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Consultant Review - 1003 OSGOOD STREET 8/14/2003
I Traff 10c I m pact & Acqes� s Study i - Mixed Development Project 1003 Osgood Street North Andover, Massachusetts j Proponent Thomas Properties, LLC i i Dermot J. belly Associates, Inc. Rfraffic Engineering/-Transportation Planning 280 Main Street, Suite 204 North Reading, MA 01864-1300 978-664-2205 Fax: 978-664--2444 i TRAFFIC IMPACT AND ACCESS STUDY PROPOSED MIXED USE DEVELOPMENT PROJECT 1003 Osgood Street North Andover, Massachusetts Proponent Thomas Properties, LLC August 14, 2003 prepared by Dermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Planning 280 Main Street,Suite 204 North Reading, MA 01864-1300 978-664-2205 Fax: 978-664-2444 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. TABLE OF CONTENTS Page EXECUTIVESUMMARY ................................................................................................1 INTRODUCTION......................................................................................................... 1 PROPOSAL.................................................................................................................1 ALTERNATIVESTUDIES............................................................................................2 STUDYAREA..............................................................................................................2 EXISTINGCONDITIONS.............................................................................................2 SITE-GENERATED TRAFFIC VOLUMES ...................................................................2 TRAFFIC CAPACITY ANALYSIS.................................................................................3 Osgood Street at the Proposed Site Drive................................................................3 Osgood Street at Great Pond Road..........................................................................3 MITIGATIONMEASURES...........................................................................................3 PROJECTDESCRIPTION..............................................................................................5 PROPOSAL.................................................................................................................5 ALTERNATIVES TO THE PROJECT .............................................................................6 EXISTINGCONDITIONS................................................................................................7 FIELDSURVEY...........................................................................................................7 GEOMETRICS ............................................................................................................7 OsgoodStreet..........................................................................................................7 TRAFFICVOLUMES...................................................................................................8 VEHICLESPEEDS......................................................................................................9 HISTORICAL TRAFFIC VOLUMES........................................................................... 10 FUTURE TRAFFIC VOLUME CONDITIONS................................................................ 11 INTRODUCTION....................................................................................................... 11 BACKGROUND TRAFFIC GROWTH........................................................................ 11 VEHICLE-TRIP GENERATION.................................................................................. 12 ResidentialApartments .......................................................................................... 12 OfficeBuilding........................................................................................................ 13 TRAFFIC DISTRIBUTION/ASSIGNMENT................................................................. 14 TRAFFIC OPERATION ANALYSIS .............................................................................. 15 TRAFFIC FLOW AND OPERATION CHARACTERISTICS........................................ 15 METHODOLOGY...................................................................................................... 16 Levelof Service...................................................................................................... 16 i 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. Signalized Intersections.......................................................................................... 16 TRAFFICANALYSIS RESULTS................................................................................ 17 Osgood Street at Great Pond Road........................................................................ 17 Osgood Street at the Proposed Site Drive..............................................................18 SIGHTDISTANCE........................................................................................................ 19 SIGHTDISTANCE..................................................................................................... 19 APPENDIX....................................................................................................................21 ii 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. EXECUTIVE SUMMARY INTRODUCTION Dermot J. Kelly Associates, Inc. (DJK) has conducted a Traffic Impact and Access Study for the proposed mixed use development project located at 1003 Osgood Street in North Andover, Massachusetts. Figure 1 graphically illustrates the project site location in relation to the local and regional roadway system. As presently planned, the project would consist of the construction of four apartments and 13,000 square feet(SF) of office floor space. This report identifies existing traffic operation parameters on the adjacent roadway system, evaluates the anticipated traffic volume increases as a result of the proposed project, and analyzes the site-generated traffic-related impacts. PROPOSAL The proposed project as presently planned consists of the construction of four apartments and 13,000 square feet (SF) of office floor space. The proposed access to the site would consist of two curb cuts along Osgood Street. The North Site Drive would be located along the northern corner of the project frontage along Osgood Street. The South Site Drive would be located along the southern property line. Both driveways would be two-way driveways. 1 580-Rpt2 '..'.. Copyright @ 2003 DJK.All rights reserved. Figure 1: Site Location Map MAhICrF ,,,,. .'. 41', 'w «/A `f � ✓rFl �A `' r / / �« ill ",�''„�« �.,. r �.+ «* ''µ.�... ,.. �'w ,� � "(�f r* l ,.�v�P"��.,..., ,..,�.. + € �4F'4,y. ,`�� ry"'�.""1 _., e.�,,, �,*"� "�^�,!✓�, �;� ',. ;; v "� +► «��, Y' �, � ¢r d"tom" � 'y `w �p hp ��� s 4 p « F `" , 4 Ix " " v, w ✓/ ) 2111 M 125 r w LAWREN U SC?ZA C, f fl f � � � f S ✓! ,p , I SITE ..,.. /�„ / '""..I �'�' 1 I 4y1. � � '""�/�'�V .._. ..._.. .q,w�,da,Gl�,v� �"� p� 1 ...,.�" ^,'� ._..���yRay� r" �✓.�.' _1 133. ' C 13 ZJ 125 � ` " IN It w 1 � `0 1000 Ka'3 w �IX Scale in FeetNV, l y DJKDermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Planning CODvrlaht nc 2002 By DJK. All rlahts reserved. K:\580\580FIG1 ALTERNATIVE STUDIES For the purposes of this report, the following alternatives were evaluated: ® No-Build - The No-Build alternative was examined to establish the 2008 baseline traffic-volume conditions. The incremental impacts of the proposed project may be determined by making comparisons to the No-Build alternative. The No-Build alternative assumes that the project is not built. ® Build - The Build alternative includes the development of the proposed project. The Build alternative is evaluated in this report and is compared to the No-Build analysis conditions. The Build condition represents the increase in traffic from the previous condition to the proposed condition (i.e., the delta impact). The Build condition includes the construction of the proposed Mixed Use development project. STUDY AREA The study area includes the following intersections: ® Osgood Street at the proposed Site Drives and • Osgood Street at Great Pond Road. EXISTING CONDITIONS Analysis of the recent traffic counts indicates that approximately 29,236 vpd (vehicles per day) traveled along Osgood Street past the site during June 2002. During the two peak travel demand periods, which occurred between 7:00 and 9:00 AM and between 4:00 and 6:00 PM, approximately 1,837 