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2007-08-08 Application Traffic Impact & Access Study
I r EXHIBIT F Traffic Impact and Access Study Site Plan Review Memorandum -- Planning Board Traffic Impact & Access Study Proposed Commercial Development Project North Andover, Massachusetts Proponent GFM General Contracting Corp. LrIJK Dermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Planning 280 Main Street, Suite 204 North Reading, MA 01864-1300 Office; 978-664-2205 Fax: 978-664-2444 TRAFFIC IMPACT & ACCESS STUDY Proposed Commercial Development Project North Andover, Massachusetts Proponent GFM General Contracting Corporation November 16, 2006 prepared by Dermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Planning 280 Main Street, Suite 204 North Reading, MA 01864-1300 Office: 978-664-2205 Pax: 978-664-2444 730•TISI Copyright 0 2006 by DJK. All rights reserved, i f Ii TABLE OF CONTENTS Page EXECUTIVE SUMMARY................................................................................................ .. 1 PROJECT DESCRIPTION............................................................................................. 1 ALTERNATIVE STUDIES........ ..................................... ............................................ 1 STUDYAREA................................................................................................................2 EXISTING TRAFFIC VOLUME CONDITIONS...............................................................2 FUTURE TRAFFIC VOLUME CONDITIONS.................................................................2 Background Traffic Growth.........................................................................................2 Site-Generated Traffic................................................................................................3 TripDistribution..........................................................................................................3 TRAFFIC OPERATION ANALYSIS...............................................................................3 Route 114 at the Site Drive........................................................................................3 MITIGATION MEASURES.............................................................................................3 CONCLUSIONS ............................................................................................................4 PROJECT DESCRIPTION................................................................................................5 PROPOSAL...................................................................................................................5 ALTERNATIVES TO THE PROJECT...............................................................................6 ALTERNATIVES TO THE PROJECT ............................................................................6 THE EXISTING BUILT ENVIRONMENT..........................................................................7 FIELDSURVEY.............................................................................................................7 GEO M ETR I CS...............................................................................................................7 Route114...................................................................................................................7 TRAFFICVOLUMES.....................................................................................................8 ANNUAL AVERAGE DAILY TRAFFIC VOLUMES ...................................................... 10 VEHICLESPEEDS...................................................................................................... 11 FUTURE TRAFFIC VOLUME CONDITIONS.................................................................. 13 INTRODUCTION ......................................................................................................... 13 VEHICLE-TRIP GENERATION ................................................................................... 14 TRAFFIC DISTRIBUTION/ASSIGNMENT...................................................................15 TRAFFICANALYSIS ...................................................................................................... 16 TRAFFIC FLOW AND OPERATION CHARACTERISTICS ......................................... 16 i 730-TISI Copyright©2006 by DJK. All rights reserved. i METHODOLOGY ........................................................................................................ 17 i Levelof Service..................................................................................................... .. 17 Unsignalized Intersections ....................................................................................... 17 TRAFFIC ANALYSIS RESULTS.................................................................................. 18 Route 114 at the Site Drive ......................................................................................18 SIGHT DISTANCE.......................................................................................................... 19 SIGHT DISTANCE....................................................................................................... 119 APPENDICES.................................................................................................................21 ii 730-TISt Copyright 9 2006 by DJK. All rights reserved. i i EXECUTIVE SUMMARY Dermot J. Kelly Associates, Inc. (DJK) has conducted a Traffic Impact and Access Study for a proposed commercial development project to be located adjacent to and northeast of Route 114 and south of Berry Street in North Andover, Massachusetts. Figure 1 graphically presents the site location in relation to the local and regional roadway network. This report identifies existing traffic operating parameters on the adjacent roadway system, evaluates the potential traffic-related impacts associated with the proposed project and identifies potential traffic mitigation measures necessary to minimize the impact of the proposed project. PROJECT DESCRIPTION The project proponent presently is planning for the construction of approximate 25,909 square feet (SF) of commercial office, retail and storage floor space in North Andover, Massachusetts. The proposed project would be constructed in a single building having 9,184 SF of first floor space, of which 5,840 SF would be dedicated to general retail use and of which 3,344 SF would be dedicated to specialty retail convenience market use. The second floor, 10,911 SF, would be dedicated to general office use. There is also 5,814 SF of storage space available in the attic for a total of 25,909 SF. The proposed main site access drive would be located on Route 114 with two secondary drives located along Berry Street. ALTERNATIVE STUDIES For the purposes of this report, the following alternatives were evaluated: • No-Build - The No-Build alternative was examined to establish the 2011 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. 