00 _t.,._o-aG .-56,..»�'. 2„ ....41627231-90fl398477- y. ' NOx Emissions (g) 29 1109 7 1454 2599 �- Vehicles Exited 810 15730 145 16197 32882 �1$uiA�`�ci�Ra2e. , 655 r�„�' "6�`T' `67 �i33�0h �� �� � '���,� � ��` �•"` Denied Entry Before 0 0 0 0 0 V:\08571\Environmental\NB SAT.sy7 SimTraffic Report GPI Page 11 Greenman - Pedersen, Inc. 2014 No-Build SimTraffic Performance Report Saturday Midday 4: Main Wal-Mart Driveway & Route 107 Performance by movement Travel Dist (mi) 340.9 53.6 131.7 831.6 748.2 142.8 2248.8 Flue Useti'�g?I)' 4��X33.9 rs2�3x 183 HC Emissions (g) 98 6 50 128 185 21 487 NOx Emissions (g) 282 10 153 340 559 28 1372 ' Vehicles Exited 2197 344 2179 13718 13723 2619 34780 Denied Entry Before 0 0 0 0 0 0 0 5: South Wal-Mart Driveway & Route 107 Performance by movement Travel Dist (mi) 666..-8 454.7 870.5 1.5 1393.5 HC Emissions (g) 14 45 324 0 383 NOx Emissions (g) 34 73 1227 1 1336 G h CI sEt ed154 158931:40 2A*31528 �� t ARNIM Vehicles Exited 1556 15896 14063 24 31539 Denied Entry Before 0 0 0 0 0 6: Meineke Driveway & Route 107 Performance by movement Travel Dist (mi) 4.5 1664.2 426.43.2 2098.3 HC Emissions (g) 1 236 162 0 400 C, s K" '�+synrv^s wry 'S1- �`' F �"�,3`rr1x n �.•�e4 r 4`C" ixa�+R w Tx.,�.rr..�.vEm,!,sstoras�(9),::��.3.��,14 104�74�:9035"�` .::.�6E:��9528� �_.�,.�m,�1 _� _ �,.w... __�'_.,��,-� NOx Emissions (g) 2 600 650 1 1252 Vehicles Exited 185 15893 15521 117 31716 Denied Entry Before 0 0 0 0 0 _qtr �;- saPN` '`° rx �r �tiM-2 �DBrI)Btl_f�.r�iryrA�te(-�"« "", ,�sL.`,a.�4a>-'�`�.PDaSL��$,��: ��nF"c �I V:\08571\Environmental\NB SAT.sy7 SimTraffic Report GPI Page 12 Greenman - Pedersen, Inc. 2014 No-Build SinnTraffic Performance Report Saturday Midday 7: Fays Avenue & Route 107 Performance by movement Fifffigullyaltaw 1111!1' 1113111'1111�11111111 11131,11 Travel Dist (mi) 134.7 88.1 118.4 2356.3 4674.2 281.0 7652.9 'Afiri (t�a7)� ro'P13 5.s:cn 1 f1�7 216 82 1� 6 HC Emissions (g) 32 18 30 335 510 29 955 OEmi`s OnSf(gi01156�44`+i1156 '0121�692«13872084 "h {fide NOx Emissions (g) 94 44 79 728 830 43 1818 Vehicles Exited 796 521 731 14484 14828 858 32218 Denied Entry Before 0 0 0 1 0 0 1 1Jenred Er�tryfAfie"ra"�'�w�' ���s��O�S�f r0a4'§,�rOw� pj�.i0 0 �e. `p��s« .�•'-,�,�r�sw"�� s��y �� Total Network Performance 1 Travel Dist (mi) 38263.3 HC Emissions (g) 7801 D ErrJ15sl6ns(g) � Y j35476 � au b"�� ROOM NOx Emissions (g) 24372 Vehicles Exited 43198 Denied Entry Before 1 Denied Entry After � k 1S E m O � v r x 4 " '. az 1 V:\08571\Environmental\NB SAT.sy7 SimTraffic Report GPI Page 13 Greenman - Pedersen, Inc. ' 2014 Build SimTraffic Simulation Summary Saturday Midday Summary of All Intervals End Time 12:00 NOM { 4_3. mm) > -- Time Recorded (min) 1440 ��O tb 'A Is v "' �a'n."5_n.s�y #of Recorded Intvls 19 V�v)u�me counts from V\08571\Environmental\0$57�1M1�SA�T Buitd�<Volumes csu data�#ile(s) �, r '�# , ��� � ,`h' ' Volume date ==5/31/2008 =:r- ,set -'e x ,. r 't, r +e^ g r�^:.g� f- ia^ x w at t5rle7sd. �: _,„7 5� vn<� `s ,._a.,�...... ,!�`'�v.Msa �+<Y.`';,. .'� ,c,.rt ''x#'� Vehs Exited 51836 ' 8t�m,g Vet�s�- Ending Vehs 34 nie�c� -f 1, r M`a z sn p w Denied Entry After 1 Travel Time (hr) 5963.3 TOtaI D` efay(hr) 475)5i$ 7 6 lc n tSK #e s Lme�t a ,5 Total Stops 124003 ryerfl t?ISEd Sga7); 4 's�F,!rS72 7'"�.. _ ,;.�'£,Y . .$- `.`a tt .r "a..,:# � ,�-�s_ 'v'e.x �'�rr•X `� ..,_ .:. �.° .,._�:'. Interval #0 Information Seeding Eta ilTime" 1.1x57 s , , „ a ,.,,.�n r= Ai .,F� . End TimeII 12.00 ' fTotal"iime�(min)��.��� t �k�. F 3✓."�.�` t '� �SAE � z:R� ,�4 S `'. 't�';'� i. ,._> �3d � `, .F° ��� e a: Volumes adjusted by Growth Factors Interval #1 Information Recording End Time _ 2 00 2CC. h Ml� ,r $�2 a Volumes adjusted by Growth Factors. ' Vehs Exited 1520 z r a rr kp Ending Vehs 17 6ented E_n_ry Before r H, y a { Denied Entry After < �0{ Travel Time (hr) 42.4 ¢T¢ otIfDe]a rf). k. .y� �.,.: Total Stops 833 �UU21��SQlr� (gal)..� � .`'.,... 75 3,»�. �� _�.�_:. '_�a_.�A._n x�,<...'nv.W,�, '.._��.`»- +� _�t ,5.�,...�...