and 2,643 vph (vehicles per hour) were observed along Osgood Street during the weekday morning and evening peak hours, respectively. SITE-GENERATED TRAFFIC VOLUMES Based on the average ITE trip generation rates, it is anticipated that the proposed development project would generate an average of approximately 172 vehicle-trips per day. This daily volume would be split evenly with 86 vehicle-trips entering and 86 vehicle-trips exiting the site over the course of the entire 24-hour day. More importantly, during the weekday morning peak hour, the entire development project would generate on average a total of 22 vehicle-trips with 18 vehicle-trips entering and 4 vehicle-trips exiting the project site. Similarly, during the evening peak hour, it is anticipated that on average 22 vehicle-trips would be generated. The 22 vehicle-trips would consist of 5 vehicle-trips entering and 17 vehicle-trips exiting the development during the peak 60-minute period. The remaining vehicle-trips would occur over the course of the day. 2 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. TRAFFIC CAPACITY ANALYSIS Unsignalized intersection capacity analysis was performed for the study area intersections. The capacity analysis is summarized below by location. Osgood Street at the Proposed Site Drive The southbound left-turns entering the Proposed Site Drive are projected to operate at Level of Service (LOS) A during the morning peak hour and LOS C during the evening peak hour. The left- and right-turns exiting the Proposed Site Drive are projected to operate at LOS C (25.0 seconds of delay) during the morning peak hour and LOS F (71.7 seconds of delay) during the evening peak hour. It should be noted that the LOS analysis assumes a random arrival of vehicles along Osgood Street. Great Pond Road/Osgood Street traffic signal is located approximately 500 feet north of the Proposed Site Drive and it operates with two phases per cycle. Each cycle is approximately 80 seconds. This traffic signal creates gaps in the Osgood Street traffic stream, which will reduce the projected delay to less than 71.7 seconds for the 7 left- turning vehicles leaving the site during the evening peak hour. Osgood Street at Great Pond Road This intersection currently operates at LOS B during both the morning and evening peak hours. Under both the 2008 No Build and Build conditions this intersection would remain at LOS B. MITIGATION MEASURES The final phase of the analysis process is to identify the mitigation measures necessary to minimize the impact of the project on the transportation system. The proponent has made a commitment to implement all mitigation measures listed below: • To enhance the overall sight distances at the intersections of the Proposed Driveways, it is recommended that roadside vegetation and topographic ground elevations adjacent to the access/egress driveways be maintained such that sufficient safety sight lines are provided in both directions throughout the life of the project. This triangular area should extend 14.4 feet (4.4 meters) to 17.8 feet (5.4 meters) back from the existing edge of the roadway (representing an existing vehicle) and extend to a maximum possible location (305 feet minimum) in each direction along Osgood Street representing an approaching vehicle. • The Proposed Site driveways are suggested to consist of a minimum 24-foot wide cross section with one 12-foot wide lane for entering traffic and one 12-foot wide lane for exiting traffic. Intersection corner radii are suggested to be 5- to 30-foot radius. 3 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. ® The Proposed Site Driveways should be placed under STOP sign control with a painted stop line. A painted crosswalk and an overhead streetlight should be considered at these locations. 4 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. PROJECT DESCRIPTION PROPOSAL The proposed project as presently planned consists of the construction of four apartments and 13,000 square feet (SF) of office floor space. The proposed access to the site would consist of two curb cuts along Osgood Street. The North Site Drive would be located along the northern corner of the project frontage along Osgood Street. The South Site Drive would be located along the southern property line. Both driveways would be two-way driveways. 5 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. ALTERNATIVES TO THE PROJECT For the purposes of this report, the following alternatives were evaluated: • No-Build - The No-Build alternative was examined to establish the 2008 baseline traffic-volume conditions. The incremental impacts of the proposed project may be determined by making comparisons to the No-Build alternative. The No-Build alternative assumes that the project is not built. ® Build - The Build alternative includes the development of the proposed project. The Build alternative is evaluated in this report and is compared to the No-Build analysis condition. The Build condition represents the increase in traffic from the previous condition to the proposed condition (i.e., the delta impact). The Build condition includes the construction of the four apartments and 13,000 square feet of office floor space. 6 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. EXISTING CONDITIONS FIELD SURVEY A comprehensive field inventory of the adjacent roadway system was conducted during June 2002. The field inventory included collection of existing roadway geometrics, traffic volumes, vehicle speeds, and safety data for the roadways in the vicinity of the site. Traffic volumes were measured by means of automatic traffic recorder (ATR) counts and substantiated by manual intersection turning-movement and vehicle-classification counts (TMC). Safety inventories included vehicle speed observations and a detailed evaluation of the safety sight lines at the proposed driveways located along Osgood Street (Route 125/133). GEOMETRICS Osgood Street Osgood Street adjacent to the site is generally a four-lane roadway with two through lanes for each direction of travel. Traffic flow along Osgood Street is controlled by traffic signals with one traffic signal located northeast of the site at the intersection of Osgood Street and Great Pond Road. A second traffic signal is located south of the site at the intersection of Osgood Street and Sutton Street. Osgood Street provides access/egress to numerous adjacent highway commercial/retail and residential land uses along its entire length. Osgood Street consists of bituminous concrete pavement in fair condition with no major pavement break-up of edge raveling noted during the field inventory period. Horizontal and vertical alignments are fair along Osgood Street with the roadway passing the site over a relatively level slope and over a large radius curve. The roadway is marked with a double yellow centerline, broken white lane lines, and solid edge lines along the curb line. 7 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. TRAFFIC VOLUMES Existing traffic volumes were recorded mechanically by an automatic traffic recorder (ATR) and were substantiated by actual manual intersection turning movement and vehicle classification counts (TMC). These traffic volumes were reviewed to determine average daily and peak-hour traffic volumes on the study area roadways. Table 1 summarizes the ATR traffic volume data collected long Osgood Street. Figure 2 graphically presents the results of the manual intersection turning movement counts. An analysis of the recent traffic counts indicates that approximately 29,236 vpd (vehicles per day) traveled along Osgood Street past the site during June 2002. During the two peak travel demand periods, which occurred between 7:00 and 9:00 AM and between 4:00 and 6:00 PM, approximately 1,837 and 2,643 vph (vehicles per hour) were observed along Osgood Street during the weekday morning and evening peak hours, respectively. TABLE 1 EXISTING TRAFFIC VOLUME SUMMARY Daily Traffic Peak-Hour Location/ (24 hour) Peak Traffic Volume K Time Period (vpd)a Hour (vph)b Factorc Osgood Street adjacent to the Proposed Site Drives: Thursday --- --- --- --- June 27,2002 4:45-5:45 PM 2,614 --- Friday 29,236 8:00-9:00 AM 1,837 6.3% June 28,2002 4:30-5:30 PM 2,643 9.1% Average 29,236 Morning Peak 1,837 6.3% Weekday Evening Peak 2,629 9.0% Vehicles per day. bVehicles per hour. cPercent of daily traffic occurring during the peak hour. 8 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. Figure 2: 2003 Existing Peak Hour Traffic Volumes WEEKDAY MORNING PEAK HOUR ^ry OJ �2- 4-65 / �-0 7 y 1-413 GREAT POND ROAD A (ROUTE 133) N /-4 5� R N y1 opJ� L 4ti SITE WEEKDAY EVENING PEAK HOUR ^ry of 78 / �-0 O y 1—248 GREAT POND ROAD 0� (ROUTE 133) O� pp° NIP O�pJ� 1� p .