1 730-TISI Copyright 0 2006 by o,}K. All rights reserved, f t i 1 Figure 1: Site Location Map �1t � ( "�r Y�•, k7�sY �� w., }.� RI ��6,.�.•6R�.rnaaA.vn �'1 .p {ay�J�:•. ° �b� �,,..+,� 4`^ .,., � $l .:""" '�+ .. � �'-:..,:D.. J. �� � f. � GAP -"1' F,.� �" � �'" �, ���, � LL � y 1, � !�• � � � � .✓'° �"+* �,r fit,3. � ,1� A 4�• {3 � ��� fir,3,,:� � . �. y �»� �yrs1 f,, 4 .+ ��.: $ 1 }} 7 NA t 3�g' SITE '"�[.,-1 t�4 y S a-". •a;..S_J' ' 1{p* 3'. ey:T IN 1�- IN ( le �. ��� ���� '• a3 a �A t7 .� � � {� � iil „� ����: r � � x�� 2 i �f mar.-``' Y „Y lif N I S tY tSf ! ;" ."^i +"/ �' ep � S M�''° ,.r •�_✓f:.^ 9' i , µA1 .q-1°V. 1� _ r i �.1� Jz SI t Q10 Saale in Peet , t,:" 3 r u d Dermot J. Kelly Associates, Inc. firaffic Erigineering/Transportation Planning i:*pV1gM Q 2OW 8y WK. All rlghfa r6l6rv6d. 724MA i ! r I • 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 proposed commercial retail and office development project. STUDY AREA The study area includes Route 114 adjacent to the site and the intersection of the Proposed Site Access Drive with Route 114. EXISTING TRAFFIC VOLUME CONDITIONS Analysis of the recent traffic counts indicates that weekday volumes averaged 21,338 vpd (vehicles per day) along Route 114 adjacent to the site during November 2006. During the two peak travel demand periods, which generally occurred between 7 and 9 AM and between 4 and 6 PM an average of 1,824 and 1,810 vph were observed along Route 114 during the weekday morning and evening peak hours, respectively. FUTURE TRAFFIC VOLUME CONDITIONS Back round Traffic Growth To represent future 2011 No-Build traffic-volume conditions, the existing traffic volumes were increased to account for background traffic growth. Accordingly, the existing traffic volumes were increased to account for the development of the following other projects: • Completion of the residential condominium development project located along Route 114 opposite Sharpner's Pond Road; • Old Salem Village located along Route 114 north of the Project Site, • Boston Hill residential condominiums to be located along Route 114 opposite Johnson Street; • Merrimac Commons located along Route 114 south of the Project Site; and • Senior Housing located along Route 114 north of Berry Street. Additionally, the existing traffic volumes along Route 114 were increased by +1.0 percent per year up through 2011. 2 730-TIS1 Copyright 02006 by WK. All rights reserved. i I s Site-Generated Traffic Based on the Institute of Transportation Engineers (ITE) trip generation rates, it is anticipated that the 25,909 SF commercial retail/office development project would generate approximately 1,582 vehicle-trips per day. This daily volume would be split evenly with 791 vehicle-trips entering and 791 vehicle-trips exiting the site over the course of the entire 24-hour day. More importantly, during the weekday evening peak hour, the proposed development project would generate a total of 160 vehicle-trips with 73 vehicle-trips entering and 87 vehicle-trips exiting the project site. The remaining vehicle-trips would occur over the course of the day. Trip, Distribution Trip-distribution patterns were developed specifically for this study and are summarized as follows: • Route 114 to/from the North 55% • Route 114 to/from the South 45% TOTAL- 100% TRAFFIC OPERATION ANALYSIS Unsignalized intersection capacity analysis was performed for the study area intersections. The capacity analysis is summarized below by location. Route 114 at the Site Drive Under 2011 Build with development traffic volume conditions, the left-turn entering movement would operate at LOS B and the left- and right-turn exiting movements would operate at LOS D during the evening peak hour. 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: • At the driveway Intersection with Route 114 the egress movements are suggested to be under stop sign control with a painted STOP bar. A double yellow painted centerline is suggested to be provided within the driveway opening. Overhead street lighting should be considered in the vicinity of the proposed driveway location. • The main site access driveway is 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 30-foot radius. The driveway is proposed to be 25 feet wide and the corner radii are 30 feet within the State Highway Layout. 3 730•TI St Copyright @ 2006 by DJK. All rights reserved. i 1 f 1 • To enhance the overall sight distances at the proposed intersection of the Proposed Driveway with Route 114, it is recommended that roadside vegetation and topographic ground elevations adjacent to the access/egress driveway be maintained such that sufficient safety sight lines are provided in both directions throughout the life of the project. Along Route 114 the triangular area across the project frontage should extend to a minimum of 14.5 feet back from the existing edge of the roadway (representing an existing vehicle) and extend to a maximum possible location (453 feet minimum) to the north and to the south in each direction along Route 114 representing an approaching vehicle. CONCLUSIONS Based on the traffic analysis presented in this study, there is sufficient capacity at the Proposed intersection to accommodate the proposed development project. The overall traffic-related impacts will not create any adverse impacts on traffic operations that would require any additional roadway improvements at the Proposed Site Drive. The location and number of driveways especially along Route 114 have been minimized to reduce the number of turning movements and hazardous exits and entrances. The Route 114 driveway has been located along the project frontage to maximize the spacing between adjacent driveways serving the Equestrian Shop to the north and Amberville Road to the south. Internal site pedestrian and traffic circulation has been designed to maximize traffic safety. 