��k —`� v �• ' V:\08571\Environmental\13 SAT.sy7 SimTraffic Report GPI Page 1 Greenman - Pedersen, Inc. 2014 Build SimTraffic Simulation Summary Saturday Midday Interval #2 Information Start -7 16 Time End Time 4:00 M�I Y)mowmn Volumes adjusted by Growth Factors. Vehs Exited 665 g@Cr�q LVRhs lk"R-k M2 Ending Vehs 18 Denied Entry After 0 r&q— Travel Time(hr) 17.7 [r Total Stops 270 ri Ce f-- Interval #3 Information 50RAIR 084M Ifill Kll� End Time 6:00 NOR 'HAW Volumes adjusted by Growth Factors. Vehs Exited 637 TWO66,09b Ending Vehs 8 PR Z"51�"'AtTIZV� Denied Entry After 0 ®r Travel Time(hr) 16.9 LT Total Stops 281 067 `0477U� 'K V:\08571\Environmental\B SAT.sy7 SimTraffic Report GPI Page 2 Greenman - Pedersen, Inc. 2014 Build SimTraffic Simulation Summary Saturday Midday Interval #4 Information End Time 7:00 t a! � -_ ...e fie. ..4 a..5,3�V �4i._,a._-. Volumes adjusted by Growth Factors. Vehs Exited 1084 Ending Vehs 36 _ Denied Entry After 0 ravelDlstance (mr) y r�- ,�+" - Travel Time (hr) 32.3 Total Stops 666 i s �uelUsedAR-1) 593 � � S5 � �, •� ��,�; �, .� �v_�_a. � Interval #5 Information ' tarter Tifne r u a� < < 7G0 n4 '' � �.. rg End Time 8:00 Volumes adjusted by Growth Factors. ' Vehs Exited 1775 Ending Vehs 44 Denied Entry After 0 Travel Time (hr) 55.8 ' otal Dela Total Stops 1178 v .L_.. lie Used i ' V:\08571\Environmental\B SAT.sy7 SimTraffic Report GPI Page 3 Greenman - Pedersen, Inc. 2014 Build SinnTraffic Simulation Summary Saturday Midday Interval #6 Information StartgTimee� w S 00 Fa ` ,q2Y1 w End Time 9:00 ' ..xr.- ,. rs+c..c. ..7 r h. Y'., $r^ys' .. r'r 'r, ,* ii .+. w't [T:-otaltT�rrSe(min)a _t _, 60 rH_.�;�x _.�;..� ,�__. .d�,�`"__�,��. _ _ __� _?� __.. .. _ . _- -7 FE Volumes adjusted by Growth Factors. Vehs Exited 2253 Ending Vehs 68 Denied Entry After 0 TVIAl A Stance Illi -Y''4.`f n X 953`'' 'i .' �a°` n ` •'"`.'+ ^,`.G `°` 's3' .i t'�3 -A"4 .4 `S'i' t71 -c-r"+a _ ' tw M....._._ Travel Time (hr) 73.8 Iota�I�Deay Total Stops 1689 Hr,elSt�yy alt .1g.. Interval #7 Information , ►8rtflTi3�" ��-3e� �'�alx 9 00�' sS- �t .x�{e,bu,.m err: �9z•' ��S x[ce z;_ a s t s F�.t" .nay �'"e'f�-k,+`a End Time 10:00 Volumes adjusted by Growth Factors. mogimommilwm US Vehs Exited 2933 , ar. .. x 1°air" '' k...cN ytartin�VEt�1S y�'�a*,-; Ending Vehs 92 ti berried Ent Bef roe " ' 0 vi Ua A y� § N M r c r ✓ x f s •a s DeniedEntryAfter 0 Rravel'¢?1S_2nCe Imo..a ,"4 .� .e�w.ae u.�._�»i.1 �r...v 3.ni,F_.-s.s_a�✓d.,d'_rsn-:.E r�.w<_�,.a.� vim.e�l.?..o �.,..�t.�.e .; � �..+_J Travel Time (hr) 104.6 TOfajFDelay(tlr) d Total Stops 2776 i 1 V:\08571\Environmental\B SAT.sy7 SimTraffic Report ' GPI Page 4 Greenman - Pedersen, Inc. 2014 Build SimTraffic Simulation Summary Saturday Midday Interval #8 Information 5tart,Time PC End Time 11:00 ... Volumes adjusted by Growth Factors. Vehs Exited 3512 Ending Vehs 229 Denied Entry After 16 Travel" islance (mt) 305'4 .xx z ., ' � °c rrzx °f � Travel Time (hr) 216.9 "'ptl ba hr � - 1,3015 �a a4x G n Y( ) E 4 z ` gg s e xt h' �' ' i Y 36 1 Total Stops 10597 i tr.if F&5v FST Tom{ IVY '� 4"+m�• S Si-y,�L r ^+;Sr<"4 Y d{ d '^- Y#{ 6 uel�lJ ed(gal)TM� n„C .x- ,ens.�S49..�`F,,� x: 1.�,<4` h.is,�eY.u.7eawrs�d�.hSe�^rt•,�,�bg'» "@ifP�;��kP<E°i , des :,�x `�'kr4�F.�s4` . .�,Y• Interval #9 Information s w.�s��< .�i7"s.�aa'�+�'.:'`'�.,« _� _ ..✓'o...._`'�, u.:':�rx_' .x .!rG�>�"Wi.,w 's rs'� ` „4�;va,�l.� 6 � '�'trc�;!,'G...�,�'.� � End Time 12:00 Eotal,Trmer rnin ”' ��60 �.. a k, -- Volumes adjusted by Growth Factors. ' Vehs Exited 3510 a geh2<-!..ZHa3r? n : kf Jr�,tr s�a -Ending Vehs 290 t BMW, P enied entry Befoie (I6 + r S�u3 5 1WaZh t r a t Y s ' Denied Entry After 163 ary Dii1a_ne ..,, .�. ,k UM-M,M't Travel Time (h_t 403.0 ' Tota Dela hr g `. 3 6 O F Yr( ) .La"� 'Sc 3 a$„t eye n w`'-m 'C '9� Total Stops 14005 I V:\08571\Environmental\B SAT.sy7 SimTraffic Report GPI Page 5 Greenman - Pedersen, Inc. I - _ 2014 Build SimTraffic Simulation Summary Saturday Midday Interval #10 Information 6tartT�me � ¢ x� a y�1200it�t'��.�,�'�"�m •b ,�.��`�. +"fix t � _ �� � � �v � End Time 1:00 LY610), -' + 6�T'"' d'...