\Ib SITE Schematic Dermot J. Kelly Associates, Inc. Do/KTraffic Engineering/Transportation Planning Copyright © 2003 By DJK. All rights reserved. 580\DWG\580NT1 VEHICLE SPEEDS Speed measurements were taken by a standard traffic engineering procedure called the "floating car method." Vehicle speeds were measured by means of an observation car traveling through the study area at a speed consistent with the flow of traffic on the roadway. A limited number of these observations were made over the field inventory period along Osgood Street adjacent to the Proposed Site Drives. The limited number of speed observations were obtained to gain a meaningful value of an average and typical vehicle traveling through the area. The results of the speed measurements are summarized in Table 2. As shown, the average speed varied along Osgood Street with speeds recorded in the range of 35 to 40 mph in both the northbound and southbound directions. The posted speed limit is 40 mph along Osgood Street with a speed limit sign noted on Osgood Street south of the Proposed Site Drives facing northbound traffic. TABLE 2 OBSERVED ROADWAY SPEED SUMMARY Location/ Posted Observed Direction Speed Travel of Travel Limit(mph) Speed (mph) Osgood Street adjacent to the Project Site Drive: Northbound 40 35 to 40 Southbound 40 35 to 40 mph=miles per hour. 9 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. HISTORICAL TRAFFIC VOLUMES Annual average daily traffic (AADT) data available from the Massachusetts Highway Department (MHD) permanent traffic count station located on Route 114/125 in North Andover indicates that the Annual Average Daily Traffic (AADT) from 1990 through 2000 has actually increased by a total of 12.0 percent or an average 1.2 percent per year. Table 3 summarizes the annual average daily traffic data and the resulting growth rate for MHD Permanent Traffic Count Station No. 502 located on Route 114/125 in North Andover. TABLE 3 HISTORICAL TRAFFIC VOLUME SUMMARYa Annual Cumulative Average Growth Growth Growth Time (From Compared Rate from Period AADTb Year to Year) to 1990 1989 1990 37,177 --- --- --- 1991 36,042 -3.1% -3.1% -3.1% 1992 35,958 -0.2% -3.3% -1.6% 1993 33,476 -6.9% -10.0% -3.3% 1994 33,842 +1.1% -9.0% -2.2% 1995 35,691 +5.5% -4.0% -0.8% 1996 39,938 +11.9% +7.4% +1.2% 1997 40,507 +1.4% +9.0% +1.3% 1998 41,496 +2.4% +11.6% +1.5% 1999 41,837 +0.8% +12.5% +1.4% 2000 41,651 -0.4% +12.0% +1.2% Source: Massachusetts Highway Department Permanent Traffic Count Station No. 502, Route 114 and 125, North of the Andover By-Pass,North Andover. bAnnual average daily traffic. 10 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. FUTURE TRAFFIC VOLUME CONDITIONS INTRODUCTION This section of the report determines the future traffic volume levels along the study area roadways and intersections. To determine the impact of site-generated traffic volumes on the roadway network under future conditions, the existing traffic volumes in the study area were projected to the year 2008, at which time the proposed development is expected to be completed and fully occupied. Traffic volumes on the roadway network at that time would include all existing traffic, background traffic growth, and the site-generated traffic volumes. BACKGROUND TRAFFIC GROWTH Traffic growth on area roadways is a function of the expected land development in the immediate area as well as the surrounding region. Several methods can be used to estimate this growth. A procedure frequently employed is to identify the location and type of new developments planned to occur during the designated planning horizon, estimate the traffic to be generated and assign it to the area roadway network. This method usually produces a realistic estimate of growth for local traffic. The Planning Office of the Town of North Andover was consulted during the preparation of this study to identify existing and projected development projects anticipated to occur by 2008. Based on this information and other background information, the existing traffic volumes were increased by 1.2% per year for six years (or 7.4% total) to account for background traffic growth up through 2008 No Build traffic volume conditions. Figure 3 graphically presents the No Build traffic volume conditions for the weekday morning and evening peak hours. 11 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. Figure 3: 2008 No Build Peak Hour Traffic Volumes WEEKDAY MORNING PEAK HOUR OJ O .y0 rt/�O6� L 70 7 J—�1 444 GREAT POND ROAD (ROUTE 133) All pp0 '`ti�1 O�pJ� L 00 oti WEEKDAY EVENING PEAK HOUR ^ry OJ O tK 84 0 O L j—266 GREAT POND ROAD 0 -A (ROUTE 133) 011► O'�� 66 / CD 0 0 O�GJ�NIP1 Lip 1� ,��� SITE Schematic DJKDermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Planning Copyright © 2003 By DJK. All rights reserved. 580\DWG\580NT1 VEHICLE-TRIP GENERATION Residential Apartments Traffic volumes generated by residential developments normally follow well-established patterns with respect to magnitude and temporal distribution. Measurements of numerous such developments published by the Institute of Transportation Engineers (ITE) have established trip generation rates, which have been standardized for analysis purposes. The rates at which residential projects generate vehicle-trips depend on the type of residential project; i.e., single-family units versus condominiums. Accordingly, the ITE Trip Generation Manual was researched with the appropriate vehicle-trip generation characteristics applied to the proposed project. Based on the average ITE trip generation rates, it is anticipated that the residential portion of the proposed development project would generate an average of approximately 28 vehicle-trips per day. This daily volume would be split evenly with 14 vehicle-trips entering and 14 vehicle-trips exiting the site over the course of the entire 24-hour day. More importantly, during the weekday morning peak hour, the residential portion of the proposed development project would generate on average a total of 2 vehicle-trips with 0 vehicle-trips entering and 2 vehicle-trips exiting the project site. Similarly, during the evening peak hour, it is anticipated that on average 3 vehicle-trips would be generated. The 3 vehicle-trips would consist of 2 vehicle-trips entering and 1 vehicle-trips exiting the development during the peak 60-minute period. The remaining vehicle-trips would occur over the course of the day. Table 4 summarizes the peak-hour and daily project-generated traffic volumes for the proposed residential development project. TABLE 4 VEHICLE-TRIP GENERATION SUMMARY Time Period/ 4 Apartment Direction of Travel Dwelling Units WEEKDAY Morning Peak Hour: Entering (vph)a 0 Exiting (vph) 2 Total (vph) 2 Evening Peak Hour: Entering (vph) 2 Exiting (vph) 1 Total (vph) 3 Daily Traffic: Entering (vpd)b 14 Exiting (vpd) 14 Total (vpd) 28 vph=vehicle-trips per hour. bvpd=vehicle-trips per day. 12 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. Office Building Traffic volumes generated by the office building portion of this proposed development project normally follow well-established patterns with respect to magnitude and temporal distribution. Measurements of numerous such developments published by the Institute of Transportation Engineers (ITE) have established trip generation rates, which have been standardized for analysis purposes. The rates at which office buildings generate vehicle-trips depend on the type of office and size. Accordingly, the ITE Trip Generation Manual was researched with the appropriate vehicle-trip generation characteristics applied to the proposed project. Based on the average ITE trip generation rates, it is anticipated that the office building portion of the proposed development project would generate an average of approximately 144 vehicle-trips per day. This daily volume would be split evenly with 72 vehicle-trips entering and 72 vehicle-trips exiting the site over the course of the entire 24-hour day. More importantly, during the weekday morning peak hour, the office building would generate on average a total of 20 vehicle-trips with 18 vehicle-trips entering and 2 vehicle-trips exiting the project site. Similarly, during the evening peak hour, it is anticipated that on average 19 vehicle-trips would be generated. The 19 