4 730-TIS1 Copyright©2006 by DJK. All rights reserved. < <. PROJECT DESCRIPTION i PROPOSAL. The project proponent presently is planning for the construction of approximate 25,909 square feet (SF) of commercial office, retail and storage floor space in North Andover, Massachusetts. The proposed project would be constructed in a single building having 9,184 SF of first floor space, of which 5,840 SF would be dedicated to general retail use and of which 3,344 SF would be dedicated to specialty retail convenience market use. The second floor, 10,911 SF, would be dedicated to general office use. There is also 5,814 SF of storage space available in the attic for a total of 25,909 SF. The proposed main site access drive would be located on Route 114 with two secondary drives located along Berry Street. 5 7304181 Copyright©2006 by DJK. All rights reserved. r c 1 i ALTERNATIVES TO THE PROJECT 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 2011 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 proposed commercial retail and office development project. 6 739-Tl$l Copyright 0 2006 by UJK. All rights reserved. I o i i THE EXISTING BUILT ENVIRONMENT FIELD SURVEY A comprehensive field inventory of the adjacent roadway system was conducted during November 2006. The field inventory included collection of existing roadway geometrics, traffic volumes, and safety data for the roadway adjacent to the site. Traffic volumes were measured by means of an automatic traffic recorder (ATR) counter along Route 114. Safety inventories included vehicle speed observations and a detailed evaluation of the safety sight lines at the site driveway location along Route 114. GEOMETRICS Route 114 Route 114 in the immediate vicinity of the site is generally a three-lane roadway with one through lane for each direction of travel and a dual use center left-turn lane located opposite the site. The travel lanes are generally 12 feet wide with a 6400t to 10-foot gravel shoulder on each side of the roadway. Route 114 provides access/egress to numerous adjacent highway retail and commercial land uses as well as residential land use along its entire length. Route 114 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 Route 114 with the roadway passing the site driveway over relatively level/tangent alignment. Vehicular movements along Route 114 7 73o•T€S1 Copyright©2006 by DJK. All rights reserved. f 0 it in the vicinity of the site are generally uncontrolled with side streets and driveways under STOP control. TRAFFIC VOLUMES Recent traffic volumes were recorded mechanically over a 48-hour period, during Wednesday and Thursday, November 1 and 2, 2006. These traffic volumes were reviewed to determine average daily and peak-hour traffic volumes along Route 114 adjacent to the site. Table 1 summarizes the 2006, 2005 and 2000 traffic-volume data collected along Route 114 adjacent to the site. The actual 2006 traffic volume data is reproduced in the appendix of this report. Analysis of the recent traffic counts indicates that weekday volumes averaged 21,338 vpd (vehicles per day) along Route 114 adjacent to the site during November 2006. During the two peak travel demand periods, which generally occurred between 7 and 9 AM and between 4 and 6 PM an average of 1,824 and 1,810 vph were observed along Route 114 during the weekday morning and evening peak hours, respectively. Figure 2 graphically presents the results of the traffic volume inventory for the weekday evening peak hours. 8 730-TIS1 Copyright Q 2006 by WK. All rights reserved. Figure 2: 2066 Existing Peak Hour Traffic Volumes WEEKDAY EVENING PEAK HOUR �r WY r^ 0 V Cq N 00 SITE DRIVE SITS' 0 w z w Schematic DJKDermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Planning Copyright pa 2006 By DJK All rlghta reserved. 730—Hatt I I 9 a 1 II TABLE 1 EXISTING TRAFFIC VOLUME SUMMARY Daily Traffic Peak-Hour Location/ (24 hour) Peak Traffic Volume K Time Period (vpd)a Hour v h b FactorO Route 114 Adjacent to i the Project Site: Wednesday 21,282 7:00.8:00 AM 1,803 8.5 11/1/06 5:00.6:00 PM 1,862 8.7 Thursday 21,394 7:00-8:00 AM 1,844 8.6 11/2/06 4:30-5:30 PM 1,757 8.2 Average 21,338 Morning 1,824 8.5 Weekday Evening 1,810 8.5 Route 114 South of the Project Site: Monday -- 2/7/05 5:00.6:00 PM 1,808 Tuesday 20,705 7:00-8:00 AM 1,900 9.2 2/8/05 5:00-6:00 PM 1,786 8.6 Wednesday --- 7:15-8:15 AM 1,985 -- 2/9/05 5:00-6:00 PM 1,783 Average --- Morning 1,943 Weekday Evening 1,793 Monday --- --- -- 2/28100 --- 4:45-5:45 PM 1,858 -- Tuesday 21,611 7:15-8:15 AM 2,130 9.9 2/29/00 4:45-5:45 PM 1,938 9.0 Wednesday 23,815 7:15-8:15 AM 2,304 9.7 3/1/00 4:45-5:45 PM 2,223 9.3 Thursday 23,130 7:15-8:15 AM 2,207 9.5 3/2/00 5:00-6:00 PM 2,129 9.2 Friday 22,953 7:15-8:15 AM 1,899 8.3 3/3/00 4:45-5:45 PM 1,985 8.6 Saturday 19,290 3:15-4:15 PM 1,706 8.8 3/4/00 Monday 22,376 7:00-8:00 AM 2,214 9.9 3/6/00 4:45-5:45 PM 2,080 9.3 Average 22,778 Morning 2,151 9A Weekday Evening 2,036 8.9 Vehicles per day. bVehicies per hour. cPercent of daily traffic occurring during the peak hour. 9 7304181 Copyright Cud 2008 by DJK. All rights reserved. e l ANNUAL AVERAGE DAILY TRAFFIC VOLUMES Annual average daily traffic (AADT) data available from MassHighway permanent traffic count station located on Route 114/125 in North Andover north of the Andover By-Pass indicates that the AADT from 1998 through 2003 has increased by a total of 0.5 percent or an average 0.1 percent per year. Table 2 summarizes the AADT data and the resulting growth rate. TABLE 2 ANNUAL AVERAGE DAILY TRAFFIC VOLUME SUMMARY& Annual Cumulative Average Growth Growth Growth Time (From Compared to Rate from Period AADTb Year to Year) 1998 1998 1998 41,496 --- --- - 1999 41,837 0.8% 0.8% 0.8% 2000 41,651 -0.4% 0.4% 0.2% 2001 43,481 4.4% 4.8% 1.6% 2002 40,909 -5.9% -1.4% -0.4% 2003 41,708 2.0% 0.5% 0.1% Source: Massachusetts Highway Department Permanent Traffic Count Station No. 502, Route t 14/125, North Andover north of the Andover By-Pass. No data was reported for this location for 2004 and 2005. bAADT=Annual Average Daily Traffic. 