*,'� cH-M' .r 'moi+ iYT•r r- - Ri-TRIi ?" a.�,n..ia.,��:.._._m1�2_'+X.,�.� c�.._«or..i...... iw..�k, ..a..a.�axw� 1:3."�..��� E...»«�.,.,f� _.�$.xs.�. Volumes adjusted by Growth Factors. i Vehs Exited 3588 Ending Vehs 299 ,� .-�-..�: zt ..�+��<-°'- �i•.e� r .., 3e.e?�. .-.'it:?.tT.r.�xs""a>S.f_a?�uk�x .,„,.a..';...��'�i,�„�:cl'As'ittes�.;n._�'1,Ts. Denied Entry After 283 ,ra 21tISt2C d( rl�.) `.s e. Travel Time (hr) 547.5 Total Stops 14415 �i..�.�._._o..,.aaz ..,w,�. ,aS_:&,.b-.__-,..c-.'S`ti....�.x�._,�'�'ik;"' �.,v uh.�i�'Ste."_�e��� w✓l.t �`_� e+_ is s.±��',.x�a§� .`x..-,i_�a*aeA 4SR Interval #11 Information End Time 2:00 Volumes adjusted by Growth Factors , Vehs Exited 3503 Ending Vehs 306 @ _ pe�Tled l�Ent7'yiBEfOGE4x '4`ssi'P',''283'� .�a!'�+i x+5 id-0#�'�'�q'^w -s T' `a��.� �;'.C!`n, �}r � A -S"•+�� � x � s Denied Entry After 410 -v.. ,aa Yds x'U-3 e^h€ s v r+ ?•�a a- ravel3D:ist�ance( ri) at f302 gra . ti�: u � b� ` Travel Time (hr) 675.7 Total Stops 14659 I w:�-"n�g�k,� ` Z341"r�"}�i^�,'Rack, m� uelg sed�(9�1), �:.- 545 0 �+ - �.a,� �:?,�s �& V:\08571\Environmental\B SAT.sy7 SimTraffic Report ' GPI Page 6 Greenman - Pedersen, Inc. 1 2014 Build ' SimTraffic Simulation Summary Saturday Midday Interval #12 Information ' Mart Time va2 00 r End Time '100 Notal T e(big Volumes adjusted by Growth Factors. MENSMUMM Vehs Exited 3649 5tarting,V,eh�s 'I s e3�6� V a IR - ti a 7 a ' Ending Vehs 328 �sr�^�-^xz�x �cws�, +r La�� �rzry -5 Sn "*x-• rc xt�v*';c.F vi�t ye � e 'k`� t5 Denied Entry After 495 Travel Time(hr) 777.5 a-s r t� a JX'r' r Y• P" ^' .zF s»�§-.,vw- n{3 m 'r ., w;. v- r `fotalaDBlay_(hr)��st �. - ' Total Stops 15357 Interval #13 Information End Time 4.00 Volumes adjusted by Growth Factors. Vehs Exited 3472 y Otart� 7971-BhS�E�' Ending Vehs 329 enied Eat Befiore�ry {`"..._ S x` 493 Denied Entry After 654 Travel Time (hr) 909.2 ' Total Stops 16008 ''t--< ex 's�+�tz p,'F .�' s�^r >p V:\08571\Environmental\B SAT.sy7 SimTraffic Report GPI Page 7 Greenman - Pedersen, Inc. 2014 Build SimTraffic Simulation Summary Saturday Midday Interval #14 Information End Time 5:00 TCCK Volumes adjusted by Growth Factors. Vehs Exited 3502 P.-tArf,490 %Cil"R*M" Ending Vehs 181 0eMIZ Denied Entry After 518 IT F Travel Time (hr) 801.9 R Total Stops 11767 Interval #15 Information 907-0.110 '001'e7l- End Time 6:00 T I 0&ONT 164119ORM 1E I ON Volumes adjusted by Growth Factors. Vehs Exited 3353 Praafjtqh!'-6- 1,VL§ Ending Vehs 187 ON '-IR Denied Entry After 328 KP 1Z7W �V'4R Travel Time(hr) 585.4 NW-01-1 7431K-21 "STLI"U'a ERMFOl"'mss Total Stops 5789 V:\08571\Environmental\B SAT.sy7 SimTraffic Report GPI Page 8 Greenman - Pedersen, Inc. ' 2014 Build ' SimTraffic Simulation Summary Saturday Midday Interval #16 Information Start u a 9 End Time 7:00 iTotal�Tri'me�(, n��zn� a ?{ x x 61"U Volumes adjusted by Growth Factors. Vehs Exited 3255 Ending Vehs 164 i en ei dd€E try Blore Denied Entry After 87 Travel Time (hr) 367.0 Total Stops 5537 Y Interval #17 Information 6tart Tulle r 'GT ^i. /�0* ":r_ x,..ry_!,. i�3�,# ik•-x.3".` �yt , u,a'�` .cr s'#- x_Y3 ;_ter . .., s,. ..... � , ,'v,, ss _ .,;: End Time / 8:00 T�Ota' i<T-..-I rlueis�ml '`•z �" iYr'�` 6�t-} ,....v -':u, r. k * ^e 'ter ry4',� R " 3. �.z�:_4 e�, _.M1y,�,.., Z r.. �'d,. ,.,.e. '_ �...a.. .. S��Lbs':.'�...v��•� � �'' ?:wax . .... _ .�.�: Volumes adjusted by Growth Factors. Vehs Exited 2856 �tar;<fll'�.. X/ehS '.. .uci. `a�... 16ur4..*'*x.�.:; a :e,�.,a 6:21 Ending Vehs 101 i Denied Entry After 0 xi tfi"'w2 t'° �r�2YEIFD.is ance�rnu)x .�� ;2 � &a�c_4t. Cn _2, �..t.i Travel Time (hr) 122.9 n"tr �" c"`;Yt�i'' Total Stops 3457 FUeI lJsed (gal) <k.. .@ 2t)03i f i V:\08571\Environmental\B SAT.sy7 SimTraffic Report GPI Page 9 Greenman - Pedersen, Inc. 2014 Build SimTraffic Simulation Summary Saturday Midday Interval #18 Information Start Time 'Hy8 00 , > , r x � r , End Time 10:00 �fotalTime(min) r 'a120rr OrtPa v"3 ri xzm 8Dg ._,a'n v,E, , ':�,.re... Volumes adjusted by Growth Factors. Vehs Exited 4051 Ending Vehs 62 ffi4Xg N'"T 1 Entry Bef6 # Denied Entry After 0 �,- ..