vehicle-trips would consist of 3 vehicle-trips entering and 16 vehicle-trips exiting the development during the peak 60-minute period. The remaining vehicle-trips would occur over the course of the day. Table 5 summarizes the peak-hour and daily project-generated traffic volumes for the proposed office development project. TABLE 5 VEHICLE-TRIP GENERATION SUMMARY Time Period/ 13,000 Square Foot Direction of Travel Office Building WEEKDAY Morning Peak Hour: Entering(vph)a 18 Exiting (vph) — 2 Total (vph) 20 Evening Peak Hour: Entering (vph) 3 Exiting (vph) 16 Total (vph) 19 Daily Traffic: Entering (vpd)b 72 Exiting (vpd) 72 Total (vpd) 144 vph=vehicle-trips per hour. bvpd=vehicle-trips per day. 13 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. TRAFFIC DISTRIBUTION/ASSIGNMENT Directional distribution of generated trips to and from the proposed development is expected to follow existing traffic patterns which, in turn, is a function of population densities, shopping opportunities, areas of employment and recreational activities. Accordingly, the directional split of the new trips originating from, or destined to, the development was based on existing traffic patterns as observed for this study. The site-generated traffic volumes were superimposed onto the 2008 No Build traffic volume networks creating the 2008 Build traffic volume networks. Figure 4 graphically presents the 2008 Build weekday morning and evening peak-hour traffic volume networks. 14 560-Rpt2 Copyright @ 2003 DJK.All rights reserved. Figure 4: 2008 Build Peak Hour Traffic Volumes WEEKDAY MORNING PEAK HOUR 4 �, OJ y i�446 (2� GREAT POND ROAD (ROUTE 133) 41 o3 o � J vh`,� SITE In (18) Out (4; Total (22) WEEKDAY EVENING PEAK HOUR OJ� Alb � L 84 O F--266 GREAT POND ROAD O (ROUTE 133) O 1k h oo°NIP � OL N O� �OJ C In 17) Out ( Legend: Total (22) xx Total Vehicle Trips (xx) Site Generated Trips Only Schematic DJKDermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Planning Copyright © 2003 By DJK. All rights reserved. 580\DWG\580NT1 TRAFFIC OPERATION ANALYSIS Previous sections of this report have summarized existing traffic patterns, future peak- hour traffic-volume levels, expected traffic generation, and expected trip distribution and assignment for the proposed development project under weekday morning and evening peak-hour traffic-volume conditions. The next step in the study is to determine the impact the proposed development project will have on the adjacent roadway system. The analysis assumes no roadway improvements in the study area except for the construction of the proposed access driveways located along Osgood Street. TRAFFIC FLOW AND OPERATION CHARACTERISTICS Traffic flow and operating characteristics are measured in terms of level of service both without and with the proposed development project. The without development traffic volumes were developed from the traffic-volume data collected specifically for this study. Traffic-volume data collected during June 2002 were summarized to produce a composite picture of the existing peak-hour traffic-volume conditions. The existing 2002 traffic volumes along Osgood Street and Great Pond Road were increased by +1.2 percent per year for six years (or 7.4% total) to account for background traffic growth that may occur up through 2008 (project filing year plus 5 years). The Build, with-development, traffic volumes include the existing peak-hour traffic volumes, plus background traffic growth, plus the site-generated peak-hour traffic volumes. 15 580-Rpt2 Copyright @ 2003 DJK.AP.rights reserved. METHODOLOGY Level of Service The primary result of capacity analysis is the assignment of level of service to a traffic facilities under various traffic-flow conditions.' The concept of level of service 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, safety, and convenience. Six levels of service are defined for each type of facility. They are given letter designations from A to F, with level-of-service (LOS) A representing the best operating conditions and LOS F the worst. Since the level of service of a traffic facility is a function of the traffic flows placed upon it, such a facility may operate at a wide range of levels of service, depending on the time of day, day of week, or period of year. Signalized Intersections Levels of service for signalized intersections are calculated using the operational analysis methodology of the 2000 Highway Capacity ManuaL2 This method assesses the effects of signal type, timing, phasing, progression, and delay. Level-of-service designations are based solely on the criterion of calculated control delay per vehicle since delay is a measure of driver discomfort and frustration, fuel consumption, and increased travel time. Table 6 summarizes the relationship between level of service and delay. The tabulated delay criterion may be applied in assigning level-of-service designations to individual lane groups, to individual intersection approaches or to entire intersections. TABLE 6 LEVEL-OF-SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONSa Level Control Delay of per Vehicle Service (Seconds/vehicle) A <10 B >10 to 20 C >20 to 35 D >35 to 55 E >55 to 80 F >80 Source: Highway Capacity Manual,HCM 2000:Transportation Research Board,Washington,DC,2000. Highway Capacity Manual(HCM 2000):Transportation Research Board,Washington,DC,2000. 2Highway Capacity Manual(HCM 2000):Transportation Research Board,Washington,DC,2000. 16 580-Rpt2 Copyright @ 2003 D.lK.All rights reserved. Unsignalized Intersections The levels of service for unsignalized intersections are determined by application of a procedure described in the 2000 Highway Capacity Manual.3 The procedure accounts for lane configuration on both the minor and major approaches, conflicting traffic stream volumes, and type of intersection control (STOP versus YIELD). First, theoretical maximum or capacity flow of vehicles for each minor approach lane is calculated based on a gap analysis procedure. The capacities are then compared to the demand at the respective minor approaches. The delay is then calculated based on the relationship between the service rate and the degree of saturation. Table 7 summarizes the relationship between level-of-service and expected delay to minor street traffic. TABLE 7 LEVEL-OF-SERVICE CRITERIA FOR TWO-WAY STOP-CONTROLLED INTERSECTIONSa Level Average of Control Delay Service (Seconds/Vehicle) A <10 B >10 to 15 C >15to25 D >25 to 35 E >35 to 50 F >50 Source: Highway Capacity Manual, HCM 2000:Transportation Research Board, Washington,DC,2000. TRAFFIC ANALYSIS RESULTS Capacity analyses have been conducted at the study area intersections. Results of these analyses are summarized below by intersection and are tabulated in Tables 8 and 9. Osgood Street at Great Pond Road This intersection currently operates at LOS B during both the morning and evening peak hours. Under both the 2008 No Build and Build conditions this intersection would remain at LOS B. 31-lighway Capacity Manual(HCM 2000):Transportation Research Board,Washington, DC,2000. 17 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. TABLE 8 SIGNALIZED INTERSECTION LEVEL-OF-SERVICE ANALYSIS 2003 Existing 2008 No-Build 2008 Build Location/Peak Hour/ LOsa CDb LOS CD LOS CD Turning Movement Osgood Street at Great Pond Road: Weekday Morning Peak Hour B 13.4 B 13.9 B 13.9 Weekday Evening Peak Hour C 15.4 B 17.5 B 17.7 aLevel of service. bControl Delay(seconds/vehicle). Osgood Street at the Proposed Site Drive The southbound left-turns entering the Proposed Site Drive are projected to operate at Level of Service (LOS) A during the morning peak hour and LOS C during the evening peak hour. The left- and right-turns exiting the Proposed Site Drive are projected to operate at LOS C (25.0 seconds of delay) during the morning peak hour and LOS F (71.7 seconds of delay) during the evening peak hour. It should be noted that the LOS analysis assumes a random arrival of vehicles along Osgood Street. Great Pond Road/Osgood Street traffic signal is located approximately 500 feet north of the Proposed Site Drive and it operates with two phases per cycle. Each cycle is approximately 80 seconds. This traffic signal creates gaps in the Osgood Street traffic stream, which will reduce the projected delay to less than 71.7 seconds for the 7 left- turning vehicles leaving the site during the evening peak hour. TABLE 9 UNSIGNALIZED INTERSECTION LEVEL-OF-SERVICE SUMMARY 2003 Existing 2008 No-Build 2008 Build Location/Peak Hour/ LOSa ACDb Demand LOS ACD Demand LOS ACD Demand Turning Movement Osgood Street at the Proposed Site Drives:c Weekday Morning Peak Hour Westbound Left&Right Turns Exiting - --- -- - --- -- C 25.0 4 Southbound Left Turns Entering - --- -- - --- -- A 9.6 11 Weekday Evening Peak Hour Westbound Left&Right Turns Exiting - --- -- - --- -- F 71.7 17 Southbound Left Turns Entering - --- -- - --- -- C 15.5 3 aLevel of service. bAverage Control Delay(seconds/vehicle). cThe Proposed Site Drives were conservatively analyzed as a single driveway. Calculated delays will be less with two driveways. 