10 730•TIS1 Copyright 0 2006 by DJK. All rights reserved. 11 I I 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 Route 114 adjacent to the site. The limited numbers 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 3. As shown, the speeds varied along Route 114 with speeds recorded in the range of 40 to 55 mph in both the northbound and southbound directions. The posted speed limit is 45 mph along Route 114, TABLE 3 OBSERVED ROADWAY SPEED SUMMARY Location/ Posted/Official Observed Direction Speed Travel of Travel Limit(mph) Speed (mph) Route 114 South of the Project Site: Northbound 45 40 to 55 Southbound 45 40 to 55 mph=miles per hour. Spot speeds were also recorded by an automatic traffic recorder (ATR) placed along Route 114 over a 48-hour period during November 2006. The results of the speed measurements are summarized in Table 4. As shown, the mean speed along Route 114 southbound was recorded at 47 mph. With the 85th percentile speed was recorded at 52 mph. Northbound, the mean speed was recorded at 46 and 47 mph with the 85th percentile speed recorded at 52 mph. The pace speed was 40-49 mph for both the southbound and northbound directions of travel. The actual November 2006 speed data is reproduced in the appendix of this report. The recent November 2006 speed data is consistent with the speed data collected immediately south of the site during February 2005. 11 730-TI51 Copyright 0 2006 by DJK. All rights reserved. r , � 1 II TABLE 4 VEHICLE SPEED SUMMARY Posted Mean 85' Total Location/ Speed 501h Percentile 10 mph Number Direction Limit Percentile Speed Pace of of Travel m h e Speed (mph) (mph) Seed Observations Roufe 114 Adjacent to the Project Site: Southbound Wednesday, 11/1/06 45 47 52 40-49 10,266 Thursday, 11/2/06 45 47 52 40-49 10,364 Total 20,630 Northbound Wednesday, 11/1/06 45 47 52 40-49 11,016 Thursday, 11/2/06 45 46 52 40-49 10,030 Total -- -- -- -- 22,046 Souhbound Monday, 2/7/05 45 47 52 45-54 4,788 Tuesday,2/8/05 45 47 52 45-54 10,234 Wednesday,219/05 45 48 53 45-54 9.280 Total -- -- -- -- 24,302 Northbound Monday,2/7/05 45 46 51 40.49 6,582 Tuesday,2/8/05 45 46 51 40-49 10,471 Wednesday, 2/9/05 45 46 51 40-49 9,096 Total -- -- -- -- 25,149 amph=miles per hour, 12 730-TISI Copyright®2006 by DJK. All rights reserved. r i 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 2011 to be consistent with Massachusetts State guidelines for Traffic Impact Assessments. Traffic volumes on the roadway network at that time will 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 surrounding area was investigated during the preparation of this Study to identify existing and projected development projects anticipated to occur by 2011. Based on this information and other background information, it was assumed for traffic planning purposes that the following projects are constructed and operational by 2011: • Completion of the residential condominium development project located along Route 114 opposite Sharpner's fond Road; • Old Salem Village located along Route 114 north of the Project Site; 13 720-D91 Copyright©2006 by€)JK. All rights reserved. • Boston Hill residential condominiums to be located along Route 114 opposite Johnson Street; • Merrimac Commons located along Route 114 south of the Project Site; and • Senior Housing located along Route 114 north of Berry Street. In addition to the development projects noted above, existing traffic volumes were increased by 1% per year up through 2011 to account for background traffic growth which may occur from other development projects not anticipated at this time. Figure 3 graphically presents the 2011 No Build Weekday Evening Peak-hour traffic volumes. VEHICLE-TRIP GENERATION Traffic volumes generated by commercial retail/office development projects normally follow well established patterns with respect to magnitude and temporal distribution. Measurements of numerous such developments conducted by the Institute of Transportation Engineers (ITE) have established trip generation rates which have been standardized for analysis purposes. The rates at which commercial projects generate vehicle-trips depend on the type of commercial project; i.e., specialty retail versus convenience market versus office development project. Accordingly, the ITE Trip Generation Manual was researched with the appropriate vehicle-trip generation characteristics applied to the proposed project. Based on the Institute of Transportation Engineers (ITE) trip generation rates, it is anticipated that the 25,909 SF commercial retail/office development project would generate approximately 1,582 vehicle-trips per day. This daily volume would be split evenly with 791 vehicle-trips entering and 791 vehicle-trips exiting the site over the course of the entire 24-hour day. More importantly, during the weekday evening peak hour, the proposed development project would generate a total of 160 vehicle-trips with 73 vehicle-trips entering and 87 vehicle-trips exiting the project site. 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 entire project. 14 730-T€sf Copyright 0 2006 by DJK. All rights reserved. e Figure S: 2011 No Build Peak Hour Traffic Volumes WEEKDAY EVENING PEAK HOUR r 0 DL v 0 C7 b� 1 SITE DRIVE 1 SITE to w In w a z Schematic DJKDermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Planning Copyright a 2006 By DJK, AN rights reserved. 730—Nett i i TABLE 5 VEHICLE-TRIP GENERATION SUMMARY Proposed Time Period/ Development Project Direction of Travel 25,909 SF Weekday Evening Peak Hour Entering (vph)a 73 Exiting lvph) 87 Total (vph) 160 Average Weekday Entering (vpd)b 791 Exiting(vpd) 791 Totai (vpd) 1,582 vph=vehicle-trips per hour. bvpd=vehicle-trips per day, 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 were based on existing traffic patterns as observed for this study. The site-generated traffic volumes were superimposed onto the 2011 No Build traffic volume networks creating the 2011 Build traffic volume networks, Figure 4 graphically presents the 2011 Build weekday evening peak-hour traffic volume networks. 