�wN ...,. _ zr a..,_� _1 �.. ..�.�k„...,w,. _..c.�x�..d_a..,�a-s�,�a>.-tea, .u..t. r,.. . ,.v;e ✓s,.Ta�'ud�.,._.:,._.�.za....�..�,. Travel Time (hr) 131.3 otal�Dela hr 4 32j sur , , �, xs �� s #F ca r _ Total Stops 3012 ' s `:� Fuei�Sed (g?f)°;;,: : Interval #19 Information End Time 12:00 Volumes adjusted by Growth Factors. 111:1 it Willi UPON 11 Vehs Exited 2718 k ailxvcr'p'� w,F ✓ 'n w•,. +ic3jy' ic'R,n , m„�* a . ` , Ending Vehs 34 Denied Entry After 1 ' gavelDlS.tame (ITIS)j1ca�'=�„���`� 286.a�}�r�'� "`�.7f�'r,�� y. �. Travel Time (hr) 81.6 Total Stops 1707 V:\08571\Environmental\B SAT.sy7 SimTraffic Report , GPI Page 10 Greenman - Pedersen, Inc. 2014 Build ' SimTraffic Performance Report Saturday Midday 1: Ravenna Avenue & Route 107 Performance by movement ' Travel Dist (mi) 29.0 2.5 18.8 9.0 40.6 30.3 1755.8 6.1 198.1 3155.2 32.0 5277.5 HC Emissions(g) 10 1 4 2 5 12 369 1 68 693 6 1172 (CO Emis is,s ,(g) �i` 275 ,22 117, -15 �1p4 �305 163&Ir]�— 7° 30283 W,%5 29 55330 NOx Emissions (g) 36 2 10 8 11 45 1294 4 198 1984 16 3607 Vehicles EMeredu$, `k 311 rY 27 20,1 a n x64289a> 31118302 7 63 1115 17846,X182 38*71;I ' Vehicles Exited 311 27 201 64 289 310 18304 63 1117 17853 182 38721 Hourly Exi 'aler i x y 13 r r �: s s, �3x 12r :x`13 mv763 wz* 4n'1744g __ 8 613 Denied Entry Before 0 0 0 0 0 0 0 0 0 0 0 0 � emedrETryAfte :0 � 0u,' ' 0 ati0� � 0- r1aa0r0��s ...,z .,�._ ....�M._en. :r. 2: Olde Village Drive & Route 107 Performance by movement Travel Dist (mi) 115.1 12.1 56.3 1876.6 1706.7 88.0 3854.9 KuelOr(9a1� 13107 , g6"k7 1`831S54r135836 as sF HC Emissions((g 4 � 131 ;M3 87 2364 3M 60 4109 t 4 C�Emistons"`j(g) :.`s t 1402 � �` 24 1.131 1X5841 1 3a8a 87 a�6. 3���" NOx Emissions V,efg@:9,E�t,�— terEa q 059 s `1x11 r'2524 1 A163w175 4£�R9A0 375 4 t.e " * —n--:>, Vehicles Exited 1059 111 524 17419 17544 900 37557 F�or�rlyxx}t Rifeu44ax"r,45n761s 38y7565m� - '_ r r ' Denied Entry Before 0 0 0 0 0 0 0 01 �aAs . . 3: 't 'x�0�����u�'"'.t,»;T,y�-_".sy�a ✓a e?C¢ tx Wal-Mart North Driveway & Route 107 Performance by movement Travel Dist(mi) 185.9 91.6 1006.9 8.3 1672.6 291.7 3257.0 HC Emissions(g) 1709 15 433 3 532 86 2777 �O�Ecttssia�ns( > 10070 4%460x25514 :x843 92500Tv3965 ¢ X ?4h �w ' NOx Emissions (g) 914 36 1683 9 1259 197 4099 U he cle'snl'ere1299* E7<99"z1,76b0M44(154852 03i37�5D � PS 0,_ Vehicles Exited 1220 798 17601 144 15489 2703 37955 Hlou�r xr� t R to X51 ,33 733fi 6,x �645 �13138 �' � s a Denied Entry Before 0 0 0 0 0 0 0 ' V:\08571\Environmental\B SAT.sy7 SimTraffic Report GPI Page 11 Greenman - Pedersen, Inc. 1 2014 Build SimTraffic Performance Report Saturday Midday , 4: Main Wal-Mart Driveway & Route 107 Performance by movement mommilmankom Travel Dist(mi) 728.9 479.4 282.7 793.2 778.8 135.1 3198.1 , (uel Usgd(ga) x {11362 664 1 X62 83 Oil 33A13 72073 5� u _ z�` ,:, F .t HC Emissions(g) 6173 3739 164 171 347 41 10636 ' ..� —i(��xL rt mm.�.ax.a[ w.r.vuud.'�nej'JL..fneass�ha�F `ev_wu..„... LS�i�vL�e L...k..:,arl� �L➢�Y aa'S.1.%v.Ft-��.�.a NOx Emissions (g) 3136 1718 380 509 963 125 6830 VVehiclesEniered 4694x3074 B4 70 1'307914347M 24894353 r53 Fi ` Vehicles Exited 4701 3077 4673 13082 14360 2489 42382 ' Denied Entry Before 0 1 0 0 0 0 1 PernedtEnt 5: South Wal-Mart Driveway & Route 107 Performance by movement Travel Dist (mi) 507.6 1067.7 1575.3 , HC Emissions (g) 92 558 650 PWEmissoNON NOx Emissions (g) 169 2024 2192 UeM�c1e��Ent,e.:::ed-� �r79,�4,'7 ��St"��85� a�-}�-+ „M. ��, ����"��� '_z�'�s ��a^ �:�' ��.t• Vehicles Exited 17746 17446 35192 Denied Entry Before 0 0 0 , 6: Meineke Driveway & Route 107 Performance by movement ' Travel Dist(mi) 4.5 1864.4 483.2 3 5 2355.6 ed �u'el lJs {�a1)S*� _4 137 7 70 0]1.F2—@§r47� .� � .�r HC Emissions(g) 1 374 185 0 560 NOx Emissions (g) 3 893 608 0 1505 Lres tete nine ,l" /eh�cles'�Enteaed �.°3�1$3�1'�,7y75`3�,�'17321,�,rs 127�35 - s"..��?�,".z� �,a�v:�� � �"��'„Fc",`�., �_•�.:,.,'_�`. .�.Kr. Vehicles Exited 183 17753 17323 128 35387 Denied Entry Before 0 0 0 0 0 - RR enied-EntfyJ�fler�,nt'��!0yy((' ��.EO�[�'0�'� _ Wa_5' a_a,�lSt.