18 580-Rpt2 Copyright @ 2003 DJK.All rights reserved. SIGHT DISTANCE SIGHT DISTANCE In the vicinity of the proposed project site, Osgood Street approaches the Proposed Site Drive over a generally level alignment over a large radius curve. Detailed Sight Distance measurements were conducted with respect to the Osgood Street approaches to the proposed intersection to identify any potential mitigation measures, which would enhance the available Sight Distance. Sight Distance considerations are basically divided into two criteria: (1) Stopping Sight Distance (SSD) and (2) Intersection Sight Distance (ISD). Stopping Sight Distance (SSD) SSD is the distance required for an approaching vehicle to perceive and react accordingly to an exiting or entering vehicle. The values are based upon a perception and reaction time of 2.5 seconds and a braking distance calculated for wet level pavement. When the roadway is either on an upgrade or downgrade, grade correction factors are applied. Intersection Sight Distance (ISD) ISD is based upon a perception and reaction time and the time required to complete a desired exiting maneuver after the decision to do so has been made. Values for ISD represent the time required to: (1) turn left or right and to accelerate to the operating speed of the street without causing approaching vehicles to reduce speed by more than 70% of the initial speed and (2) upon turning left, or crossing the major roadway, to clear the roadway without conflicting with vehicles approaching from the left. When a grade exists in the roadway or when larger speed reduction values are acceptable, correction factors are applied. 19 580-Rpt2 Coroght @ 2003 DJK.All rights reserved. SSD is far more important as it represents the minimum distance required for stopping, while the ISD criteria is based only upon acceptable speed reductions to the approaching traffic stream. Table 10 compares the measured SSD with the minimum SSD requirements for both the observed vehicle speeds as well as the posted speed limit along Osgood Street in the vicinity of the site. As can be seen in Table 10, the available SSD exceeds the minimum SSD requirements for the posted speed limit of 40 mph as well as the observed speed of up to 40 mph. TABLE 10 SUMMARY OF STOPPING SIGHT DISTANCE ANALYSIS Posted SSD Requirements Speed Observed Measured (feet)for Location/ Limit Speed SSDb Design Speed Conditionc Direction of Travel (mph)a (mph) (feet) 35 mph 40 mph Osgood Street at the Proposed North Site Drive: North of the North Site Drive Vehicle B Approaching Looking South 40 35-40 +305 205 305 Vehicle A Exiting Looking North 40 35-40 +305 250 305 South of the North Site Drive Vehicle A Exiting Looking South 40 35-40 +305 250 305 Vehicle B Approaching Looking North 40 35-40 +305 250 305 Osgood Street at the Proposed South Site Drive: North of the South Site Drive Vehicle B Approaching Looking South 40 35-40 +305 250 305 Vehicle A Exiting Looking North 40 35-40 +305 250 305 South of the South Site Drive Vehicle A Exiting Looking South 40 35-40 +305 250 305 Vehicle B Approaching Looking North 40 35-40 +305 250 305 Miles per hour. bSSD measurements occurred on February 18, 2002 and assumes the recommendations contained in this report are implemented. SSD measurements were conducted with the driver's eye 14.4 feet back from the existing edge of the pavement along Osgood Street. cSource: A Policy on Geometric Design of Highways and Streets, American Association of State Highway and Transportation Officials(AASHTO):4'Edition,2001. 20 560-Rpt2 Copyright @ 2003 DJK.All rights reserved. APPENDIX A. TRAFFIC VOLUME DATA B. INTERSECTION CAPACITY ANALYSIS 21 580-Rpt2 Copyright @ 2003 CJK.All rights reserved. TDC Transportation Data Corporation 12 Walnut Street,#9 Natick,MA 01760 T/S: Osgood Street (Route 125) Office:508-651-1610 Fax.,508-651-1229 File Name : 02067A E/W: Great Pond Road/Construction lot Site Code : 00000580 '-ity,State: North Andover, MA Start Date : 06/27/2002 Gent:DJK/D.Kelly Page No : 1 Groups Printed-Cars-Trucks Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 1251133) Construction lot From North From East From South From West Start Time Ri ht Thnr Left I Peds Right I Thru Left Peds Right I T ruj Left I Peds Right I Thru Left Peds Int Total 07:00 AM 0 197 6 0 12 0 28 0 39 94 0 0 0 0 0 0 376 07:15 AM 0 209 5 0 11 0 41 0 49 100 0 0 1 0 0 0 416 07:30 AM 0 243 5 0 17 0 67 0 53 87 0 0 0 0 0 0 472 07:45 AM 0 255 15 0 13 0 92 0 41 121 0 0 0 0 0 0 537 Total 0 904 31 0 53 0 228 0 182 402 0 0 1 0 0 0 1801 08:00 AM 0 228 13 0 16 0 80 0 56 109 0 0 1 0 0 0 503 08:15 AM 0 208 18 0 12 0 97 0 78 146 0 0 0 0 1 0 560 08:30 AM 0 166 13 0 22 0 122 0 61 110 1 0 0 0 0 0 495 08:45 AM 0 176 19 0 15 0 114 0 83 156 0 0 0 1 0 0 564 Total 0 778 63 0 65 0 413 0 278 521 1 0 1 1 1 0 2122 Grand Total 0 1682 94 0 118 0 641 0 460 923 1 0 2 1 1 0 3923 Apprch% 0-0 94.7 5.3 0.0 15.5 0.0 84.5 0.0 33.2 66.7 0.1 0.0 50.0 25.0 25.0 O 0 Total% 0.0 42.9 2.4 0.0 I 3.0 0.0 16.3 0.0 I 11.7 23.5 0.0 0.0, 0.1 0.0 0.0 0.0 Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125/133) Construction lot From North From East From South From West Stag Time Right Thru Left Peds App' Right Thru Left Peds App' Right Thru Left Peds App' Right Th. Left Peds App. Int. Total Total Total Total Total 'eak Hour From 07:00 AM to 08:45 AM-Peak 1 at 1 Intersectio 08:00 AM n Volume 0 778 63 0 841 65 0 413 0 478 278 521 1 0 800 1 1 1 0 3 2122 Percent 0.0 92.5 7.5 0.0 116 0.0 86.4 0.0 34.8 65.1 0.1 0.0 33.3 33.3 313 0.0 08:45 0 176 19 0 195 15 0 114 0 129 83 156 0 0 239 0 1 0 0 1 564 Volume Peak 0.941 Factor High Int. 08:00 AM 08:30 AM 08:45 AM 08:00 AM Volume 0 228 13 0 241 22 0 122 0 144 83 156 0 0 239 1 0 0 0 1 Peak 0.872 0.830 0.837 I 0.750 Factor TDC- Transportation Data Corporation 12 Walnut Street,#9 Natick,MA 01760 i/S: Osgood Street (Route 125) Office:508-651-1610 Fax:508-651-1229 File Name : 02067A E/W: Great Pond Road/Construction lot Site Code : 00000580 6 ' ity, State: North Andover,MA Start Date : 06/27/ 0 /27/2002 Page No : 1 Gent:DJK/D.Kelly Groups Printed-Cars Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 1251133) Construction lot From North From East From South From West Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int.Total 07:00 AM 0 195 5 0 10 0 26 0 38 92 0 0 0 0 0 0 366 07:15 AM 0 206 3 0 9 0 38 0 47 99 0 0 1 0 0 0 403 07:30 AM 0 238 4 0 15 0 66 0 49 86 0 0 0 0 0 0 458 07:45 AM 0 250 15 0 12 0 90 0 40 117 0 0 0 0 0 0 524 Total 0 889 27 0 46 0 220 0 174 394 0 0 1 0 0 0 1751 08:00 AM 0 225 11 0 14 0 80 0 54 107 0 0 1 0 0 0 492 08:15 AM 0 204 16 0 11 0 92 0 72 139 0 0 0 0 0 0 534 08:30 AM 0 163 11 0 19 0 118 0 58 110 1 0 0 0 0 0 480 08:45 AM 0 175 17 0 15 0 112 0 81 152 0 0 0 1 0 0 553 Total 0 767 55 0 59 0 402 0 265 508 1 0 1 1 0 0 2059 Grand Total 0 1656 82 0 105 0 622 01 439 902 1 0 2 1 0 0 3810 Apprch% 0.0 95.3 4.7 0.0 14.4 0.0 85.6 0.0 32.7 67.2 0.1 0.0 66.7 33.3 0.0 0.0 0 0.0 16.3 0.0 11.5 23.7 0.0 0.0 0.1 0.0 0.0 0- Total k 0.0 43.5 22 0.0 2.8 Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 1251133) Construction lot From North From East From South From West App. Int. Start Time Right Thru Lett Peds App Total Right Thru Left Peds Total Right Thru Left Peds TAoptpai Right Thru Left Peds Total Total Teak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 Intersectio 08:00 AM n Volume 0 767 55 0 822 59 0 402 0 461 2.2 5.6 1 0 774 1 1 0 0 2 2059 Percent 0.0 93.3 6.7 0.0 12.8 0.0 87.2 0.0 34.2 65.6 0.1 0.0 50.0 50.0 0.0 0.0 08:45 0 175 17 0 192 15 0 112 0 127 81 152 0 0 233 0 1 0 0 1 553 Volume 10.931 Peak Factor High Int. 08:00 AM 08:30 AM 08:45 AM 08:00 AM Volume 0 225 11 0 236 19 0 118 0 137 81 152 0 0 2331 1 0 0 0 1 Peak 0.871 0.841 0.830 1 0.500 Factor TDC- r Transportation Data Corporation 12 Walnut Street,#9 Natick,MA 01760 1/S: Osgood Street (Route 125) Office:508-651-1610 Fax.