15 730-TiS1 Copyright 0 2006 by DJK, All rights reserved. li I Figure 4: 2011 Build Peak Hour Traffic Volumes WEEKDAY EVENING PEAK HOUR 0 Co l as SITE i�► 4— 39� SITE DRIVE In 73 Out (87) 1 (� Total (16D) Mpy M w ilJ Y) w M a z o; Legend: xx Total 'vehicle Trips (xx) Site Generated Trips Only Schematic DJKDermot J. Kelly Associates, Inc. Traffic Engineering/Transportation Planning Copyright Q 2006 By DY. All rights reserved. 730—Net3 TRAFFIC ANALYSIS i i 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 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 driveway located along Route 114. 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 November 2006 were summarized to produce a composite picture of the existing peak-hour traffic-volume conditions. The existing 2006 traffic volumes along Route 114 were increased to account for five other known development projects discussed earlier plus an additional +1.0 percent per year increase in traffic to account for background traffic growth that may occur up through 2011 (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. 16 730-PS1 Copyright 0 2006 by DJK. All rights roservad. METHODOLOGY Level of Service The primary result of capacity analysis is the assignment of level of service to 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. Unsignalized Intersections The level of service for unsignalized intersection is determined by the application of a procedure described in the HCM 2000 Highway Capacity Manual.2 The procedure accounts for lane configuration on both 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. The capacities are then compared to the demand at the respective minor approaches. The delay is then calculated based on the critical gap time, move-up time as well as other various factors. Table 6 summarizes the relationship between level of service and expected delay to minor street traffic. TABLE 6 LEVEL-OF-SERVICE CRITERIA FOR STOP-CONTROLLED INTERSECTIONSa. Level Average of Control Delay Service (SecondsNehicle) A < 10 B >10 - 15 C >15- 25 D >25- 35 E >35 -50 F >50 Source: Highway Capacity Manual, (HCM 2000):Transportation Research Board,Washington, DC,2000. 'Highway Capacity Manual(HCM 2000);Transportation Research Board,Washington,DC,2000, 214ighway Capacity Manual, (HCM 2000):Transportation research Board,Washington,DC,2000. 17 730-TI51 Copyright Q 2006 by DJK. All rights reserved. r I i TRAFFIC ANALYSIS RESULTS Capacity analyses have been conducted at the study area intersection. Results of these analyses are summarized below by intersection and are tabulated in Table 7. Route 114 at the Site Drive Under 2011 Build with development traffic volume conditions, the left-turn entering movement would operate at LOS B and the left- and right-turn exiting movements would operate at LOS D during the evening peak hour. TABLE 7 UNSIGNALIZED INTERSECTION LEVEL-OF-SERVICE SUMMARYO 2006 Existing 2011 No•Suild 2011 Build Location/Peak Hourl LOSu ADO Demand LOS AD Demand LOS Ad Demand Approach Route 114 at the Proposed Site Drive: Weekday Evening Peak Hour Left Turns Entering B 11.3 40 Left&Right Turns Exiting - D 34.6 87 "Me critical gaps were not reduced by 1.0 to 1.5 seconds as suggested by the New England Section 1TE Technical Committee. bLevel of service. cTotal Average Control Delay(seconds/vehicle). 18 730-Ti51 Copyright Q 2006 by DJK. All rights reserved. i i SIGHT DISTANCE SIGHT DISTANCE In the vicinity of the proposed project site, Route 114 approaches the Proposed Site Drives over a generally level/tangent alignment adjacent to the site. Detailed Sight Distance measurements were conducted with respect to the Route 114 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). Stoppina 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/design 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. 19 730-TIS1 Copyright O 2008 by DJK. All rights reserved. t .r i 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 8 compares the measured SSD with the minimum SSD requirements for both the observed vehicle speeds as well as the posted speed limit along Route 114 in the vicinity of the site. As can be seen in Table 8, the available SSD exceeds the minimum SSD requirements for the posted speed limit of 45 mph as well as the observed prevailing speed (85°h percentile) of up to 52 mph. FABLE 8 SUMMARY OF STOPPING SIGHT DISTANCE ANALYSIS 85eh Posted Percentile SSD Requirements Speed Observed Measured (feet)for Location/ Limit Speed SSDS Desinn Sneed Conditions Direction of Travel (mph)a (mph) (feet) 45 mph 52 mph Route 114 at the Proposed Site Drive: North of the Site Drive Vehicle B Approaching Looking South 45 52 SB +500 360 453 Vehicle A Exiting Looking North 45 52 SB +500 360 453 South of the Site Dr`sve Vehicle A Exiting Looking South 45 52 NB +500 360 453 Vehicle B Approaching Looking North 45 52 NB +500 360 453 Mlles per hour. bSSD measurements assume the recommendations contained In this report are implemented. cSource: A Policy on Goometdo Design of Highways and Streets, American Association of State Highway and Transportation Officials(AASHTO):5"'Edition,2004. 20 73a-TIS1 Copyright©2000 by DJK. All rights reserved. 7 I!I APPENDICES A. TRAFFIC VOLUME AND VEHICLE SPEED DATA B. VEHICLE-TRIP GENERATION TABLES C. CAPACITY ANALYSIS 21 730-TIS1 Copyright(D 2006 by DJK. All rights reserved. f i i A. TRAFFIC VOLUME AND VEHICLE SPEED DATA i i 730-TI S i R i i i PRECISION DATA INDUSTRIES, LLC ©ffice;$08.481,3999 Fax:508r545.11734 i Email:datarequestsOpclilic.com PRECISION ���� eom4a m ;Vwded4w D A T A INDUSTRIES,LLC 01 P t� ^M Y � w - �e JI' Customer: Engineer: Project#: Date: PDI File M City, State: DJK D, Kelly 730 Wed 11/1106 thru Thur 1112l66 60869 North Andover, MA PRECISION Turnpike Street(Route 114) D A T A 60869Avolume east of Berry Street — INDUSTRIES,LLC Site Code: 730 P.0.8ax34t 8e KMA 01MI City, Staten: North Andover, MA oflice:508.481.3494 fax:506.545.1234 Client: DJK/D. Kelly Emaii:datamqunsts�pdillc.com 3ta€t E8 WB Combined 06 U1 4S _Tuna A.M,,-- ...._. P,M. _ &M. ----___P.M. _- A.M. —..,... P.M. __.....,..,..._.