�3S+5�Y%t`wCa.*a V:\08571\Environmental\B SAT.sy7 SimTraffic Report , GPI Page 12 Greenman - Pedersen, Inc. ' 2014 Build ' SimTraffic Performance Report Saturday Midday 7: Fays Avenue & Route 107 Performance by movement Travel Dist(mi) 167.6 88.3 121.9 2631.8 5205.5 347.0 8562.2 duel U,sed (g la 3�: 15.7 s 6 0 x'10 9T 1f51537z9 ' HC Emissions(g) 44 19 33 389 876 58 1419 C�'g—iss o s g` 1; 3 I'3645 19 79 1100 1297 $28 27883 rs t M NOx Emissions (g) 127 48 89 831 1695 107 2897 �/ehlclesx:Ntered£ x991 ' 522 751 16174 16451u x10573 946 s � xh xr� , Vehicles Exited 990 522 750 16183 16454 1058 35957 �ouJy NeR � -'r_3!1 Denied Entry Before 0 0 0 1 0 0 1 enied,Entry*AfteY� �0 ��0 ', -0* '�0 n: ,. .�_„_ a- Total Network Performance ' Travel Dist (mi) 44305.6 mel iJsed al �E$m�, r ,4 x- W.z `y”' 7.t �r -'� fi HC Emissions (g) 21576 C'0 �. -*.,..�..,,-, NOx Emissions (g) 35434 �V1ehicles Exited 51836 !M"NACRE Denied Entry Before 2 �3en dEntry� fterl �i nth a� 1F r� --ng3�a .. �.".. .rivers. 1 ' V:\08571\Environmental\B SAT.sy7 SimTraffic Report GPI Page 13 Greenman - Pedersen, Inc. 2014 Build Mitigated SimTraffic Simulation Summary Saturday Midday ' Summary of All Intervals End Time 12:00 fTotalFiTamejmm) k Time Recorded (min) 1440 , # �n a ., ,a. -�h� =�p,.p.[- -',rg -c z „,q �, i rw.r ; •- ,�': .�v.a �t-.i r3 'Yw` lY' F ; r ra 3 x . #of Recorded Intvls 19 Volume counts fromty \08571J1Environrnental108571,SATButIkAd Mnlumes csv data fde(s) rsi 5 Volume date 5/31/2008 Vehs Exited &52265 g Ending Vehs 41 Denied Entry After 0 T O wE_14t Ca' �^ -tf-- ravel;�D�`stance (rY�i) t,-y�47�9 S''!wa"�?Ss.,, 4i .. r v.t,r.,v_ -c'=.�:. H,t r # r ��w Travel Time (hr) 1936.8 Total Stops 56845 Interval #0 Information Seeding , P.tart�Tl7.„Ite�. s..,k '�._. End Time 12:00 ToialtTlrne{mined ky3 3} e"� 72ss?at, bkw� 3 3`,.. E , Volumes adjusted by Growth Factors. Nq7data:recofded'�t�IIS°tin't�erN2I44"1� a.'t''%. '- fi�'�'3ett +,.`''"^ Interval #1 Information Recording , .�- �tart'T�me End Time 2:00 �otB7 T�I1e (min)' �+�+"� v,- 124 fy+ 3�"£vY�r#"',�iRi�F,. '��•wcp -Sti �'�eY"u`.C.:;�.�'^^/� .#>`�''^a'''p�'�..�5-t�` �t a*+:,�s. Volumes adjusted by Growth Factors. Vehs Exited 1470 , 9%9_00e�1S, Ending Vehs 27 �r.r.-. Y~ ..+rr�� r"�+. °a` 'iI17 t ma[ y¢'. v.� n�edtryBefo,�.e ~�:2_..r:'�iu"§..°�.i .�a�£�,�''t�?��4� Denied Entry After 0 Travel Time (hr) 40.8 =--r- -rR, �.�.+.'�' ".�4�^�."�-�. {da�iR"'�"� " t.,+ ,� r� auk, ,�1�'� �c�{F r 'MTy4CrT fiA'ic�"3 a •Acw�,nvR z Total Stops 715 ruel-Useds(gal) kr: °77?^ sx s� aFk wir7Kz vG r N , -_. .�ti;eu,._�sea.;.'t� C,u._,>'�.-'�,r . .. xa '+t,..rF.��rc... ..,.,t.�,w.ra.aS.E , tyfta, ..a«..:";'rx. :s &.:an ;k „•- V:\08571\Environmental\B MIT SAT.sy7 SimTraffic Report r GPI Page 1 Greenman - Pedersen, Inc. 2014 Build Mitigated ' SimTraffic Simulation Summary Saturday Midday Interval #2 Information End Time 4:00 TOtalrTlmeml '$* 4 + 120 s * a ^r"1 1,;r"sirerz -T x's ,..ay ,F-.,.,.,�±", a,...te. ,.x, t t��.v f,... .0- .nA � W 'X.i h. ,`�„L�b Volumes adjusted by Growth Factors. M _ Vehs Exited 699 Ending Vehs 15 _ enledt€nt:ry�Befflre 'fy a.,ez�� P�: , ._"BSc rs �'��` -�-rt�y�wf�� �'i,N� ,�`a�' '7 �� 2�3('" s��c �}tz}•;��zryY�f_ Denied Entry After 1 t4 et.Distance Travel Time (hr) 18.3 "` 1 A`' TS F Tj`�`z^:cy c2 x+'y�' •>y 3i+�`*;h4 w S 4 "13Y �TOial,,Delay flr �"' t 2p0 � gam Total Slops 308 Interval #3 Information End Time 6:00 Total TSmeJ(mrn) Volumes adjusted by Growth Factors. Vehs Exited 663 _ 92rtlnEI1Sh .. fir15 Ending Vehs 13 yy, enlednK 38efOYet' Z 1x ^i. 'rl pu .tm"�r.,�,'dzye`t'Yi + 3"� t%''ft, .> s `'`3+5 y*... p; Denied ' Denied Entry After 0 Travel Time (hr) 17.5 Totalsi�ela FTotal Stops 255 1 V:\08571\Environmental\B MIT SAT.sy7 SimTraffic Report GPI Page 2 Greenman- Pedersen, Inc. 2014 Build Mitigated SimTraffic Simulation Summary Saturday Midday , Interval #4 Information End Time 7:00 iTotal T me(min) 2 60wr i4, LL�ffs-� -t,: !ZZ Volumes adjusted by Growth Factors. inigg Vehs Exited 1131 �t .} T* a-r: *r�' ,,Mf- "'e1F^3zk �';�- J3 jl 1 '7s y, ,t �+w,�e{r- Fxe e r wfH STA' . t `s a'sr:t-�e ti -r� artingVehsr� ,�y k ' ?