-508-651-1229 File Name : 02067A E/W: Great Pond Road/Construction lot Site Code : 00000580 City, State: North Andover,MA Start Date : 06/27/2002 Gent:DJK/D.Kelly Page No : 1 Groups Printed-Trucks Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 1251133) Construction lot From North From East From South From West Start Time Ri ht Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int.Total 07:00 AM 0 2 1 0 2 0 2 0 1 2 0 0 0 0 0 0 10 07:15 AM 0 3 2 0 2 0 3 0 2 1 0 0 0 0 0 0 13 07:30 AM 0 5 1 0 2 0 1 0 4 1 0 0 0 0 0 0 14 07:45 AM 0 5 0 0 1 0 2 0 1 4 0 0 0 0 0 0 13 Total 0 15 4 0 7 0 8 0 8 8 0 0 0 0 0 0 50 08:00 AM 0 3 2 0 2 0 0 0 2 2 0 0 0 0 0 0 11 08:15 AM 0 4 2 0 1 0 5 0 6 7 0 0 0 0 1 0 26 08:30 AM 0 3 2 0 3 0 4 0 3 0 0 0 0 0 0 0 15 08:45 AM 0 1 2 0 0 0 2 0 2 4 0 0 0 0 0 0 11 Total 0 11 8 0 6 0 11 0 13 13 0 0 0 0 1 0 63 Grand Total 0 26 12 0 13 0 1 0 21 21 0 0 0 0 1 0 113 Apprch% 0.0 68.4 31.6 0.0 40.6 0.0 59.4 0.0 50.0 50.0 0.0 0.0 I 0.0 0.0 100.0 0.0 Total% 0.0 23.0 10.6 0.0 11.5 0.0 16.8 0.0 18.6 18.6 0.0 0.0 0.0 0.0 0.9 0.0 Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125/133) Construction lot From North From East From South From West App. Int Start Time Right Thru Left Peds 7otal Right Thru Left Peds Toptpal Right Thru Left Peds Tote- Right Thru Left Peds Total Total eak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 Intersectio 07:45 AM n Volume 0 15 6 0 21 7 0 11 0 18 12 13 0 0 25 0 0 1 0 1 65 Percent 0.0 71.4 28.6 0.0 38.9 0.0 61.1 0.0 48.0 52.0 0.0 0.0 0.0 0.0 10 p 0.0 08:15 0 4 2 0 6 1 0 5 0 6 6 7 0 0 13 0 0 1 0 1 26 Volume 0.625 Peak Factor High Int. 08:15 AM 08:30 AM 1 08:15 AM 08:15 AM Volume 0 4 2 0 6 3 0 4 0 7 6 7 0 0 13 0 0 1 0 1I Peak 0.875 0.643 I 0.481 0.250 Factor TDC- Transportation Data Corporation 12 Walnut Street,#9 Natick,MA 01760 (/S: Osgood Street (Route 125) Office:508-651-1610 Fax:508-651-1229 File Name : 02067A E/W: Great Pond Road/Construction lot Site Code : 00000580 17ity,State: North Andover,MA Start Date : 06/27/2002 Rent: DJK/D.Kelly Page No : 1 Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 1251133) Construction lot From North From East From South From West App App qpp App. Int Start Time Right Thru Left Peds Total Right Thru Left Peds Total Right Thru Left Peds Total Right T . Left Peds Total Total Peak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 Intersectio 08:00 AM Volume 0 778 63 0 841 65 0 413 0 478 278 521 1 0 800 1 1 1 0 3 2122 Percent 0.0 92.5 7.5 0.0 13.6 0.0 86.4 0.0 34.8 65.1 0.1 0.0 33.3 33.3 33.3 0.0 08:45 0 176 19 0 195 15 0 114 0 129 83 156 0 0 239 0 1 0 0 1 564 Volume 1 0.941 Peak Factor High In t. 08:00 AM 08:30 AM 1 08:45 AM 08:00 AM Volume 0 228 13 0 241 22 0 122 0 144 83 156 0 0 239 1 0 0 0 1 Peak 0.872 0.830 0.837 1 0.750 Factor sg eet Route Out In Total 587 841 1428 01 T781_ 631 0 Right Thru Left Peds {�I 1 4 a �m� o NorUr r ° v S ~ 27!2002 8:00:00 AM 5127r2002 8:45:00 AM r m 0 i ' Cars w -+ °� °� Trucks -U m w a o 471 r Left Thru RI M Peds 1 521 278 0 1192 800 1992 out in Total Os good Street Route 125!133 TDC- r Transportation Data Corporation 12 Walnut Street,#9 Natick,MA 01760 3/S: Osgood Street (Route 125) Office:508-651-1610 Fax:508-651-1229 File Name : 02067AA E/W: Great Pond Road/Construction Lot Site Code : 00000580 ' ity, State: North Andover,MA Start Date : 06/27/2002 Bent:DJK/D.Kelly Page No : 1 Groups Printed-Cars-Trucks Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 1251133) Construction Lot From North From East From South From West Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int.Total 04:00 PM 0 189 6 0 5 0 64 0 67 260 0 0 1 0 0 0 592 04:15 PM 0 210 29 0 17 0 94 0 76 273 0 0 0 0 0 0 699 04:30 PM 0 184 29 0 14 0 61 0 58 292 0 0 0 0 0 0 638 04:45 PM 0 177 19 0 21 0 58 0 88 294 0 0 0 0 0 0 657 Total 0 760 83 0 57 0 277 0 289 1119 0 0 1 0 0 0 2586 05:00 PM 0 207 16 0 15 0 72 0 70 357 0 0 0 0 0 0 737 05:15 PM 0 194 18 0 12 0 71 0 82 374 0 0 0 0 0 0 751 05:30 PM 0 152 22 0 30 0 47 0 69 340 0 0 0 0 0 0 660 05:45 PM 0 164 20 0 17 0 61 0 63 268 0 0 0 0 0 0 593 Total 0 717 76 0 74 0 251 0 284 1339 0 0 0 0 0 0 2741 Grand Total 0 1477 159 0 131 0 528 0 573 2458 0 0 1 0 0 0 5327 0.0 /0 Total 0.0 2 Apprch% 0.0 90.3 9.7 0.0 19.9 0.0 80.1 0.0 18.9 46.1 0.0 0.0` 100.0 0 0 0.0 0.0 � 7.7 3.0 0.0 2.5 0.0 9.9 0.0 10.8 I god Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125/133) Construction Lot From North From East From South From West App App App. Int Sfart Time R Left Peds Total Right Thru Left Peds Total Right Thru Left Peds Total Right Thru Left Peds Total Total leak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 Intersectlo 04:45 PM n Volume 0 730 75 0 805 78 0 248 0 326 309 135 0 0 1674 0 0 0 0 0 2805 Percent 0.0 90.7 9.3 0.0 23.9 0.0 76.1 0.0 18.5 81.5 0.0 0.0 0.0 0.0 0.0 0.0 05:15 0 194 18 0 212 12 0 71 0 83 82 374 0 0 456 0 0 0 0 0 751 Volume 1 0.934 Peak Factor High Int. 05:00 PM 05:00 PM 05:15 PM 3:45:00 PM Volume 0 207 16 0 223 15 0 72 0 87 82 374 0 0 456 Peak 0.902 0.937 0.918 1 Factor TD A-- G� Transportation Data Corporation 12 Walnut Street,#9 Natick,MA 01760 f/S: Osgood Street (Route 125) Office:508-651-1610 Fax:508-651-1229 File Name : 02067AA 0 E/W: Great Pond Road/Construction Lot Start Date :Site Code : 00000058000058002 ".ity, State:North Andover,MA Page No : 1 :lient: DJK/D.Kelly Gro u s Printed-Cars Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 1251133) CoFrom wn Lot From North From East From South Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Rig ht Thru Left Peels Int.Total 04:00 PM 0 187 6 0 5 0 63 0 66 256 0 0 1 0 0 0 584 04:15 PM 0 206 29 0 17 0 91 0 75 263 0 0 0 0 0 0 681 04:30 PM 0 179 29 0 13 0 61 0 55 291 0 0 0 0 0 0 628 04:45 Total 0 741 82 0 55 0 272 0 280 1103 0 0 11 0 0 0 2534 05:00 PM 0 204 16 0 15 0 70 0 66 354 0 0 0 0 0 0 725 05:15 PM 0 193 17 0 12 0 70 0 81 372 0 0 0 0 0 0 745 05:30 PM 0 150 22 0 30 0 47 0 69 338 0 0 0 0 0 0 656 05:45 Total 0 711 75 0 74 0 248 0 27 8 9 1328 0 0 0 0 0 0 2715 Grand Total 0 1452 157 0 129 0 520 0 559 2431 0 0 1 0 0 0 5249 00 Apprch% 0-0 90.2 9.8 0./0 0 19.9 0.0 80.1 0.0 18.7 81.3 0.0 0.0 100.0 0.0 0.0 0. 0 I Total 0.0 27.7 3.0 0.0 2.5 0.0 9.9 0.0 10.6 46.3 Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 1251133) Construction Lot From East From South From West From North App. Int Start Time Right Thru Left Peds 1Abtal Right Thru Left Peels ToptPaI Right Thro Leta Peels T�otaP� Right Thru Lett Peels Total Total leak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 Intersectio 04:45 PM n Volume 0 716 73 0 789 77 0 244 0 321 300 137 0 0 1657 0 0 0 0 0 2767 Percent 0.0 90.7 9.3 0.0 24.0 0.0 76.0 0.0 18.1 81.9 0.0 0.0 0.0 0.0 0.0 0.0 05:15 0 193 17 0 210 12 0 70 0 82 81 372 0 0 453 0 0 0 0 0 745 Volume 0.929 Peak Factor 05:15 PM 1 3:45:00 PM High Int. 05:00 PM 05:00 PM Volume 0 204 16 0 220 15 0 70 0 85 81 372 0 0 453 Peak 0.897 0.944` 0.914 1 Factor I I NJ Transportation Data Corporation 12 Walnut Street,#9 Natick,MA 01760 f/S: Osgood Street (Route 125) Office:508-651-1610 Fax:508-651-1229 File Name : 02067AA E/W: Great Pond Road/Construction Lot Site Code : 00000580 17ity, State:North Andover,MA Start Date : 06/27/2002 Gent: DJK/D.Kelly Page No : 1 Groups Printed-Trucks Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125/133) Construction Lot From North From East From South From West Start Time Ri ht Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Lett Ped0 Int.Too 8 04:00 PM 0 2 0 0 0 0 1 0 1 4 0 0 0 0 0 04:15 PM 0 4 0 0 0 0 3 0 1 10 0 0 0 0 0 0 18 04:30 PM 0 5 0 0 1 0 0 0 3 1 0 0 0 0 0 0 10 04:45 PM 0 8 1 0 1 0 1 0 4 1 0 0 0 0 0 0 16 Total 0 19 1 0 2 0 5 0 9 16 0 0 0 0 0 0 52 05:00 PM 0 3 0 0 0 0 2 0 4 3 0 0 0 0 0 0 12 05:15 PM 0 1 1 0 0 0 1 0 1 2 0 0 0 0 0 0 6 05:30 PM 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 0 4 05:45 PM 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 4 Total 0 6 1 0 0 0 3 0 5 11 0 0 0 0 0 0 26 Grand Total 0 25 2 0 2 0 8 0 14 27 0 0 0 0 0 0 78 Apprch% 0.0 92.6 7.4 0.0 20.0 0.0 80.0 0.0 10.3 0.0 17.9 3411 65.9 0 0 0.0 0.0 0.0 0.0 0 0 � 0.0 Total � 0.0 32.1 2.6 0.0 2.6 Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125/133) Construction Lot From North From East From South From West APp. APP. Int. Start Time Right Thru Left Peds AP Right Thru Left Peds Right Thru Left Peds Total Right Thar Left Peds Total Total eak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 Intersectio 04:15 PM Volume 0 20 1 0 21 2 0 6 0 8 12 15 0 0 27 0 0 0 0 0 56 Percent 0.0 95.2 4.8 0.0 25.0 0.0 75.0 0.0 44.4 55.6 0.0 0.0 0.0 0.0 0.0 0.0 04:15 0 4 0 0 4 0 0 3 0 3 1 10 0 0 11 0 0 0 0 0 18 Volume 0.778 Peak Factor High Int. 04:45 PM 04:15 PM 04:15 PM 