----W� 12:00 15 137 60 119 65 256 12:15 9 124 53 128 62 252 12:30 11 138 50 158 61 296 12:46 5 40 133 532 38 191 136 540 43 231 268 1072 01:00 10 131 28 131 38 262 01:15 6 126 16 149 22 274 01;30 8 135 12 139 20 274 01:45 5 29 137 528 15 71 134 553 20 100 274 1081 02:00 7 152 10 139 17 291 0215 5 151 8 460 13 311 02;30 2 153 11 155 13 308 02A 5 1 15 147 603 6 34 203 657 6 49 350 1260 03:00 6 104 9 206 16 400 03:15 10 186 8 186 18 372 03:30 8 187 4 225 12 412 03:45 7 31 183 750 9 30 264 881 16 61 447 1631 04:00 15 181 9 196 24 377 0415 22 197 12 237 34 434 04:30 20 220 17 208 37 428 04:45 31 88 198 794 14 62 230 871 46 140 426 1665 05:00 27 213 22 2$4 49 447 05:15 64 214 42 272 106 486 05:30 72 191 ! 44 296 / 116 487 / 05:45 103 266 202 820 1! 54 162 240 1042 J 167 428 442 1862 6/ 06:00 148 191 67 196. 215 387 06:15 211 195 103 211 314 406 06:30 223 154 140 139 363 293 00:45 232 814 127 667 186 496 121 667 418 1310 248- 1334 07:00 2091 193 103 462 194 07:15 260 80 257 110 607 190 07:30 213 87 237 93 450 180 07:45 166 898 79 337 218 905 94 400 3154 1803`�/ 173 737 08:00 152 84 231 87 383 1g2`1 171 0815 185 90 243 83 428 I 173 08:30 142 63 213 67 365 1 130 08:45 152 631 74 311 246 933 74 311 398 1664 148 622 09:00 138 62 169 94 307 156 09:15 163 61 140 93 303 154 09:30 180 60 147 53 327 113 09:45 149 630 40 229 121 677 60 300 270 1207 106 629 10:00 136 48 114 59 250 107 10:15 131 54 128 56 259 110 10:30 132 33 120 46 252 79 10:45 117 516 39 174 139 601 46 207 256 1017 86 381 11:00 121 23 92 38 213 61 1116 126 28 124 44 250 72 11:30 106 15 144 37 249 52 11:45 138 490 7 73 131 491 25 144 269 981 32 217 ---Tatar 4448 6818 4443 6573 8891 -12391 Percent 50.0% 47.0% 50.0% 5310% Day Total 10266 11016 21282 Peak 06:30 04:30 0715 06:00 06:45 05:00 Vol. 974 843 943 1042 1837 1862 P.H.F. 0.905 0.968 0.917 0.880 0,006 0.956 Page 1 i PRECISION Turnpike Street(Route 114) D A T A 60869Avolume east of Berry Street trvousrmes.Ur- Site Code: 730 City, State: North Andover, MA 01k,':08A813999ABOX 101 iFa 50645iz34 Client: DJK/D. Kelly mal:d�iarEgsestsBpolk.rnm Start E8 W9 Combined tl2-Floe 06 Tcr11e.... A.M. P.M. .._... ...,_.._ A.M. P.M. A.M. _.._.... P.M. _ Thu 12:00 9 133 19 130 28 263 12:16 11 124 21 136 32 260 12:30 13 142 10 131 23 273 12:45 12 45 138 537 12 62 132 629 24 107 270 1066 01:00 11 118 9 164 20 272 0115 6 151 4 133 10 284 01:30 6 126 4 132 10 258 01:45 4 27 142 537 6 23 136 665 10 50 278 1002 02:00 9 140 7 165 16 295 0215 8 160 7 168 15 328 02:30 4 168 6 124 10 292 02:45 4 25 155 623 2 22 207 6554 6 47 362 1277 03:00 5 186 2 203 7 389 03:15 10 180 3 227 13 407 03;30 13 164 10 215 23 379 0145 7 35 178 708 8 23 270 916 16 68 448 1823 04:00 11 183 10 238 21 421 04:15 14 203 7 221 21 424 04:30 20 201 12 259 32 460 04:45 26 70 186 772 19 48 229 947 44 118 414 1719 05:00 34 208 26 223 60 431 06:15 60 226 24 227 83 452 05:50 80 185 52 247 132 432 05:45 101 274 181 799 59 161 254 951 160 435 435 1760 06:00 122 172 82 233 204 405 06:15 211 205 107 149 318 354 06:30 260 116 160 167 410 273 06:46 222 $16 136 629 171 510 1.21 660 393 1325 257 1289 07:00 250 101 194 140 444 241 07;15 250 108 246 126 496 234 07:30 229 105 237 / 99 466 204 07:46 172 901 77 $91 266 943 v 72 437 438 1844 149 828 08:00 167 104 239 88 406 192 08:15 191 119 235 76 426 195 08:30 162 74 269 90 431 164 08;45 167 667 56 353 218 950 71 325 383 1646 127 678 09:00 162 70 227 77 389 147 09:16 180 68 136 64 316 132 00:30 147 50 145 59 292 109 09:45 140 629 41 229 121 629 62 262 261 1258 103 401 10:00 128 48 105 52 233 100 10:16 128 44 105 47 233 91 10:30 106 38 126 60 232 98 10:46 120 482 96 175 143 470 54 213 263 961 99 388 11:00 114 24 127 42 241 66 1115 123 35 137 49 260 84 1110 163 21 158 32 321 53 11:46 124 524 17 97 151 _ 5.73 27 160 275 1097 44 247 total" 4514 — —5850 f 4432 6698 8948 --- 12448 Pereent 50.6% 47.0% 49.5% 53.0% Day 10364 11030 21394 Total Peak 06:30 04:30 07A5 03:45 07:00 0430 Vol. 982 $19 1009 988 1844 1757 P.H.F. 0.944 0.910 0.938 0.916 0,929 0.955 Page 2 i 1 Turnpike Street(Route 114) PRECISION east of Berry Street D A T A 60869Aspeed 1 City. State: North Andover, MA ilvausTr�l s,l rc Site Code: 730 �! P.O.Bax30t flMia.MA 01501 Cillerl : DJIC1fJ, Kelly OHice:50B.4$13494 Fav:SQ$545,,545,1234 s �g �� 6maA:datarestuestrapdillrcam E Start 15 20 25 30 35 40 �45 60 55. 60 66 70 Ave. j Time 14 19 24 29 34 39 44 49 54 59 64 69 9999 Total-- MPH 11101! _..__ 06 0 0 0 0 1 0 6 12 13 6 2 0 0 40 50 01:00 0 0 0 0 0 1 4 11 8 3 0 2 0 29 50 02:00 0 0 0 0 0 0 3 5 5 1 1 0 0 15 50 03:00 0 0 0 0 0 0 5 11 8 6 1 0 0 31 60 04:00 0 0 1 1 0 1 9 32 31 11 1 1 0 88 49 05:00 0 0 0 0 0 2 43 112 88 19 2 0 0 266 49 06:00 1 7 10 24 21 46 165 374 148 18 0 0 0 814 45 07:00 0 0 0 0 4 26 172 450 228 17 1 0 0 898 47 08:00 0 0 0 0 0 11 82 312 182 41 3 0 0 631 48 09:00 0 1 0 4 3 18 106 278 170 43 6 1 0 630 48 10:00 0 1 0 0 10 40 183 215 57 10 0 0 0 616 45 11:00 0 0 1 3 2 20 134 231 88 10 1 0 0 490 46� 12 PM 0 0 0 0 5 23 101 282 106 15 1 0 0 532 47 13:00 0 0 0 0 2 10 85 272 140 16 3 0 0 528 48 14:00 0 0 1 2 5 19 117 321 116 20 1 1 0 603 47 15:00 0 0 0 0 3 15 133 393 183 21 0 1 1 760 47 16:00 0 0 1 1 3 33 227 383 129 17 0 0 0 794 45 17:00 0 0 0 1 17 54 316 349 71 12 0 0 0 820 45 18:00 0 0 0 1 12 39 176 303 117 19 0 0 1 667 46 19100 0 0 0 0 3 6 70 166 62 17 1 0 0 337 47 20;00 0 0 0 0 1 15 50 143 89 12 0 0 1 311 48 21:00 0 0 0 1 0 5 32 115 58 17 1 0 0 229 48 22:00 0 0 0 0 1 2 22 79 49 17 2 1 1 174 49 23:00 1 0 0 0 0 2 6 32 23 7 2 0 0 73 49 _.._.Total 2 9._.__ 14 38 93 _ 388 2246 _4873 2188 376 29 7 4 10266_- % 0.0% 0.1% 0,1% 0,4°/° 0.9% 3,8°/a 2Q> R, 47.6% 21.3% 3.7°/° 0,3% 0.1% 0.0% - %ile 15th Percentile: 42 MPH Speed 50th Percentile: 47 MPH 85th Percentile: 62 MPH 95th Percentile: 54 MPH Stats 10 MPH Pace Speed: 40.49 MPH Number in Pate: 7119 Percent in Pace: 69.3% Number of Vehicles>45 MPH: 6501 Percent of Vehicles?45 MPH: 63.3% Mean Speed(Average); 47 MPH Page 1 s I rZ.0 Turnpike Street(Route 114) PRECISION east of Berry Street D A T A 60869Aspeed City, State: North Andover, MA INDUSTRWS,ILC Site Code: 730 Emn a:€:dafpre�quesh€ss Yp0Client: DJKID. Kelly orn� �as°3a d i6lk34xo,m12 34 BB/: start 20 25mm30 35 40 45 �50 55 60 65 70 ----Ave, Time 14 19 24 29 34 39 44 __.49 . 