�* +"£Cry �*is � sa',1}e h s v.�` s}�,' ��'� *"�4r �i,�,'"� Ending Vehs 29 Denied Entry After 0 �i t m- ar'+��Y- -,_ire, „ '*.. "° r' '``v'4 gti }' 1-r`"' MIRROR,' ��aYel"DISt2nCe..(ml� j x -• 990 '+.�n,.a,....' '....,F.rur:.i,scv� ,tt�.a^!..iS:;.rtv�iu.'$.�^�i z ...��-"'�LL..,, 3.?,..,.�, ..__i. i ,� ws•�: Travel Time (hr) 34.2 Otal D8'12 hr c u r� r h a ur 1e § � zt a Total Stops 715 ' �- FUeI�Used,�(gal) Interval #5 Information ' OWN ma, c End Time 8:::00 Total�flr7le:(min)�-,, �r��, '`X60'��':'.".��.. ,r�- f��� ci`' '" .,�T�✓,r'. ', '�� ��Gr _..�.ex� ..T���sa.��;'i; ' Volumes adjusted by Growth Factors. Vehs Exited 1849 ' $t�IfL 11efi$"a���� :R���.i.F�2g� 5 "d'�',�ew�'T��: ���,gip. '�k",5" " qS�'�} ��4�, -'�,*''.k -;-tea '� °`•'�T'x:: Ending Vehs 67 Denied Entry After 0 , Travel Time (hr) 57.6 TOtaI Dela hr 1 0 xr x z v s ab r` ` vhf* ' r.. Total Stops 1286 V:\08571\Environmental\B MIT SAT.sy7 SimTraffic Report GPI Page 3 Greenman - Pedersen, Inc. 2014 Build Mitigated ' SimTraffic Simulation Summary Saturday Midday Interval #6 Information End Time 9:00 Volumes adjusted by Growth Factors. Vehs Exited 2300 .�.- ' Ending Vehs 84 Denied Entry After 0 iirave7 Dt'siance(ml) $ ES$�976n�. i TsT :' ear g s i hPB k., �3#w d Travel Time (hr) 74.8 F aS7a 'js' otal'Detay( rf .rr ' Total Stops 1722 _s_ �UBI lisEit(ga�Zk 47 ,��. .....[reT.t.n.�....., .. x4tr _+_s �h.x..& ,.�ck...-.. .M. .• .a.4 s�a�. Fs.t_ Interval #7 Information P't A TJr1l �°s"z .��y+�.�-�-+„ir End Time 10:00 5�.. Volumes adjusted by Growth Factors. Vehs Exited 2990 61a�1f19$1/QhS f�N���a�_84�a`•�f::" „��` "�".�x��.'°`�x.`s�,S mac' -Y >,'� � '" 3 � c� Ending Vehs 104 - Denled' rltr�IB@fOre Denied Entry After 1 Travel Time (hr) 105.2 Total Stops 2762 i ' V:\08571\Environmental\B MIT SAT.sy7 SimTraffic Report GPI Page 4 Greenman - Pedersen, Inc. 2014 Build Mitigated SinnTraffic Simulation Summary Saturday Midday , Interval #8 Information End Time 11:00 w - .__._ Volumes adjusted by Growth Factors. Vehs Exited 3558 Ending Vehs 121 �' �,t,,� 5�'-'�.$°.v.,T Denied Entry After 0 tTra�iellstarrce Lllx } 302 k m t � k . ., _.t.��,w, v Travel Time (hr) 135.4 MtafT3elay Total Stops 3885 , Fuel* sed"(9?I) yi;*'„?,'-233_1 f.a rx 51"C"05145- Interval 1"C” 5 24. ,Interval #9 Information ' 9. f�? ta_ff.Tl End Time 12:00 fi� 4p �.a.. .'e60'z'�` ..,a Y� �,x� + T G'.�ear- t 'f �� ;" a� S.. as •r��v :y„ 7-'� '., i , Volumes adjusted by Growth Factors. Vehs Exited 3611 , N � 9�.._ .t-,✓'? ,_�',a.4.trc.,,. i� .. .t .v.4:u+.r':�i` �"' ,....:-yv ub3�_�.,�t .. .; ,......>e E..�.. -. ._z_ ., �� z Ending Vehs 163 benledEn�tryBefoiig Denied Entry After 1 1 Travel Time (hr) 147.4 114t2l'018y'(�Y� _ ' `'e,�.��"` 59 0 '." S 3<'y s r7NR rYM1 3 t''+Y..'at'.'-{+'`�r�.k`t+ ..N, # i-T-R to Total Stops 4772 wc 1 V:\08571\Environmental\B MIT SAT.sy7 SimTraffic Report ' GPI Page 5 Greenman - Pedersen, Inc. 2014 Build Mitigated SimTraffic Simulation Summary Saturday Midday Interval #10 Information Mart m End Time 1:00 bola Time z Volumes adjusted by Growth Factors. Vehs Exited 3832 9-kruffilb-TV9C -Z- 2; Ending Vehs 222 rdWq&Mt:r7Y,'9kf�OWMW Denied Entry After 9 [KRURTIN 44� Travel Time (hr) 173.5 Total Stops 6461 Interval #11 Information End Time 2:00 TaUO U,ON @MOL NO- W Volumes adjusted by Growth Factors. 1!11�illlllllllll I '' IN Vehs Exited 3757 Ending Vehs 211 Denied Entry After I T E'076,1—�F@t�rff� Travel Time (hr) 180.6 Total Stops 7551 !)74wsyo wiqggg V:\08571\Environmental\B MIT SAT.sy7 SmTraffic Report GPI Page 6 Greenman - Pedersen, Inc. 2014 Build Mitigated SinnTraffic Simulation Summary Saturday Midday , Interval #12 Information Start Tl s 7k .. a 5s��'200 f 4 `n N "3 i F4 ,xx -� ar End Time \ _ 3:00 g TOt TlfTle(nlln( s $ •< 60 n _ea�Aruxe� L ..; Volumes adjusted by Growth Factors. Vehs Exited 3843 ' Ending Vehs 134 , vz .T'--..L"^r P1 �„'�+ ^+{k^•^y Y"<- n X•% 5 6 tx x:.,b'C u'!"4 1 n a R a^ Se"'Y *enaed_fn�trya8efnea Denied Entry After 6 tTfaVe���lStanG�2 (11' �t� '32$S�t p. ;/'��"g'3'�o'++t z�.,��.