3:45:00 PM Volume 0 8 1 0 9 0 0 3 0 3 1 10 0 0 11 Peak 0.583 0.667 0.614 Factor TD Transportation Data Corporation 12 Walnut Street,#9 Natick,MA 01760 d/S: Osgood Street (Route 125) Office:508-651-1610 Fax:508-651-1229 File Name : 02067AA E/W: Great Pond Road/Construction Lot Site Code : 00000580 ` ity,State: North Andover,MA Start Date : 06/27/2002 Gent: DJK/D.Kelly Page No : 1 Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125/133) Construction Lot From North From East From South From West App APP APP• InL L Start-fime Right Thru Left Peds Toa- Right ThN Left Peds Total Right Thru Left Peds Total Ltt Peds Total Total Peak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 Intersectio 04:45 PM Volume 0 730 75 0 805 78 0 248 0 326 309 135 0 0 1674 0 0 0 0 0 2805 Percent 0.0 90.7 9.3 0.0 23.9 0.0 76.1 0.0 18.5 81.5 0.0 0.0 0.0 0.0 0.0 0.0 05:15 0 194 18 0 212 12 0 71 0 83 82 374 0 0 456 0 0 0 0 0 751 Volume 1 0.934 Peak Factor 3:45:00 PM High Int. 05:00 PM 05:00 PM 05:15 PM Volume 0 207 16 0 223 15 0 72 0 87 82 374 0 0 456 Peak 0.902 0.937 0.918 I Factor oute Out in Total 1443 805 2248 01 730 75 0 Right Thru Left Peds L+ Wom ° ° Q� J T F o Nora! G` QC O _ 27/2002 4:45:00 PM 2 °; 2712002 5:30.00 PM r CD '5 cars —I m ° CD v O p � Trucks o. d m m ° o— a 4, T r Left Thru Ri M Peds 0 1365 309 0 978 1674 2652 Out k, Total ood Street R e 1251 33 A - r TD �� Site: ATR : Osgood Street south of Transportation Data Corporation Date: 06n7/02 ovation: Great Pond Rd,N.Andover,MA 12 Walnut Street,#9 Natick,MA 01760 : DJKlD.Ke11V Office:508-651-1610 Fax:508-651-1229 7ient: Combined Day: Thursday SB Interval NB PM AM PM Begin AM PM * 196 811 * 1,683 12:00 * 238 872 * 227 451 12:15 * 184 * 200 * 484 12 :30 12:45 t 26 785 * 193 789 * 4919 1, 574 01:00 * 205 * 214 01:15 * 198 * 388 01:30 * 192 *184 * 376 01:45 * 203 857 * 423 1,716 02:00 * 0 859 * 224 * 02:15 20 * 211 415 02:30 * 204 219 * 452 02:45 * 233 * * 471 2,019 * 03:00 * 240 1,094 2231 31 925 * 473 03:15 * 245 * 256 * 564 03:30 * 308 * 210 * 511 03:45 * 01 1411 * 254 999 * 581 2,410 3 , 04:00 * 287 * 631 04:15 * 344 * 232 * 582 04:30 * 350 * 226 * 616 04:45 * 490 1614 * 278 941 * 688 2,555 05:00 , * 262 * 709 05:15 * 447 * 194 * 601 05:30 * 307 207 * 557 05:45 * 180 730 * 468 1,751 06:00 * 288 1,021 187 * 488 * 06:15 * 301 * 177 * 423 06:30 * 246 * 186 * 372 06:45 * 149 583 * 153 525 * 299 1,108 07:00 * 130 07:15 * 125 * 136 * 261 07:30 * 140 * 106 * 246 07:45 s 141 509 * 250 959 08:00 * 109 450 * 126 * 244 08:15 * 118 * 120 * 244 08:30 * 124 * 122 * 221 08:45 * 99 * 62 317 * 174 665 09:00 * 112 348 * 98 : 176 09:15 * 78 09:30 166 74 189 99 355 173 09:45 175 84 169 58 344 142 10:00 172 678 73 228 185 725 60 255 373 1,403 119 483 10:15 174 63 199 56 10:30 160 51 164 60 324 111 10:45 172 41 177 79 349 120 11:00 192 747 44 128 184 760 48 140 3� 1,507 82 268 11 :15 170 34 379 56 11:30 179 20 200 36 11:45 206 30 206 22 412 52 Totals 1,766 9,393 1,843 7,798 3,609 17,191 Split% 48.9 54.6 51.1 45.4 Day Totals 11,159 9,641 20,800 Day Splits 53.6 46.4 Peak Hour 11:00 04:45 11:00 04:15 11:00 04:45 1,507 2,614 Volume 747 1,654 760 1,023 Factor 0.91 0.93 0.92 0.89 0.91 0.92 * Data File: 02067A ATR: : Osgood Street south of Transportation Data Corporation Site: 580 ,ovation: Great Pond Rd,N.Andover,MA 12 Walnut Street,#9 Natick,MA 01760 Date: 06/28/02 :lient: : DJK/D.KeIIV Office:508-651-1610 Fax:508-651-1229 Interval NB SB Combined Day: Friday Begin AM PM AM PM AM PM 12:00 30 83 270 997 22 79 283 990 52 162 553 1,987 12:15 26 256 17 224 43 480 12:30 12 231 20 249 32 480 12:45 15 240 20 234 35 474 01:00 7 28 223 918 16 32 228 852 23 60 451 1,770 01:15 9 274 4 186 13 460 01:30 7 227 6 244 13 471 01:45 5 194 6 194 11 388 02:00 7 23 236 974 10 22 210 881 17 45 446 1,855 02:15 6 270 4 196 10 466 02:30 4 230 2 232 6 462 02:45 6 238 6 243 12 481 03:00 6 19 304 1276 16 38 232 927 22 57 536 2,203 03:15 2 306 10 240 12 546 03:30 3 312 6 243 9 555 03:45 8 354 6 212 14 566 04:00 2 33 401 1,647 6 46 279 1,016 8 79 680 2,663 04:15 8 410 6 263- 14 673 04:30 11 422 16 278 27 700 04:45 12 414 18 196 30 6I0 05:00 19 177 464 1,741 14 196 215 880 33 373 679 2,621 05:15 27 438^ 1-7 3j6 46 244 r13�j 73 682 7(s 05:30 54 470 64 229 i 118 699 05:45 77 369 72 192 149 561 06:00 82 451 342 1,378 104 646 198 724 186 1,097 540 2,102 06:15 122 362 154 182 276 544 06:30 104 316 174 158 278 474 06:45 143 358 214 186 357 544 07:00 132 579 279 831 218 1,029 168 576 350 1,608 447 1,407 07:15 160 230 244 144 404 374 07:30 136 184 247 148 383 332 07:45 151 138 320 116 471 ✓ 254 08:00 140 779 135 443 272 1,058 150 521 41T 1,837 285 964 08:15 209 118 254 121 463 239 08:30 208 Cr 108 262 ,O54b 122 470 230 08:45 222�.� 82 270 128 492 210 09:00 187 697 98 331 220 796 132 414 40r 1,493 230 745 09:15 153 80 206 103 359 183 09:30 191 78 180 102 371 180 09:45 166 75 190 77 356 152 10:00 172 753 62 272 186 724 70 273 358 1,477 132 545 10:15 186 70 156 62 342 132 10:30 187 69 208 56 395 125 10:45 208 71 174 85 382 156 11:00 194 896 54 179 206 878 64 195 400 1,774 118 374 11:15 240 36 230 57 470 93 11:30 234 54 222 40 456 94 11:45 228 35 220 34 448 69 Totals 4,518 10,987 5,544 8,249 10,062 19,236 Split% 44.9 57.1 55.1 42.9 Day Totals 15,505 13,793 29,298 Day Splits 52.9 47.1 Peak Hour 11:00 04:45 07:45 03:45 08:00 04:30 Volume 896 1,786 1,108 1,032 1,837 2,671 Factor 0.93 0.95 0.87 0.92 0.93 0.95 * Data File: 02067A Two-Way Stop Control Page 1 of 1 I TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Dermot Kelly, PE, PTOE Intersection Osgood St. at Site Drive Agency/Co. DJK Associates, Inc. Jurisdiction North Andover Date Performed 7123103 Analysis Year 2008 Build Analysis Time Period Morning Peak Hour Project Description 580 Thomas Pro ernes, LLC North/South Street: Osgood Street East/West Street: Site Drive Intersection Orientation: North-South IStudy Period hrs : 1.00 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 859 7 11 1280 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 859 1 7 11 1280 0 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 0 2 0 0 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 2 0 1 2 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach Y N Storage 1 0 0 L T Channelized anes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 11 4 C (m) (vph) 786 218 lc 0.01 0.02 95%queue length 0.04 0.06 Control Delay 9.6 25.0- LOS A C pproach Delay -- -- 25.0- pproach LOS -- -- C TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1 c HCS2000 file://C:\Documents%20and%20Settings\Dermot\Local%20Settings\Temp\u2kB2.tmp 7/25/2003 Two-Way Stop Control Page 1 of 1 2l TWO-WAY STOP CONTROL SUMMARY !! General Information Site Information Analyst Dermot Kelly, PE, PTOE Intersection Osgood St. at Site Drive Agency/Co. DJK Associates, Inc. Jurisdiction North Andover Date Performed 7125103 Analysis Year 2008 Build Analysis Time Period Evening Peak Hour Project Description 580 Thomas Properties, LLC East[West Street: Site Drive North/South Street: Osgood Street Intersection Orientation: North-South 3tudy Period hrs : 1.00 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 1798 2 3 1051 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 1798 2 3 1 1051 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T Upstream Signal 1 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 7 0 10 0 0 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 7 10 0 0 0 Percent Heavy Vehicles 0 0 0 0 1 0 0 Percent Grade (%) 0 0 Flared Approach y N Storage 1 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th,and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 3 17 C (m) (vph) 347 78 /c 0.01 0.22 95% queue length 0.03 0.81 Control Delay 15.5 71.7 LOS C F pproach Delay -- -- 71.7 pproach LOS -- -- F HCS2000TM Copyright O 2000 University of Florida,All Rights Reserved Version 4.1c file://C:\Documents%20and%20Settings\Dermot\Local%20Settings\Temp\u2kAF.tmp 7/25/2003 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Dermot Kelly, PE, PTOE Intersection Osgood at Great Pond Agency or Co. DJK Associates, Inc. Area Type All other areas Date Performed 7125103 urisdiction North Andover, MA Time Period Morning Peak Hour Analysis Year 2002 Existing Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 2 0 0 0 2 0 0 2 0 Lane group LTR L LT LTR Volume (v ph) 0 2 1 413 1 521 63 778 0 % Heavy veh 1 1 1 1 1 1 1 1 1 PHF 0.92 0.92 0.92 0.92 0.92 0.92 10.92 0.92 0.92 ctuated (P/A) A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 12.0 2.0 Arrival type 1 3 1 3 3 3 Unit Extension 3.0 13.0 3.0 1 3.0 Ped/Bike/RTOR Volume 0 0 1 0 0 0 0 Lane Width 12.0 112.