54 59 64 68 9999 Total MPH �111021 06 0 0 0 0 0 0 6 20 10 6 2 0 1 45 50 01:00 0 0 0 0 0 1 5 11 8 2 0 0 0 27 48 02;00 0 0 0 0 0 0 6 9 8 2 0 0 0 25 48 03:00 0 0 0 0 0 0 4 10 12 S 3 0 0 35 51 04:00 0 0 0 0 0 0 1 18 28 19 3 1 0 70 62 05:00 0 0 0 0 1 1 9 112 100 38 10 2 1 274 51 06:00 2 1 1 5 18 43 169 396 151 25 3 1 1 815 46 07:00 0 0 0 0 12 60 336 407 77 9 0 0 0 901 45 08:00 0 0 0 0 5 20 160 380 111 10 0 0 1 687 46 09:00 0 0 0 0 9 28 172 312 94 14 0 0 0 629 46 10:00 0 0 0 3 13 28 124 222 82 8 2 0 0 482 46 11:00 0 0 0 0 3 20 128 259 99 15 0 0 0 524 47 12 PM 0 0 0 1 2 21 81 270 135 25 1 1 0 637 48 13:00 0 1 0 0 2 12 68 258 178 18 0 0 0 637 48 14:00 0 0 1 4 7 11 118 292 165 34 0 1 0 623 47 15:00 0 0 0 1 6 17 152 357 150 23 2 0 0 708 A7 16:00 0 0 0 3 3 35 200 352 156 21 0 1 1 772 46 IT00 0 0 0 1 25 52 272 348 86 13 0 0 0 799 45 18:00 0 0 1 1 6 20 157 336 99 9 0 0 1 629 46 19:00 0 0 0 1 2 18 74 169 91 35 1 0 0 391 48 20:00 0 0 0 2 4 7 63 178 84 13 1 1 0 363 47 21= 0 0 0 0 2 5 53 110 46 13 0 0 0 229 47 22:00 0 0 0 1 1 4 22 72 52 20 2 1 0 175 49 23:00 . _ 0 0 0. 1 1 6 11 29 38 10 1 0 0 87 ._..........49._ TOW. 2 2 3 24 .„_122 409 2391 4925 2052 $88 31 9 6 10364 -- % 0.0% 4 0.0% 0.0% 0.2% %2% 3.0% 23.1%n 47.5% 19.8% 3.7% 0.3% 0.1% 0.1% %ile 151h Percentile: 42 MPH Speed 50th Percentile; 47 MPH 85th Percentile: 52 MPH 95th Percentile: 64 MPH Stats 10 MPH Pace Speed: 40-49 MPH Number In Pace: 7316 Percent in Pace: 70.6% Number of Vehicles>45 MPH: 6426 Percent of Vehicles>45 MPH: 62.0% Mean Speed(Average): 47 MPH Page 2 I' w Turnpike Street(Rotate 114) PRECISION east of Berry Street D A T A 60869Aspeed City, State; North Andover, MA IND STRIES,rrC Site Code: 730 P.0,8ox30€8er€in,MA 01S03 '- Client, DJK/R, Kelly o€rsr,sae.ae€.s�s rax:soa.sas.lz3a ��f�� Ernail-dn+amquastsrspddlc.com Start _ 15 — 20 25 30 35 40 45 50 55 60 65 70 Ave. Time 14 10 _ 24 29 34 39 44 49 54 59 64 69 -__9999 Total MPH 111011 _.._ .- 06 1 0 0 0 1 10 32 75 50 19 1 2 0 191 48 01:00 0 0 0 0 0 2 17 19 19 10 2 1 1 71 49 02:00 0 0 0 0 0 2 12 13 6 0 0 1 0 34 46 03:00 0 0 0 0 0 2 5 9 12 1 1 0 0 30 48 04,00 1 0 0 0 2 3 2 11 21 11 1 0 0 52 49 06:00 0 0 0 2 2 2 8 70 53 20 5 0 0 162 50 06:00 0 0 0 2 15 26 88 224 116 23 2 0 0 406 47 07:00 0 0 1 0 4 46 192 454 183 23 0 0 0 905 47 08.00 0 0 0 1 11 49 237 460 159 16 0 0 0 933 46 09:00 2 1 1 2 3 22 102 281 133 27 3 0 0 677 47 i0;00 2 4 2 1 8 35 110 234 88 17 0 0 0 501 46 11,00 0 0 1 1 7 28 80 198 156 17 4 0 0 491 47 12 PM 0 0 0 2 5 19 115 242 135 22 0 0 0 540 47 13:00 0 0 1 1 7 16 83 264 157 32 1 0 1 553 48 14:00 0 0 0 1 6 24 116 328 164 18 1 0 0 657 47 15:00 0 0 1 4 5 45 242 401 164 29 0 0 0 $81 46 16:00 0 0 0 1 17 73 221 427 125 7 0 0 0 871 45 17:00 3 5 3 25 37 138 379 386 62 4 0 0 0 1042 43 18;00 0 0 0 11 7 22 193 319 104 10 1 0 0 667 46 19:00 0 0 0 2 0 16 86 172 105 19 0 0 0 400 47 20:00 0 0 0 0 1 22 64 128 77 17 1 0 1 311 47 21:00 0 0 0 0 0 5 40 144 90 18 3 0 0 300 48 22:00 0 0 0 0 0 9 44 68 51 12 2 0 1 207 48 23:00 0 0 0 0 0 3 23 37 _58 21 2 -_ 0 ._.__ 0 144 50 __ ---._ .---..._.__ ___. —_ —— _ Total 9 10 10 56 138 621 2490 4974 2277 393 30 4 4 11016 0.5°/u 1.3% 5.6% 22.61/10 45.2% 20.741/6 3.6% 0.30/v 0.0% 0.0% %Ile 16th Percentile, 41 MPH Speed 50th Percentile: 47 MPH 85th Percentile: 52 MPH 95th Percentile: 54 MPH Scats 10 MPH Pace Speed; 4049 MPH Number in Pace: 7464 Percent in Pare: 67.8% Number of Vehicles>45 MPH: 6687 Percent of Vehicles a 45 MPH: 60.7% Mean Speed(Average): 46 MPH Page 3 i f Turnpike Street(Route 114) PRECISION east of Berry Street D A T A 60869Aspeed City, State: North Andover, MA INDUSTRIES,krc Site Code; 730 P.0.8WOt Bedo.MA©M3 Client: DJK/D. Kelly ar�Ce:soO.a U999 rawS00s4s,1234 ,A„-, A) Email,dalaier}ulslsi�pdiL's.eoAt Start _.._ 15 20 25 30 35 40 45 - 50 55 60 65 70 Ave. Time 14 19 24 29 34 39 44 49 54 59 64 69 9999 Total MPH. i --- 06 0 0 0 0 0 0 7 16 26 12 1 0 0 62 51 01:00 0 0 0 0 0 2 0 6 10 5 0 0 0 23 50 02:00 0 0 0 0 0 0 3 6 6 3 2 0 0 22 50 03:00 0 0 0 0 0 1 2 3 7 7 3 0 0 23 53 04:00 1 0 0 0 0 1 5 11 13 13 3 0 1 48 51 05:00 0 0 0 0 2 1 3 54 56 41 4 0 0 161 51 06:00 0 0 1 4 8 22 48 254 123 44 5 1 0 510 48 07:00 0 1 0 19 42 73 350 392 61 5 0 0 0 943 44 D8:00 0 0 0 4 23 80 349 428 59 15 1 0 0 959 44 09:00 0 0 1 0 4 32 186 321 71 13 1 0 0 629 46 10:00 2 1 7 10 15 20 94 236 82 12 0 0 0 479 45 11:00 0 0 1 1 10 43 127 284. 91 12 3 1 0 573 46 12 PM 0 0 0 0 4 18 111 226 140 27 3 0 0 629 47 13Z 0 1 0 2 a . 12 68 271 166 36 1 0 0 5555 48 14:00 0 0 0 4 19 40 106 277 168 37 2 1 0 664 47 15:00 0 0 0 0 4 23 212 486 164 25 0 1 0 915 47 16:00 0 0 0 1 14 83 243 431 156 18 1 0 0 947 46 17:00 0 0 0 0 12 104 313 438 74 10 0 0 0 951 45 18:00 2 4 4 5 16 47 173 309 85 13 1 1 0 660 45 19:00 0 0 0 0 7 14 95 183 118 18 2 0 0 437 47 20:U0 0 0 0 0 0 10 90 147 61 16 1 0 0 325 47 21;00 0 0 0 0 2 8 30 108 97 16 1 0 0 262 49 22:00 0 0 0 0 1 7 23 89 71 21 1 0 0 213 49 23:00 0 0 0 0 0 5 12 46 67 28 1 0 1 150 50 —Total 5 7 14 50 191 646 2650 5024_.__-...1952 447 37 6 2 11030 _. Rio_ 0,0%„ 0.1% 0.1% 0.5% 1.7°h 5.9°f° 24.4% 45.5% 17,7% 4.1% 0.3% 4.0% 0.0°f° %ile 15th Percentile: 41 MPH Speed 50th Percentile: 46 MPH 85th Percentile: 52 MPH 95th Percentile: 54 MPH Stats 10 MPH Pace Speed: 40A9 MPH Number In Pace: 7674 Percent in Pace: 69.6% Number of Vehicles>45 MPH: 6462 Percent of Vehicles>45 MPH; 58.6% Mean Speed(Average): 46 MPH Page;4 i B. VEHICLE-TRIP GENERATION TABLES raa-r�si I f DJK associates, Inc. a TRIP TABLE ` : Retail-1 . Retail-2 - _ office-1 5,840 F 3,344 SF Spe i Sy TolFrom TalF IFrom �ke€(Open TolFrom TolFrorn 16,725 SIR To .... . Total edfo€ roj Convenience - rom To7Fram _ Adjusted r Time Period/ Retail Rotail-2 office-1 24 Hours) Retail-1 office-1 General Retell-1 Retail-2 Internal Multi- Direction of Center t UCN851 "" Office Use Internal Travel LUG4814 Adjusted t LUC 710 - Trips _ ........... -- .. Weekday Morning Peak. _........ _ - Entering Exiting Total 1 Weekday Evening Peak 0 Ex linrng 28 20% 3 13"l01 2 89 20%: 18 13%: 12 4.... 130/0 1 1.3% 1 73 4 ° u o f - o 0 1,,,_1 ?_I13% 3 13% 3 A? --- - Total 36 7 13/o 5 175 8 20%[ 35 13/0 3 23 25_ ...a.. i 3 _160 3 1. i Weekday pally ; 144 30i 43 13/ 18 1,111 _ .. 92 . 12Entering 301 333 _13/ 0 3%n 791 E xitin�c. ... 144 30°/0 L3 13°fo_! 18 7,111 30°in 333 13%', _ .13% 12, 13°Ia _12 T - 791 -Total 288 86 36 2,222— 667 278 184 23.. 23 1,581 Saturday Midday Peak Entering Total Saturday pally. E i Entering_ Total - "Sourm 1)Trip Generation,71h Edition, Institute of Transportation Engineers,Washington,D.C„2003. 