+��a �� ''�.l+j�� i,C�'r` � i '� '�`7'ft��" xi•.-y,'�.��.a.c. rA�.: ' Travel Time(hr) 169.9 Total Stops 6335 ' 0 l�' ed (gal) r , 2 3 1 s h ry f; x�. a, r3 7110 wT �,..�,.b� <&.n:et'�fa,a3o.. ».... zu _....5 -.. ,.,,Pti'� 'i_ c� �G�c,+�"_ .r, �_«R. .,. Interval #13 Information ' 9art+kTIf118 ��' ;. :w ()()'i".i 'y .a, End Time 4:00 Volumes adjusted by Growth Factors. WOMMMOMENNOMW Vehs Exited 3521 ,',, Ending Vehs 129 r Denied Entry After 1 -�- ±,.e•� �L^m3RYa a'...-�s''m "i "rf �`P.4'a-n 'ry`mn a e-� `i"k'!s. .g£. r e Travel Time (hr) 135.5 Total Stops 4017 Fuel sed (gal)-�`�`� t V...,:. . �1 Ln ..cRe V:\08571\Environmental\B MIT SAT.sy7 SimTraffic Report ' GPI Page 7 Greenman - Pedersen, Inc. 2014 Build Mitigated ' SimTraffic Simulation Summary Saturday Midday Interval #14 Information "f R :Il'PP f fi `Y i F 'L^2P i tt «F` E" f T •. ' tartOOf,."� n �.,. End Time 5:00 (Total Time(min) 601 FEW Volumes adjusted by Growth Factors. Vehs Exited 3262 farting Ending Vehs 123 s .s+ ,.p 4 rte, eruied €aat Befor�e . , ,1K�,� .�� � # � � ,��,7 �.�� � �h�� ,, . �� - �4.v..r..,. R.....scs....a,.e.... �£'Nt.'x .Yi4."#.�:;.vS+. .Mxa:anl ix.1i: '3�;,..,�..T.�.,. - Denied Entry After 1 Travel Time (hr) 117.7 ITotalAN @01-21F- 5 ,39 a r .` � k ' ,!5- Rid aF `k sS Total Stops 3230 Fuel Used al '"�§ �''�,F� ;14 4:�� � �4�'� �T���,M '�5,� � x a � t � ur a ,•, z Interval #15 Information � l .t 't�- i End Time 6:00 �Ti01aJfrle (mlrl)`�: x-�".��lr<'.L's:'-••sS�+D���asv� -,"�.'�-'�,`�i'=.=m*r�E�`.d4�.'s�_ ��'zac'sa''"•ri�x�sw+ +�^�.,i��� '" * s:S'.:x ��`. Volumes adjusted by Growth Factors. ' Vehs Exited 3237 Ending Vehs 122 �emed,EntryBefore `' 't x1 s . �f s--TE W— 7,t, r .'�& 'La ,a. �> 3 ,£Fai Denied Entry After 0 r var el Disiancemi 27r7y semS&- 1:-11 Travel Time (hr) 117.5 Total Stops 3122 uelUsei'(gal) 2221y hykx € f � rT � ^� , � __. x -. _. y.�.,.,. _.. ,, .xa.,.�.'.R'k:...:-.fir i� .�a_�. ,FW.'.,r__...::,. n✓�tz.;�.�'.'. 1 ' V:\08571\Environmental\B MIT SAT.sy7 SimTraffic Report GPI Page 8 Greenman - Pedersen, Inc. 2014 Build Mitigated SimTraffic Simulation Summary Saturday Midday ' Interval #16 Information Start End Time 7:00 Volumes adjusted by Growth Factors. Vehs Exited 2926 ' 5 ari 9aVhs,& � xx , 11120 Ending Vehs 89 Denied Entry After 1 Travel Time (hr) 99.8 Tot al[)ela'y(hr)' _ 297" sy< � v4 �Kai � r �. s��.� a»�.� '�.,._.�._:,:�;, ��su: ,...��.,u _ y^...m..xw.,.n.vT >n�._h,�..�.v,u„a Total Stops 2422 ' Interval #17 Information ' S.r •=s .v .s � da yT"� Ya ay x sw "�^rri t>z.'m s x¢" s, r End Time 8:00 Volumes adjusted by Growth Factors. Vehs Exited 2722 , Ending Vehs 79 Denied Entry After 2 T a81.D\Sl2nCS..'' (fni)°,w.` s2344 S a",casv a 'Ss°+�[�p ? � P .' _..'? x1 Travel Time (hr) 94.8 otal Dela/hK` Yrr28 'moi 3 ter; T c s (4s�k � a S h� 5 t"`i���wYy F ht wv 2� °Cax �a � � x f J� �� , Total Stops 2353 0 6-rv- (9aRrw"'+'3t1.�5¢5, .� �. V:\08571\Environmental\B MIT SAT.sy7 SimTraffic Report ' GPI Page 9 Greenman - Pedersen, Inc. 2014 Build Mitigated ' SinnTraffic Simulation Summary Saturday Midday Interval #18 Information start Time ' s End Time 10:00 Volumes adjusted by Growth Factors. ' Vehs Exited 4150 #arty ' Ending Vehs 63 Denied Entry After 2 �ravetlDistance tffipi� &- Travel Time (hr) 134.3 - Y Total Stops 3173 mi §, Fuel Used (gal) : t ��t257r3�_aa. ', . -k . i '113 ,� Interval #19 Information End Time 12:00 Volumes adjusted by Growth Factors. ' Vehs Exited 2744 Ending Vehs 41 ren,�led{ ry Denied Entry After 0 [navel Distance rrri _' ';.'�;a'.282 ' -'-�kd�' 2 n'_ r� g �Y -°wR �. +:.� . �.,mrvu TravelTime (hr) 882.1 :,',Fsfi q b - NMI tP� rre �?ruag Total Stops 1761 1 V:\08571\Environmental\B MIT SAT.sy7 SimTraffic Report GPI Page 10 Greenman - Pedersen, Inc. it 1 2014 Build Mitigated SimTraffic Performance Report Saturday Midday ' 1: Ravenna Avenue & Route 107 Performance by movement Travel Dist (mi) 29.4 2.9 16.2 8.7 43.9 28.5 1768.4 6.0 201.0 3187.0 29.6 5321.6 1 uel0ed (galati � 34D3, 15 0°72x336 198'904 17712122 `26 397 x- s Sc S.�a�s R'+.-fa �.� ,. �; k-'a- � w ...