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 3.0 13.0 1 1 3.0 1 3.0 tPhai g EW Perm 02 03 04 NS Perm 06 07 08 G = 25.0 G = G = G = G = 35.0 G = G = G = Y= 5 Y= Y= Y= JY= 5 Y= Y= 1Y= Duration of Analysis (hi-s = 1.00 Cycle Len th C = 70.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 3 449 567 914 Lane group cap. 642 985 1705 1545 /c ratio 0.00 0.46 0.33 0.59 Green ratio 0.36 0.36 10.50 0.50 Unif. delay dl 14.5 17.3 10.5 12.4 Delay factor k 0.11 0.11 0.11 0.18 Increm. delay d2 0.0 0.3 0.1 0.6 PF factor 1.000 1.000 1.000 1.000 Control delay 14.5 17.6 10.6 13.0 Lane group LOS B B B 8 pprch. delay 14.5 17.6 10.6 13.0 Approach LOS B B B B Intersec. delay 13.4 Intersection LOS B HCS2000M Copyright 0 2000 University of Florida,All Rights Reserved Version 4.1c file://C:\Documents%20and%20Settings\Dermot\Local%20Settings\Temp\s2k194.tmp 8/13/2003 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Dermot Kelly, PE, PTOE Intersection Osgood at Great Pond Agency or Co. DJK Associates, Inc. Area Type All other areas Date Performed 7125103 Jurisdiction North Andover, MA Time Period Morning Peak Hour nalysis Year 2008 No Build Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Num. of Lanes 0 1 0 2 0 0 0 2 0 0 2 0 Lane group IL TR L LT LTR Volume (v ph) 0 2 1 444 0 560 68 836 0 % Heavy veh 1 1 1 1 1 1 1 [2.0 1 PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 0.92 Actuated P/A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 Ext. eff. reen 2.0 2.0 2.0 0 rrival t pe 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 Lane Width 112.0 112.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 3.0 1 3.0 3.0 3.0 Phasing EW Perm 1 02 03 04 NS Perm 06 1 07 08 G= 25.0 IG = G = G = IG = 45.0 G = I G = G = iming IY= 5 1Y= Y ly= IY= 5 Y= Y= Y= Duration of Analysis hrs = 1.00 Cycle Length C = 80.0 Lane Grou Ca acit , Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 3 483 609 983 Lane group cap. 562 862 2010 1711 /c ratio 0.01 0.56 0.30 0.57 Green ratio 0.31 0.31 0.56 0.56 Unif. delay d1 18.9 22.9 9.2 11.3 Delay factor k 0.11 0.16 0.11 0.17 Increm. delay d2 0.0 0.8 1 0.1 0.5 PF factor 1.000 1.000 1 1.000 1.000 Control delay 18.9 23.8 9.3 11.8 Lane group LOS I B C A B pprch. delay 18.9 23.8 9.3 11.8 Approach LOS B C A B Intersec. delay 13.9 Intersection LOS B HCS2000 TM Copyright O 2000 University of Florida,All Rights Reserved Version 4.1 c file://C:\Documents%20and%20Settings\Dermot\Local%20Settings\Temp\s2k1A0.tmp 8/13/2003 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Dermot Kelly, PE, PTOE Intersection Osgood at Great Pond Agency or Co. DJK Associates, Inc. Area Type All other areas Date Performed 7125103 Jurisdiction North Andover, MA Time Period Morning Peak Hour Analysis Year 2008 Build Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT I TH RT LT TH RT Num. of Lanes 0 1 0 2 0 0 0 2 0 0 2 0 Lane group LTR L LT LTR Volume (v ph) 0 2 1 446 0 562 68 845 0 % Heav veh 1 1 1 1 1 1 1 1 1 PHF 0.92 0.92 0.92 0.92 10.92 10.92 0.92 0.92 0.92 Actuated (P/A) A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 1 3 3 3 Unit Extension 13.0 13.0 1 3.0 3.0 Ped/Bike/RTOR Volume 0 0 1 0 0 0 0 Lane Width 12.0 112.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 13.0 3.0 3.0 3.0 [iming hasing EW Perm 02 03 04 NS Perm 06 07 08 G = 25.0 G = G = G = G = 45.0 G = G = G = Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= uration of Analysis hrs = 1.00 Cycle Length C = 80.0 Lane Group Ca acit , Control Delay, and LOS Determination EB WB NB SB Adj.flow rate 3 485 611 992 Lane group cap. 562 862 2010 1712 /c ratio 0.01 0.56 0.30 0.58 Green ratio 0.31 0.31 0.56 0.56 Unif. delay dl 18.9 22.9 9.2 11.4 Delay factor k 0.11 0.16 0.11 0.17 I delay d2 0.0 0.9 0.1 0.5 PF factor 1.000 1.000 1.000 1.000 Control delay 18.9 23.8 9.3 11.9 Lane group LOS B C A B pprch. delay 18.9 23.8 9.3 11.9 Approach LOS B C A B Intersec. delay 13.9 1 Intersection LOS B HCS2000TM Copyright O 2000 University of Florida,All Rights Reserved Version 4.1c file://C:\Documents%20and%20Settings\Dermot\Local%20Settings\Temp\s2k1AC.tmp 8/13/2003 Short Report Page 1 of 1 / SHORT REPORT General Information Site Information Analyst Dermot Kelly, PE, PTOE Intersection Osgood at Great Pond Agency or Co. DJK Associates, Inc. Area Type All other areas Date Performed 7125103 Jurisdiction North Andover, MA Time Period Evening Peak Hour 1A nalysis Year 2002 Existing Volume and Timing Input SB EB WB NB LT TH RT LT TH RT LTJ TH RTt LT TH RT Num. of Lanes 0 1 0 2 0 0 Ot 2 0 0 2 0 Lane group LTR L LT LTR olume (v ph) 0 0 0 248 0 1365 75 730 0 % Heavy veh 1 1 1 1 1 1 1 1 1 PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ctuated (P/A A A A A A A A A A A A Startu lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 G = 25.0 G = G = G = G = 45.0 G= G = G = Timing Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Anal is Mrs) 1.00 Cycle Len th C = 80.0 Lane Group Ca acit , Control Delay, nd LOS Determination EB WB NB SB dj. flow rate 0 270 1484 875 Lane group cap. 588 718 2010 1231 /c ratio 0.00 0.38 0.74 0.71 Green ratio 0.31 0.31 0.56 0.56 Unif. delay d1 18.9 21.4 13.1 12.8 Delay factor k 0.11 0.11 0.30 0.27 Increm. delay d2 0.0 0.3 1.5 2.0 PF factor 1.000 1.000 1.000 1.000 Control delay 18.9 21.8 14.6 14.7 Lane group LOS B C B 8 pprch. delay 21.8 14.6 14.7 Approach LOS C B B Intersec. delay 15.4 Intersection LOS B HCS2000 i Copyright O 2000 University of Florida,All Rights Reserved Version 4.1c file:HC:\Documents%20and%20Settings\Dennot\Local%20Settings\Temp\s2klll.tmp 8/13/2003 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Dermot Kelly, PE, PTOE Intersection Osgood at Great Pond Agency or Co. DJK Associates, Inc. Area Type All other areas Date Performed 8122102 Jurisdiction North Andover, MA Time Period Evening Peak Hour Analysis Year 2008 No Build Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT I TH RT LT TH RT Num. of Lanes 0 1 0 2 0 0 0 2 0 0 2 0 Lane group LTR L LT LTR Volume (v ph) 0 0 0 266 0 1466 81 784 0 % Heavy veh 1 1 1 1 1 1 1 1 1 PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ctuated P/A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 G = 25.0 G = G = G = G = 45.0 G = G = G = Timing IY= 5 Y= Y= ly= IY= 5 Y= Y= 1Y= Duration of Analysis hrs = 1.00 Cycle Length C = 80.0 Lane Group Ca acit , Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 0 289 1593 940 Lane group cap. 588 718 2010 1166 /c ratio 0.00 0.40 0.79 0.81 Green ratio 0.31 0.31 1 0.56 0.56 Unif. delay dl 18.9 21.6 13.8 14.0 Delay factor k 0.11 0.11 0.34 0.35 Increm. delay d2 0.0 0.4 1 2.3 1 4.4 PF factor 1.000 1.000 1.000 1.000 Control delay 18.9 22.0 16.1 18.4 Lane group LOS B C B B pprch. delay 22.0 1 16.1 1 18.4 Approach LOS C 8 B Intersec. delay 17.5 Intersection LOS B IICS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.Ic file-//C:\Documents%20and%20Settin�4s\Dermot\Local%20Settings\Temp\s2k11C.tmp 8/13/2003 Short Report Page 1 of 1 SHORT REPORT ((( General Information Site Information Analyst Dermot Kelly, PE, PTOE Intersection Osgood at Great Pond Agency or Co. DJK Associates, Inc. Area Type All other areas Date Performed 7125103 urisdiction North Andover, MA Time Period Evening Peak Hour Analysis Year 2008 Build Volume and Timing Input Eg WB NB SB LT TH RT LT TH RT LT I TH RT LT I TH RT Num. of Lanes 0 1 0 2 0 0 0 2 0 0 2 0 Lane group LTR L LT LTR Volume (v ph) 0 0 0 266 0 1474 81 787 0 % Heavy veh 1 1 1 1 1 1 1 1 1 PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Actuated (P/A) A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 12.0 2.0 2.0 Arrival type 3 1 3 1 3 3 Unit Extension 3.0 13.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 1 13.0 1 13.0 3.0 1 1 3.0 Phasing EW Perm 02 03 1 04 NS Perm 06 07 08 G = 25.0 G = G = G = G = 45.0 G = G = G = 'Timing Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis hrs = 1.00 Cycle Length C = 80.0 Lane Group Ca acit , Control Delay, and LOS Determination EB WB NB SB Adj.flow rate 0 289 J1602 943 Lane group cap. 588 718 2010 1163 /c ratio 0.00 0.40 0.80 0.81 Green ratio 0.31 0.31 0.56 0.56 Unif. delay dl 18.9 21.6 13.9 14.1 Delay factor k 0.11 10.11 0.34 0.35 Increm.delay d2 0.0 0.4 12.4 4.6 PF factor 1.000 1.000 1.000 1.000 Control delay 18.9 22.0 16.3 18.7 Lane group LOS 8 C B B pprch. delay 22.0 16.3 18.7 Approach LOS C B B Intersec. delay 17.7 Intersection LOS B 11CS2000T"' Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://C:\Documents%20and%20Settings\Dermot\Local%20Settings\Temp\s2k127.tmp 8/13/2003