2)Trip Generation Handbook,Second Edition,Institute of Transportation Engineers,2004,Table 7.1 Unconstrained Internal Capture Rates for Trip Destination Within Multi-Use Development. k4 For this project the daily trips for the 24 Hour Convenience Store were reduced by 10%to reflect the fact that the Proposed Convenience Store will not be open 24 Hours, RE 2003 73€ANI)Gweraka•MaEti-UsoAlt-2-7�D.xiS 1 f 111R�20f�6 DJK Associates, Inc. TRIP TABLE - LUC 814 = Specialty Retail .Center 'E cation l �Avera e L _ �t___.._ _.._ .__ - _ - - - -- -- --- - Trip-Rates #of Ave. Ave. ' Trip Rates _ of - Proposed E - Stud Size TOP i RXR Stand -- Proposed _.._ Project -- ies KSF Rate Devi. Project 5.840 KSF - . --- _ _ 5$40...... Weekday Morning Peak Hour between 7 AM and PM Entering � ___ �... _.._.._. Exiting - No Data Available Total —� 1 Weekday Ev rung Peak Hats between 4 PM and 6 PM 2 Eltering 15 6 44° 7 Exiting 19 88 I 56 a t 6.08 < -------------ICalculated Total 35.50 a 5 69 2 71 0.98 $3 1T (2 40*(X)+21.48) _ 16 Weekday all - Entering 143.75 50° € - 129 -- -. _ — i Exiting -- 1 143.75 5 fo� i 49 23 <--- - ---- Catculated i -- 129 -- - Tatal 287.50 4 25 44 32 0.69 1 5 52 T (42.78`(X)+37 66) 259 3 Weekday Morning Peak Hour of Generator t=ntering 69 4t3°/n ! i 19 24 70 <-_.... Calouiated 11 - Total -I_ 144 b 4 6Q 0.84 0.901 .3..55 jT (4.91"(X)+115.59) 40 Weekday Eventng Peak our of Generator i - �___._7-7 - Enieri-ng I56°fob - 16 Exiting - Not 44% NA < - Calculated i --- 13-_........._._ Not -- Total -- Given b 3 75 5 02 `°i` 2__ Not Given 29 Saturday Midday Peak Hour -- Entering — t--- - ---- Ex€tin No Data Available Total Sat urda 6041 Entering ;..__ 50°l0 - 123 Exiting Not 60% NA < -- --- Calculated -- 123 I -- - — Total i i Given 3 28 42.04 ""** 13 97 Not Given 246 Source. Trip Generation, An Informational Report, 7th Edition Institute of Transportation Engineers, Washington, D.0 , 2003. (a) _Peak Hour of Adjacent Street between 7 and 9 AM nr between 4 and 6 PM (b)- Peak Hat€r of Generator 1 , 1'1/30/05 Updated by DJK 814 Sm4dal€u Retail Cen€erAs Pape 1 i1l6f2QQfi DJK Associates, Inc. LUG 851 Convenience Market Open 24 Hours) j Equation Average 1 ; Trip Rates Trip Rates #of Ave. Ave. Proposed Proposed Stud- No. Trip k Stand - - --- -... ' Project Project ies Units Rate Devi. 3.344 3.344 SF Weekday Moming Peak Hour between 7 AM and 9 PM 1 nte. ring - 112 ' - 60°q — - Fxitinq E -- 112 50% < -_ Calculatedf Total 224 a 33 ( 3 ' 67_03 33.78 T=67.03*(X) Weekday Evening Peak Hour a wen 4 PM and 6 PM ; Entering —- C 89 ( 51%� I Exstin ...._ �49°/a -- — < _ ..--- -- Calculated Total 175 a 33 3 62.41 T=52.41`(X) - - Weekday Daffy - Entering i ... 234 50% itir�q € Ex - 1 234 50% <. -- --- Calculated Total � 2'468 a 8_ 2 --- --- _ _ .. ,. _ L�_7.�69 - ---___ -- -----. Weekday Morning Pea our of Generator Entering - - ExEting - Total _- Weekday Evening Peak Hour of Generator Entering � i r _ Total --- - .. Saturday Midday Peak Hour i Entering ( _.. _.__�......._ Exxiilnn _ - Total ......... L.__... - Saturday Daffy Entering �.— Total Source: Trip Generation, An Informational Report, 7th Edition, f Institute of Transportation I=ngineors, Washington, D,C, 2003 i (a) i'eak Hour of Adjacent Street between 7 and 9 AM or between 4 and 6 PM (b) Peak Hoer of Generator - - 07/24/06 Updated by DJK ; i 01 Convenience Market(Open 24 HDUrs).XI5 Page 1 11/612006 DJK Associales, Inc. Office L C#71047 0 Based on KSF and wlAvera a Trips Rates Proposed LUG# 711, UC##714 LUG#715 LUC#750 LUG 9760 LUG#770 - -- . ... Project General orporate Single- Office R&Q Business _. Park . 16.726 Office eadquaters Tenant Park Center Par1c Building Building Office Morning leak(a) 217 223 19�: . ._272 42, 164 30 363 32 E MP 19: 360 Entering 23 $8°f° 231 93% 27,.89% 26 $9% 17.' 83% 20: t34% ExltlnC7 3 12% 2i 7% 3 11% 3 11% 41 17% 4'� 16% Total ... 26. 5 30 .. 29? 21 24 1.55 .491. 1.80 1,741 1.24 1A3 Evening Peak a zap xo6 a1- -2pa 4� --1°a st! 14/° .1 ft 3Q6 20L 379 Enteri 9 (} 4 17/0 2; 10% 4; 15/q 4` ° 1 15% 5 23% Exltino . 71 t33°l° 21 _90% 85% 22 A 86°/0 15� 86% 1.7�_77% - - - - Total 25 23 29" 25t_ 18: 22 -- 1.0s 1,29 Entering ..y 92 50% 671 .60% 97, 50% 95€ 412 29j aoa 15 a71 Woekde Dail 78 say u; 220 14 tos ia, -_ `�._...... 50 fo -_-97',: 60% 95 E 50p/o 68` 54% 107: 50% Exiting92 50 f 67 F ° ° ._. 50% 9_0I 50% 107 50% Total - _.._.. 18 7987 1I 136� 2(3 11 11.57 11.4_ ._- _ _ � 19 21 .. 8.11 12.76 Sala ray Midday(b) Entering Total Saturday Daily Entering -[ Exitinr Total - : : Source:Trip Generation,An informational Report,7th Edition, Insstitute of Transportation Engineers,Washington,t7.G 2003._ (a) Paak Hour of Adjacent Street between ety+teen 7 and 9 AM or between 4 and 6 PM (b) Peak Flour of Generator _ . Checked by DJK 1111/05: ITT 74117 hlht7€13-7Tf]Dryi.e:•K9F&Ava[2u6 1�iq RQI@9.k15 1 111Gf200fi C. CAPACITY ANALYSIS raa.r�si TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Dermot Kolly, PE, PTOE Intersection Turnpike street at Site Drive Agency/Co. DJK Associates, Inc, Jurisdiction North Andover, MA Date Performed November 14, 2006 Analysis Year 2011 Build Analysis Time Period Weekday Wroing Peak Hour Project Description 730 GFM North Andover East/West Street: Pro osed Site Drive Forth/South Street: Turnpike Street Intersection Orientation: North-South tutl Period hrs : 1,00 Vehicle Volumes and Ad ustments Ma or Street Northbound Southbound Movement 1 2 3 4 8 6 L T R L T R Volume 0 1132 33 40 895 0 Peak-Hour Factor, PHF 1.00 1100 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 1132 1 33 40 895 0 Percent Heavy Vehicles 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration TR L T U stream Si nai 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 39 0 48 0 0 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 39 0 48 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Gracie 0 0 Flared Approach y N Storage 1 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 g 10 11 12 Lane Configuration L LR (vph) 40 87 C (m)(vph) 607 208 v/c 0.07 0.42 95%queue length 0,21 2.09 Control Delay 11.3 34.6 LOS B D Approach Delay -_ 34,6 Approach Los D Rights Reserved 11(:52001 I 5'orsion 4,1( C'01'yriglil0 2003 U'liversity of I larlda,All WgIlls RescrVed Vel3inn d.l t i r rnnn