• a.w. x s��±� Fuel Eff. (mpg) 87 97 106 122 188 79 119 159 113 150 114 135 ' HIC�rrassior�6s;(g) ! N0 ? n�y �r 1137r4 ? x67ts� ll(8Q CO Emissions (g) 263 34 104 55 140 270 16725 67 2727 35855 242 56482 Vehicles Entered 315 31 174 62 312 293 18425 62 1131 18022 168 38995 ' Ue lcles�xated�_.�n �r'��S3u15�+%�r�'?`31'; 174�u�62� �292=�;8433��"�`�fi2 y11�32�1802&�'ru68�39007 Hourly Exit Rate 13 1 7 3 13 12 768 3 47 751 7 1625 Denied Entry After 0 0 0 0 0 0 0 0 0 0 0 0 2: Olde Village Drive & Route 107 Performance by movement 111!!; :11 11 pi'llip'lligiggI Travel Dist (mi) 115.4 11.4 58.5 1888.8 1719.0 90 6 3883 8 ' Fuel Eff. (mpg) 9.3 22.1 8.6 11.0 11.3 16.7 11.1 CO Emissions (g) 1327 23 1018 42240 22861 860 68329 Vehicles Entered 1062 105 545 17531 17648 925 37816 Hourly Exit Rate 44 4 23 730 736 39 1576 Denied Entry After 0 0 0 0 0 0 0 3: Wal-Mart North Driveway & Route 107 Performance by movement Travel Dist(mi) 151.5 91.4 2122.1 16.1 1694.8 287.5 4363.5 ' �RW��'s` Fuel Eff. (mpg) 16.1 19.0 11.9 3.9 12.2 13.3 12.2 , CO Emissions (g) 719 392 25914 164 26210 3416 56815 Vehicles Entered 1191 797 17776 134 15668 2668 38234 V�„e`hclesEu(t✓?d= `�� � �7�?91�,,y,?�97,�17�� � ?,3��15670 �2669�j38236�s? ��y. �� �"�'�����',� �y'�; Hourly Exit Rate 50 33 741 6 653 111 1593 Denied Entry After 0 0 0 0 0 0 0 V:\08571\Environmental\B MIT SAT.sy7 SimTraffic Report ' GPI Page 11 Greenman - Pedersen, Inc. 2014 Build Mitigated ' SimTraffic Performance Report Saturday Midday 4: Main Wal-Mart Driveway & Route 107 Performance by movement ' Travel Dist (mi) 710.6 470.3 1.6 408.5 1134 8 3.1 1649.8 285.6 4664.3 ' Fuel Eff. (mpg) 11.0 13.9 22.2 9.3 17.2 21.4 11.2 13.2 12.4 IC E i 9) " c184. tl'02A�� 63 19439 < 52 110 �ti, x v"�"4'a', CO Emissions(g) 5201 4005 2 2524 4636 20 15551 4142 36082 NOx~ETnss�ons�);� fi` �496x262t O'�32400y192a 7432991 ' Vehicles Entered 4602 3034 11 4843 13303 36 14495 2505 42829 Vehicles=Exried ��g4�07,*�"30,39�� 1��ew„��849��330 �"'�3'6�1s�49806 42852;�,��_��;�xi�x MFS: Hourly Exit Rate 192 127 0 202 554 2 604 104 1786 Penled=Evnt BefofE *u _0m�" !v0., ��`..ptr �. a' .r'r".�'�OISIR, 0` y"' 0�a, Dn„€`+N, AaV'X ' -.;;`: Denied Entry After 0 0 0 0 0 0 0 0 0 5: Meineke Driveway & Route 107 Performance by movement Travel Dist (mi) 3.8 1484.7 1505.9 13.1 3007.5 i Or g I k : 1":"A 1A2 0 222? 1` 32� U.1 o-.') Fuel Eff. (mpg) 12.7 14.6 6.8 11.6 9.2 CEms is On.sS 9�5tna=�J '$7 {. a��: 1938 # k x �Y � {_ CO Emissions(g) 12 12832 38345 274 51463 nz Vehicles Entered 172 18174 17394 151 35891 Veh Iz�ted e �fip�1�72 186 1'739935898 ix �s '�s € x y w r Hourly Exit Rate 7 757 725 6 1496 p eme�T Be{ore r„N0 �� X07 ,© � 0 T �. i �.„r., � .��_z_.ry _-,.L�+c n.��c>i�"+,.,�...�r�....�,v9{u_.x��a.z .�F, <. .S,n# .`�,�n..0� � Denied Entry After 0 0 0 0 0 j ' 6: Fays Avenue & Route 107 Performance by movement ' Travel Dist (mi) 179.0 87.9 117.5 2687.5 4690.3 318.0 8080.1 sesal r d� 172 7 1] 8315 ,249'$1 476'Z451EO� x .ET MR u Fuel Eff. (mpg) 10 4 13.2 10.9 17.7 1&8 20.3 17 9 v Emssio s(_g_15-, r �F2 �392fiA0 ? z39z � � a =f� `. CO Emissions(g//) 1576 798 1124 11161 9131 632 24421 Y. Vehicles Entered 1072 526 723 16515 16494 1081 36411 Vehicles Exitedrwx � t©72527 72416SOs1$504rki�� �.s5s2' ax.. "' ,s .:n ' Hourly Exit Rate 45 22 _ 30 688_ 688 45 1518 gEf11ed-ET1ryB_efOf2wr" f. .#1� %s..�s�a .�.25"'+�1�w+r'i �d-.` .P�...2 Denied Entry After 0 0 0 0 0 0 0 ' V:\08571\Environmental\B MIT SAT.sy7 SimTraffic Report GPI Page 12 Greenman - Pedersen, Inc. 2014 Build Mitigated SimTraffic Performance Report Saturday Midday Total Network Performance Travel Dist (mi) 44_719.2 ' Fgel Fuel Eff. (mpg) _ 13.2 ' FJC EmIS$OnSr(g)+ cy ; G3� ANS ro� Uf " 7 = L x µrr 43 x Vv.»v&.k»�ildi 446 .. 'Yn ,!i " .a ld£�'�"„ F:au �F.'Uf_ni3 CO Emissions(g) 427525 Vehicles Entered 52191 ��� ma- J � e vehiclaSxited ��� . Hourly Exit Rate 2178 Perned Denied Entry After 0 V:\08571\Environmental\B MIT SAT.sy7 SimTraffic Report ' GPI Page 13 Greenman - Pedersen, Inc. ' ) 1 1 1 1 - T 1 Teamwork Quality Commitment t Y 1-800-347-9221 ' www.gpinet.com